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SDP 2019-0005; BMW CARLSBAD; STORM WATER QUALITY MANAGEMENT PLAN; 2019-10-14
(._ City of Carlsbad PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR BMW OF CARLSBAD 1060 Auto Center Court Carlsbad, CA 92008 CDP TBD, DEV 2018-0198 SWQMP No. TBD ENGINEER OF WORK: Aaron M. Albertson, RCE 65513, Exp. 09/30/21 (Provide Wet Signature and Stamp Above Line) PREPARED FOR: AutoNation Inc. 200 SW 1st Ave, 14th Floor Fort Lauderdale, FL 33301 TEL: (954) 769-6000 PREPARED BY: CD\s, Today's Ideas. Tomorrow's Reality. 4121 Westerly Place, Suite 112 Newport Beach, CA 92660 TEL: (949) 610-8997 DATE: October 14th, 2019 or.r ., o ?019 Cl, ,.-<.__::::BAD F ..... ,; , " 2 \. s.c. 1 -----------.. --------- ---------------- PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD TABLE OF CONTENTS Certification Page ...................................................................................................... 2 Project Vicinity Map ................................................................................................... 3 FORM E-34: Storm Water Standard Questionnaire ........................................................... 4 Site Information ......................................................................................................... 5 FORM E-36: Standard Project Requirement Checklist. ..................................................... 13 Summary of PDP Structural BMPs .............................................................................. 14 Attachment 1: Backup for PDP Pollutant Control BMPs .................................................... 22 Attachment 1 a: OMA Exhibit Attachment 1 b: OMA Summary Attachment 1 c: Harvest and Use Feasibility Screening Attachment 1 d: Categorization of Infiltration Feasibility Condition (Form 1-8) Geotechnical Investigation Report by GMU Attachment 1 e: Pollutant Control BMP Design Worksheets / Calculations LID DCV Calculation Summary San Diego County 85th Percentile lsopluvial Map Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs (x4) Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs Worksheet B.6-1: Flow-Thru Design Flows BMP Sizing & Detail Sheets Attachment 2: Backup for PDP Hydromodification Control Measures ................................... 24 Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit) Attachment 2c: Not Included Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions ................................... 26 Attachment 4: Single Sheet BMP (SSBMP) Exhibit. ......................................................... 28 PDPSWQMP 1 of28 -.. ... ----- ---... - --- --- .... -- --- -- PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD CERTIFICATION PAGE Project Name: BMW of Carlsbad Project ID: TBD CD\e I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. --~ d.,_~7~~~~~, =~-.:::::> ~ R.C.E. 65513, Exp. 09/30/21 Engineer of Work's Signature, PE Number & Expiration Date Aaron M. Albertson Print Name Commercial Development Resources Company 10/16/2019 Date PDPSWQMP 2 of28 PRIORITY DEVELOPMENT PROJECT {PDP) SWQMP BMW OF CARLSBAD PROJECT VICINITY MAP 4 i,a e 1onao ,_ ---~-----~--~ ~ I D -. ~ -. --" 0 . ~- C v.,,d' \ """"<>,.._ -$ c._..__ .!, i t C~nst~t:I • ~ \ J''\ I i " / 'i .. \ \ ,1· ~ \ I t e .f ~ i Cnt1$bntf rtarm . ! Fe/us \ • 6 " .. \ .. \ ~ \ • Q \\ p \. m. . ~ PDPSWQMP ,. ✓ ,,. -,.~ "' \ \ \ ~ '3 l ~' p i .... Legoland California ~/)~ 3 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD [Insert City's Storm Water Standard Questionnaire (Form E-34) here] PDPSWQMP 4 of28 (_ City of Carlsbad I INSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: BMW OF CARLSBAD PROJECT ID: TBD ADDRESS: 1060 Auto Center Court, Carlsbad, CA 92008 APN: 211-080-11-00 The project is (check one): D New Development IZI Redevelopment The total proposed disturbed area is: 161,503 ft2 ( 3.71 ) acres The total proposed newly created and/or replaced impervious area is: 120,359 ft2 ( 2.76 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID: N/A SWQMP#: N/A Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 02/16 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ IX] 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. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; □ IX] b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ IZI 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? □ IX] 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, cio to Step 3. E-34 Page 2 of 4 REV 04/17 STEP3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, □ IX] and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or Ix] □ more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and □ IX] refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside □ Ix] development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is 00 □ a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project lZl □ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □ lxl 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 comminaled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair lxl □ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ 00 RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles oer dav. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land Ix] □ and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 1 0%? (CMG □ IX] 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 statino "Mv proiect is a 'STANDARD PROJECT' ... " and complete aoolicant information. E-34 Page 3 of 4 REV 04/17 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = 118,892 sq . ft. □ IX] Total proposed newly created or replaced impervious area (B) = 120,359 sq. ft. Percent impervious area created or replaced (B/A)*100 = 101 % 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 BM P's required for PDP apply to the entire development. Go to step 5, check the check the first box statinQ "My project is a PDP ... " and complete aoolicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION IX] 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. □ My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: .. .. • Environmentally Sens1t1ve Areas include but are not hm1ted to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Citv Use Onlv YES NO City Concurrence: □ □ By: Date: Project ID: E-34 Page 4 of 4 REV 04/17 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD SITE INFORMATION CHECKLIST Project Summary Information Project Name BMW of Carlsbad Project ID DEV2018-0198 Project Address 1060 Auto Center Court Carlsbad, CA 92008 Assessor's Parcel Number (APN) 211-080-11-00 Project Watershed (Hydrologic Unit) Carlsbad 904, Agua Hedionda (904.3) Parcel Area 3.708 Acres ( 161,503 Square Feet) Existing Impervious Area 2.729 Acres ( 118,892 Square Feet) (subset of Parcel Area) Area to be disturbed by the project 3.708 Acres ( 161 ,503 Square Feet) (Project Area) Project Proposed Impervious Area 2.763 Acres ( 120,359 Square Feet) (subset of Project Area) Project Proposed Pervious Area 0.945 Acres ( 41 , 144 Square Feet) (subset of Project Area) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. PDPSWQMP 5 of28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): X Existing development □ Previously graded but not built out □ Agricultural or other non-impervious use □ Vacant, undeveloped/natural Description / Additional Information: Existing project site is an automotive dealer and repair complex with onsite AC pavement parking lot, drive aisles and landscape areas. Existing Land Cover Includes (select all that apply): X Vegetative Cover □ Non-Vegetated Pervious Areas X Impervious Areas Description / Additional Information: Existing project site is 26% pervious landscape and 74% impervious area (roof, parking lot, sidewalks, etc.) Underlying Soil belongs to Hydrologic Soil Group (select all that apply): D NRCS Type A X NRCS Type B D NRCS Type C D NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet □ 5 feet < GW Depth < 10 feet □ 1 0 feet < GW Depth < 20 feet X GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): □ Watercourses □ Seeps □ Springs □ Wetlands X None Description/ Additional Information: N/A PDP SWQMP 6 of28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Description of Existing Site Topography and Drainage: C Conimo«iol ~ -... [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 J The existing site is an automotive detail and repair complex. Onsite stormwater flows away from the existing building, across the AC pavement parking lot, to curb and gutter around perimeter of site, then flows into onsite catch basin. The onsite catch basins discharge directly to the City's storm drain system . Runoff in the perimeter landscaping flows offsite and into existing catch basins in the public-right-of way before joining the City's storm drain system. The City's storm drain system discharges to Agua Hedionda Lagoon, then to the Pacific Ocean. PDPSWQMP 7 of28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The proposed project is the construction of a new BMW dealership with a 1 .4-acre, 2-story building with rooftop parking. This will include new onsite AC pavement parking areas, drive aisles, landscape setbacks, landscape islands, and trash enclosure. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features include a new 2-story building with rooftop parking, AC pavement parking lot with drive aisles, and concrete sidewalk. The proposed condition will be 75% impervious areas. List/describe proposed pervious features of the project (e.g. landscape areas): Proposed pervious features include landscape setbacks along perimeters of project site, permeable pavers in parking areas, and landscape areas throughout the site. The proposed condition will be 25% impervious areas. Does the project include grading and changes to site topography? XYes □No Description / Additional Information: The project site will be regraded to construct a 2-story, at-grade building in the center of the site. The surrounding area in the project site will be regraded to capture all rooftop and parking lot flows onsite. The landscape area along Cannon Road will remain as steep slopes from the property line down to the public right-of-way. Landscape areas along the property line on Car County Drive and Auto Center Court will continue to slope as it does in existing condition -part of the area will slope towards the road, and part will slope onto the project site. Project site flows will be directed to biofiltration basins (two with partial retention) for treatment and discharge to the underground detention system. The retaining walls along the western property line will remain in place. The project site does not receive run-on from outside property limits. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? XYes □No Description / Additional Information: New storm drain system with permeable pavers, biofiltration basins, biofiltration basins with partial retention and underground detention system to capture, treat, and detain stormwater runoff onsite prior to draining offsite to meet LID and hydromodification requirements. Onsite runoff sheetflows to proposed biofiltration areas (some with partial retention) for treatment prior to discharging to underground detention. Rooftop runoff will be captured and pre-treated via hydrodynamic separator and treated via BioClean's Modular Wetland System (MWS) prior to discharging to the underground detention system. Detention vault outlets will drain to the existing private storm drain lateral on Cannon Road. PDP SWQMP 8 of28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): X On-site storm drain inlets □ Interior floor drains and elevator shaft sump pumps □ Interior parking garages □ Need for future indoor & structural pest control X Landscape/Outdoor Pesticide Use □ Pools, spas, ponds, decorative fountains, and other water features □ Food service X Refuse areas □ Industrial processes □ Outdoor storage of equipment or materials X Vehicle and Equipment Cleaning X Vehicle/Equipment Repair and Maintenance □ Fuel Dispensing Areas □ Loading Docks X Fire Sprinkler Test Water X Miscellaneous Drain or Wash Water X Plazas, sidewalks, and parking lots PDP SWQMP 9 of28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Detention vault outlets will drain to either Cannon Road or the existing catch basin on Car County Drive. Stormwater discharging onto Cannon Road will travel west along the existing gutter for approximately 600-ft and flow into the existing catch basin on Cannon Road (eastbound). The existing catch basin along Car County Drive connects to the City's storm drain system in the public right-of-way. This connects to the main storm drain line running along Cannon Road that collects the discharge from catch basins on Cannon Road. This storm drain line drains to the Agua Hedionda Lagoon, and ultimately drains to the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/ stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Indicator Bacteria, Agua Hedionda Lagoon Indicator Bacteria Invasive Species, Sedimentation/ Siltation Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix 8.6): Commercial Development (>1ac), Parking Lot Not Applicable to Anticipated from the Also a Receiving Pollutant Water Pollutant of the Project Site Project Site Concern Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Substances Oil & Grease X Bacteria & Viruses X X Pesticides X PDP SWQMP 10 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? X Yes, hydromodification management flow control structural BMPs required . D No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. D No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean . D No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description/ Additional Information (to be provided if a 'No' answer has been selected above): N/A 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 X No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? D 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite X No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? D No critical coarse sediment yield areas to be protected based on verification of GLUs onsite D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. D Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: N/A PDP SWQMP 11 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Flow Control for Post-Project Runoff* C Commorcill ~ -- *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3. 1 ). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. There is 1 point of compliance (POC) for flow control for hydromodification management for the proposed project. • POC #1 (entire site)➔ City SD System ➔ Agua Hedionda Lagoon Has a geomorphic assessment been performed for the receiving channel(s)? X No, the low flow threshold is 0.102 (default low flow threshold) □ Yes, the result is the low flow threshold is 0.102 □ Yes, the result is the low flow threshold is 0.302 □ Yes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: NIA Discussion I Additional Information: (optional) NIA Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. • 25'-wide landscape setback along Cannon Road • 1 O' -wide landscape setback along Car Country Drive • 10'-wide landscape setback along Auto Center Drive Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. NIA PDPSWQMP 12 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD [Insert City's Standard Project Requirement Checklist Form E-36 (here)] PDPSWQMP C Commordol ~ RnourcH 13 of 28 C cityof Carlsbad Project Name: BMW of Carlsbad Project ID: DEV2018-0198 DWG No. or Building Permit No.: TBD STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (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-1 Prevention of Illicit Discharges into the MS4 IX! Yes □ No □ N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage IXI Yes □ 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 □Yes □ No IXI N/A Dispersal Discussion/justification if SC-3 not implemented: Outdoor material storage areas are not proposed for this project. E-36 Page 1 of 4 Revised 09/16 Source Control Requirement (continued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and □Yes □ No 1X1 N/A Wind Dispersal Discussion/justification if SC-4 not implemented: Outdoor work areas not proposed for this project. All work areas will be indoor. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal IX! Yes □ No 0 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 ouidance). ua On-site storm drain inlets IX! Yes □ No □ N/A Ix) Interior floor drains and elevator shaft sump pumps IX! Yes □ No ON/A □ Interior parking garages □Yes □ No 00 N/A !XI Need for future indoor & structural pest control IX! Yes □ No □ N/A IX! Landscape/Outdoor Pesticide Use OOYes □ No □ N/A □ Pools, spas, ponds, decorative fountains, and other water features □Yes □ No 00 N/A □ Food service □Yes □ No IXI N/A Ix! Refuse areas IXI Yes □ No □ N/A □ Industrial processes □Yes □No 1X1 N/A □ Outdoor storage of equipment or materials □Yes □ No IXI N/A Ix! Vehicle and Equipment Cleaning lx]Yes □ No 0 N/A !XI Vehicle/Equipment Repair and Maintenance IXI Yes □ No 0 N/A □ Fuel Dispensing Areas □Yes □ No 00 N/A □ Loading Docks □Yes □ No 00 N/A Ix] Fire Sprinkler Test Water ~Yes □ No □ N/A !XI Miscellaneous Drain or Wash Water IXIYes □ No □ N/A Iii Plazas, sidewalks, and parkinQ lots IK!Yes D No D N/A For "Yes" answers, identih'. the additional BMP 1:1er AQQendix E.1. Provide justification for "No" answers. -Onsite storm drain inlets will be marked with "NO DUMPING" signs. -Interior floor drains and sum pumps will be plumbed to sanitary sewer. -Landscape areas will be designed to minimize use of fertilizers and pesticides. -Trash enclosure area will be covered and protected form run-on -Vehicle and equipment cleaning is limited to rinsing cars with only water -Parking lots and sidewalks will be swept regularly and debris will be collected prior to entering the storm drain. E-36 Page 2 of 4 Revised 09/16 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. 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. Discljssion / 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 I Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I □Yes I D No I !Kl N/A Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I □Yes I 1X1 No ID NIA Discussion/justification if SD-2 not implemented: The existing vegetation will be replaced with new drought tolerant landscaping. SD-3 Minimize Impervious Area I IXl Yes I D No ID NIA Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I !Kl Yes I D No I □ NIA Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I IRl Yes I 0 No I □ N/A Discussion/justification if SD-5 not implemented: E-36 Page 3 of 4 Revised 09/16 Site DesiQn Requirement (continued) I Applied? SD-6 Runoff Collection I ~Yes I □ No I □ N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I !XI Yes I □ No I □ N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I □Yes I IX! No I □ N/A Discussion/justification if SD-8 not implemented: Harvest and Use determined infeasible due to low water usage for commercial site. E-36 Page4 of 4 Revised 09/16 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5. 1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. The BMP selection process has been developed in accordance with the new MS4 Permit (R9-2013-0001 as amended by R9-2015-0001 and R9-2015-0100). Harvest and re-use is considered impractical for use on the project site due to it being a proposed commercial area with low water usage. Due to inadequate infiltration rates within the upper 5 feet of site soils and the presence of engineered fill and dense to very dense formation, the project geotechnical engineer concluded that full infiltration is infeasible for the project site. Additionally, infiltration is prohibited adjacent to the western property line or in the northwest property corner. Therefore, Biofiltration areas with partial retention (PR-1) are proposed to treat project flows for pollutant control on the eastern half of the site. Biofiltration areas (BF-1) are proposed to treat runoff from the western half of the site, as infiltration is prohibited in this area. Proprietary Biofiltration BMP (BF-3) is proposed for runoff from building roof area due to site layout restrictions due to the nature of a car dealership. Permeable pavement (INF-3) is proposed for select parking areas per attached site plan. For DMA-1 A and DMA-1 C, onsite stormwater will sheetflow to local biofiltration areas with partial retention for treatment and routed to the underground detention vault for hydromodification management flow control prior to discharging from the project site. For DMA-1 B, DMA-1 D, and DMA-1 G, runoff in parking lot stalls will flow to permeable pavers for storage and infiltration. Overflows discharge to biofiltration basin areas. For DMA-1 E and DMA-1 F, onsite stormwater will sheetflow to local biofiltration areas for treatment and routed to the underground detention vault for hydromodification management flow control prior to discharging from the project site. For DMA-1 H, stormwater runoff from rooftop area will be collected at a localized inlet and routed thru BioClean's Modular Wetland System (MWS) for treatment prior to discharging to the underground detention vaults for hydromodification management flow control. DMA-2A is comprised of self-mitigating landscape area and does not require pollutant control. The hydromodification management for this area is accounted for by the underground detention system (flow control BMP). PDP SWQMP 14 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 1 (DMA-1A) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) X Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) C Commtidll ~ -.. □ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: X Pollutant control only D Hydromodification control only □ Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration area with partial retention is proposed to treat runoff from DMA-1 A and overflows from DMA-1 B (permeable pavers). Geotechnical engineer determined that full infiltration is infeasible for the project site. PDP SWQMP 15 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 2 (DMA-1C) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) X 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: X 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): Biofiltration basin with partial retention is proposed to treat runoff from DMA-1 C and overflows from DMA-1 D (permeable pavers). Geotechnical engineer determined that full infiltration is infeasible for the project site. PDP SWQMP 16 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 3 (DMA-1 E) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) □ Partial retention by biofiltration with partial retention (PR-1) X Biofiltration (BF-1) C Commo<clll ~ "'"""'""" □ 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: X 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): Biofiltration basin proposed to treat runoff from DMA-1 E and overflows from DMA-1 G (permeable pavers). Geotechnical engineer determined that infiltration is infeasible in the project site's northwest corner. PDP SWQMP 17 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 4 (DMA-1 F) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: D Retention by harvest and use (HU-1) o Retention by infiltration basin (INF-1) o Retention by bioretention (INF-2) o Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) X Biofiltration (BF-1) o Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management o Other (describe in discussion section below) Purpose: X Pollutant control only o Hydromodification control only o Combined pollutant control and hydromodification control o Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Biofiltration basin proposed to treat runoff from DMA-1 F. Geotechnical engineer determined that infiltration is infeasible along the project site's western property line. PDPSWQMP 18 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 5 (DMA-1H) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) □ 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 X Other (describe in discussion section below) Purpose: X 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): X Proprietary Biofiltration BMP (BF-3) BioClean Modular Wetland System (MWS) flow-thru device proposed to treat rooftop runoff from DMA-2C. Geotechnical engineer determined that full infiltration is infeasible for the project site. Providing an onsite biofiltration basin for this area would require approximately 1,600 sf, which would reduce the parking count by a total of 1 O stalls. Due to the nature of the project site as a car dealership, the use of biofiltration basin for treatment of rooftop runoff is infeasible. PDP SWQMP 19 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 6 (all of DMA-1) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: □ Retention by harvest and use (HU-1) □ Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) □ 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) X Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: □ Pollutant control only X Hydromodification control only D Combined pollutant control and hydromodification control □ Pre-treatment/forebay for another structural BMP □ Other (describe in discussion section below) Discussion (as needed): Proposed Detention Vault for hydromodification management for runoff from entire site. Geotechnical engineer determined that full infiltration is infeasible for the project site. Project site plan shows two vaults that are hydraulically connected to act as system. PDP SWQMP 20 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Structural BMP Summary Information Structural BMP ID No. 7 (DMA 1 D, 2E) DWG: Conceptual Grading (CG), Sheet No. 9 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) X Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) □ Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: □ Pollutant control only D Hydromodification control only X Combined pollutant control and hydromodification control D Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Proposed permeable pavers for retention of runoff from DMA-1 B, DMA-1 D, and DMA-1 G. Permeable pavers are identified as engineered pervious surface in DCV calculations (C = 0.10). Permeable paver section to include 12" gravel storage under French drain. Overflows for DMA- 18 discharge to BMP-1 , DMA-2D to BMP-2, and DMA-1G to BMP-3 for biofiltration and are conveyed to the underground detention system. The DCV is retained, and additional gravel storage under French drain provided to meet hydromodification control requirements. PDPSWQMP 21 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence DMA Exhibit (Required} Attachment See DMA Exhibit Checklist on the X Included 1a back of this Attachment cover sheet. (24"x36" Exhibit typically required} Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA D Included on DMA Exhibit in Attachment Area, and DMA Type (Required}* Attachment 1 a 1b X Included as Attachment 1 b, *Provide table in this Attachment OR separate from DMA Exhibit on OMA Exhibit in Attachment 1 a Form 1-7, Harvest and Use Feasibility Screening Checklist (Required Attachment unless the entire project will use X Included 1c infiltration BMPs} □ Not included because the entire project will use infiltration BMPs Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest X Included Attachment and use BMPs) D Not included because the entire 1d project will use harvest and use Refer to Appendices C and D of the BMPs BMP Design Manual to complete Form 1-8. Pollutant Control BMP Design Worksheets / Calculations (Required} Attachment X Included 1e Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines PDP SWQMP 22 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Use this checklist to ensure the required information has been included on the DMA Exhibit: The OMA Exhibit must identify: • Underlying hydrologic soil group • Approximate depth to groundwater C • Existing natural hydrologic features (watercourses, seeps, springs, wetlands) • Critical coarse sediment yield areas to be protected (if present) • Existing topography and impervious areas • Existing and proposed site drainage network and connections to drainage offsite • Proposed grading • Proposed impervious features • Proposed design features and surface treatments used to minimize imperviousness c-dll ~ Resourtff • Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating) • Structural BMPs (identify location and type of BMP) PDP SWQMP 23 of 28 ATTACHMENT lA: DMAEXHIBIT :--=::::--- " s. ~~~ ~ .• l,,""'so 1.1 STRUCTURAL BMP-4: BIOFI LTRATION (BF-1) FOR POLLUTANT CONTROL \.._JI\ DMA-1E ' ; ' ; " ' ' ' ; ' ; \ PROPOSED ROOF DOWN DRAIN LOCATION, CONN ECTS TO BMP-5 STRUCTURAL BMP-6: DETENTION POND FOR HYDROMODIFICATION MANAGEMENT t t \ \ ---- - STRUCTURAL BMP-7: PERMEABLE PAVERS (INF-3) FOR HYDROMODIFICATION MANAGEMENT (TYP.) - - 1.2 - STRUCTURAL BMP-7: PERMEABLE PAYERS (INF-3) FOR HYDROMODIFICATION MANAGEMENT (TYP.) STRUCTURAL BMP-2: BIOFILTRATION W/ PARTIAL RETENTION (PR-1 ) FOR -/ POLLUTANT CONTROL "I03r '---------...-~- ~~ . ' ~~~~ -_ _ :),ta;%;.::·~;;!y ... ~~::;%8 '"" 1 · 3 DMA-1D ~t,' • ¾-. ' ' lt.99~ " "~· -.. v ~ _ -•~~~-e,0·--;,_'1§'.{,, DMA-2A N g~oo_;_ -~·~ , · · ·· -------------,......_ -..... ---::-....:::.----------------- AUTO CENTER CT ',-~.,,.__ I I ----; I I / --°v-~~ ~ I / I / 0 I I I I I I I I I I I l f . -II .> -f/ -I I I I I ; I I I ' I I I I ~ I t I .).. ~ I J ; & I !!' I I I I I I I I I I I I I I I I I LEGEND: ASPHALT (IMPERVIOUS) , I CONCRETE (IMPERVIOUS) I I I I 1 I I d ---- PERMEABLE PAYERS LANDSCAPE ROOF AREA MAJOR DMA BOUNDARY SUB-DMA BOUNDARY RETENTION BASIN BIOFILTRATION BASIN PROPRIETARY BIOFILTRATION GEOTECHNICAL IN FO: • HYDROLOGIC SOIL GROUP: B • INFILTRATION: 0.041 IN/HR • SOI L EXPANSIVE POTENTIAL: VERY LOW • DEPTH TO GROUNDWATER: >50' CCSYA ANALYSIS: PROPERTY LINE SURFACE FLOW DIRECTION -SD-PROPOSED STORM DRAIN SYSTEM (□M.~#) [tJ DMAID DMA SUB-AREA ID -cD--PROPOSED CONTOUR --#--EXISTING CONTOUR W///,-1 1 , : , :1 UNDERGROUND DETENTION VAULT PERMEABLE PA\/ERS (BMP-7) NO CRITICAL COURSE SEDIMENT YIELD AREAS TO BE PROTECTED BASED ONWMAAMAPS BMP DETAILS : SEE DETAILS IN ATTACHM ENT 1E OF SWQMP OMA SUMMARY: SEE ATTACHMENT 18 OF SWQMP 20 0 20 GRAPHIC SCALE SCALE: 1" = 20 ' 40 C V E £ u 0 -"i "' " 0 " " u 'O 0 D " ' 0 u ;,' ~ rn, C ~ 0 z 0 .------------------------.---------T""---------------------la', PREPARED FOR: PREPARED BY: AUTO NATIO N INC. 200 SW 1 ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT AXAY PATEL TEL: (954) 769-6000 Today's Ideas. Tomorrow's Reality. Commercial Development Resources 4121 We~tc-rly Pl3CC 1;1112 Newport Beach CA 92660 T 949-0'"0-8997 www,CDRwesLcom + SWQMP: DMA EXHIBIT ~ 1----------------------1~' BM W OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 ro 0 ro 00 0 N ... .. ... .. .... .. .. .. .. .. ATTACHMENT 18: DMASUMMARY .... • .. .. ... .. .. - ... .. • • .. -.. .. ATTACHMENT 18: OMA SUMMARY Pre-Developed Condition DMA Area Area ID Type (SF) (AC) DMA-1 ➔ POC #1 1.1 Natural (B, 0-5%) 51,859 1.191 I 51,859 1.191 DMA-2 ➔ POC #1 2.1 Natural (B, 0-5%) 109,644 2.517 I 109,644 2.517 TOTAL 161,503 3.708 Project: BMW of Carlsbad Date: 10/14/2019 Post-Developed Condition DMA Type Area Area ID (SF) (AC) DMA-1A ➔ BIOFILTRATION W/ RETENTION ➔ POC #1 1.1 Roof/Pavement 19,405 0.445 1.2 Landscape (B, 0-5%) 2,247 0.052 1.3 Landscape (B, 5-15%) 497 0.011 1.4 Landscape (B, >15%) 271 0.006 L 22,419 0.515 DMA-18 ➔ POROUS PAVEMENT ➔ POC #1 1.5 Permeable Pavers 10,002 0.230 L 10,002 0.230 DMA-1C ➔ BIOFILTRATION W/ RETENTION ➔ POC #1 1.1 Roof/Pavement 8,660 0.199 1.2 Landscape (B, 0-5%) 454 0.010 1.3 Landscape (B, 5-15%) 1,467 0.034 1.4 Landscape (B, >15%) 3,921 0.090 L 14,502 0.333 DMA-1D ➔ POROUS PAVEMENT ➔ POC #1 1.5 Permeable Pavers 3,874 0.089 L 3,874 0.089 DMA-1E ➔ BIOFILTRATION BASIN ➔ POC #1 1.1 Roof/Pavement 20,424 0.469 1.2 Landscape (B, 0-5%) 2,057 0.047 L 22,481 0.516 DMA-1F ➔ BIOFILTRATION BASIN ➔ POC #1 1.1 Roof/Pavement 13,940 0.320 1.2 Landscape (B, 0-5%) 1,219 0.028 1.3 Landscape (B, 5-15%) 240 0.005 L 15,399 0.354 DMA-1G ➔ POROUS PAVEMENT ➔ POC #1 1.5 Permeable Pavers 2,312 0.053 L 2,312 0.053 DMA-1H ➔ PROPRIETARY BIOFILT. (MWS) ➔ POC #1 1.1 Roof/Pavement 57,727 1.325 L 57,727 1.325 DMA-1 TOTAL 148,715 3.414 DMA-ZA ➔ SELF-MITIGATING AREA ➔ POC #1 2.1 Roof/Pavement 203 0.005 2.2 Landscape (B, 5-15%) 1,516.12 0.035 2.3 Landscape (B, >15%) 11,068 0.254 L 12,787 0.294 DMA-ZTOTAL 12,787 0.294 PROJECT SITE TOTAL 161,503 3.708 • ATTACHMENT 1C: HARVEST AND USE FEASIBILITY CHECKLIST (FORM I-7) .. .. .. .. " .. • " Appendix I: Forms and Checklists Harvest and Use Feasibility Checklist Form 1-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? [!) Toilet and urinal flushing [!) Landscape irrigation O 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. Toilet Flushing= 7 gal x 30 employees x 1.5 days= 315 gal= 42 cf Irrigation = 390 gal/ ac x 0.56 ac = 218 gal = 29 cf Total 36-Hour Demand = 71 cf 3. Calculate the DCV using worksheet B.2-1. DCV = 5,365 (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? Yes / x No c:::> -0, Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that D CV can be used at an adequate rate to meet drawdown criteria. 3b. Is the 36 hour demand greater than 0.25DCV but less than the full D CV? Yes / x No ~ -0. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. x No, select alternate BMPs. 1-2 3c. Is the 36 hour demand less than 0.25DCV? x Yes ~ H arvest and use is considered to be infeasible. February 2016 ◄ • .. .. .. ATTACHMENT 1D: INFILTRATION FEASIBILllY CHECKLIST (FORM 1-8) & GEOTECHNICAL INVESTIGATION REPORT BY GMU Appendix I: Forms and Checklists Categorization of Infiltration Feasibility Form 1-8 Condition Part 1 -Full Infiltration Feasibility: Screening Criteria Would in.filtration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable in.filtration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No X Per the geotechnical investigation report by GMU dated 12/06/18, infiltration rates within the upper 5 feet of site soils were determined to be 0.02 inch/hour and 0.23 inch/hour (not using a factor of safety). Full Infiltration is not feasible at the project site due to the presence of engineered fill and dense to very dense formation. See Geotechnical Investigation Report by GMU attached to this report. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: N/A Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 1-3 February 2016 Appendix I: Forms and Checklists Criteri a 3 Form 1-8 Page 2 of 4 Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: N/A Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Q uestion shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: N/A Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Partl Result * If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a ·'full infiltration" dc.:sign. Proceed to Part 2 ~o be completed using gathered site information and best professional judgment cons1denng the definition of MEP 1n the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate ftndings. 1-4 February 2016 Appendix I: Forms and Checklists Form 1-8 Page 3 of 4 Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No X Per the geotechnical investigation report by GMU dated 12/06/18, infiltration rates within the upper 5 feet of site soils were determined to be 0.02 inch/hour and 0.23 inch/hour (unfactored). Full infiltration is not feasible at the project site due to the presence of engineered fill and dense to very dense formation. See Geotechnical Investigation Report by GMU attached to this report. An averaged infiltration rate of 0.041 in/hr (with factor of safety = 3) is used for partial infiltration. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: N/A X Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 1-5 February 2016 Appendix I: Forms and Checklists Criteria 7 Form 1-8 Page 4 of 4 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix. C.3. Provide basis: N/A Yes No X Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: N/A X Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Part2 Result* If all answers from row 5-8 arc yes then partial infilrration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is N o Infiltration. 'l<'fo be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/ or studies may be required by the City to substantiate findings. 1-6 February 2016 Appendix I: Forms and Checklists I Factor of Safety and Design Infiltration Rate Worksheet Form 1-9 Factor Category Factor Description Assigned Factor Product (p) Weight (w) Value (v) p = wxv Soil assessment methods 0.25 2 0.50 Predominant soil texture 0.25 3 0.75 Suitability Site soil variability 0.25 1 0.25 A Assessment D epth to groundwater I impervious 0.25 1 0.25 layer Suitability Assessment Safety Factor, SA = :Ep 1.75 Level of pretreatment/ expected 0.5 sediment loads 1 0.50 B Design Redundancy/ resiliency 0.25 2 0.50 Compaction during construction 0.25 1 0.25 Design Safety Factor, Sa = :Ep 1.25 Combined Safety Factor, Sm,.i= SA x Sa 3.0 Observed Infiltration Rate, inch/hr, Kobmved 0.02 + 0.23 = 0.125 (corrected for test-specific bias) 2 Design Infiltration Rate, in/hr, Kicsign = Kob,crvcd / S,ow 0.041 in/hr Supporting Data Briefly describe infiltration test and provide reference to test forms: 1-7 February 2016 ,.._____. ~ GEOTECHNICAL, fNC. 23241 Arroyo Vista • Rancho Santa Margarita, CA 92688 • phone: 949.888.6513 • fax: 949.888.1380 • info@gmugeo.com • www.gmugeo.com DRAFT Report of Geotechnical Foundation Investigation, AutoNation BMW of Carlsbad, 1050 & 1060 Auto Center Court, City of Carlsbad, California Prepared for AutoNation December 6, 2018 GMU Project No. 18-101 -00 .. -- • .. -- • .. - ... - -- .. - ~ WU GEOTECHNICAL, INC. 23241 Arroyo Vista • Rancho Santa Margarita, CA 92688 • phone: 949.888.6513 • fax: 949.888.1380 • info@gmugeo.com • www.gmugeo.com AUTONATION 200 SW pt Street, 14th Floor Fort Lauderdale, FL 33301 ATTENTION: Mr. Axay Patel TRANSMITTAL Sr. Construction and Development Director DATE: December 6, 2018 PROJECT: 18-101-00 SUBJECT: Report of Geotechnical Foundation Investigation, AutoNation BMW of Carlsbad, 1050 & 1060 Auto Center Court, City of Carlsbad, California DISTRIBUTION: Addressee: electronic copy DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California Table of Contents INTRODUCTION .......................................................................................................................... 1 PURPOSE ........................................................................................................................... 1 SCOPE ................................................................................................................................ 1 LOCATION ........................................................................................................................ 2 SITE DESCRIPTION ..................................................................................................................... 2 TOPOGRAPHY AND PREVIOUS GRADING ................................................................ 2 PROJECT DESCRIPTION ............................................................................................................. 3 SUBSURFACE EXPLORATION .................................................................................................. 3 LABORATORY TESTING ............................................................................................................ 3 GEOLOGIC FINDINGS ................................................................................................................ 3 REGIONAL GEOLOGIC SETTING ................................................................................. 3 SUBSURFACE MATERIALS ........................................................................................... 4 GROUNDWATER ............................................................................................................. 4 GEOLOGIC HAZARDS ................................................................................................................ 4 FAULTING AND SEISMICITY ....................................................................................... 4 LIQUEFACTION AND SEISMIC SETTLEMENT .......................................................... 5 LANDSLIDES .................................................................................................................... 5 TSUNAMI, SEICHE, AND FLOODING .......................................................................... 5 GEOTECHNICAL ENGINEERING FINDINGS .......................................................................... 6 SOIL EXPANSION ............................................................................................................ 6 SOIL CORROSION ............................................................................................................ 6 PRELIMINARY PERCOLATION TESTING ................................................................... 6 EXCAVATION CHARACTERISTICS ............................................................................. 7 IN-SITU SOIL MOISTURE CONDITIONS ..................................................................... 7 CONCLUSIONS ............................................................................................................................. 7 RECOMMENDATIONS ................................................................................................................ 8 GENERAL SITE PREPARATION AND GRADING ....................................................... 8 STRUCTURE SEISMIC DESIGN ................................................................................... 10 FOUNDATION DESIGN AND CONSTRUCTION ....................................................... 11 STRUCTURAL CONCRETE .......................................................................................... 12 FERROUS METAL CORROSION PROTECTION ........................................................ 13 MOISTURE VAPOR TRANSMISSION ......................................................................... 13 SURFACE DRAINAGE ................................................................................................... 14 BIORETENTION AREAS ............................................................................................... 14 UTILITY TRENCH BACKFILL CONSIDERATIONS .................................................. 14 SITE INFILTRATION ..................................................................................................... 16 ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMEND A TIO NS ........... 16 CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS .............................. 16 CONCRETE FLA TWORK DESIGN ............................................................................... 17 PLANTERS AND TREES ............................................................................................... 18 December 6, 2018 GMU Project 18-101-00 ----- ----- ------------- -- --.. ---.. - ... .. --.. - • - .. - • • .. ... .. .. .. - • - • - -- DRAFT Mr. Axay Patel, AUTO NATION, Geo technical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California PLAN REVIEW / GEOTECHNICAL TESTING DURING GRADING / FUTURE REPORT ............................................................................................................... 18 LIMITATIONS ............................................................................................................................. 19 CLOSURE .................................................................................................................................... 20 REFERENCES ............................................................................................................................. 21 Plate 1 Plate 2 APPENDIX A: APPENDIX A-1: APPENDIXB: APPENDIXC: December 6, 2018 PLATES --Location Map --Geotechnical Map APPENDICES Geotechnical Exploration Procedures and Drill Hole Logs Previous Boring Logs and Test Pits by Others Geotechnical Laboratory Procedures and Test Results Percolation Testing ii GMU Project 18-101-00 INTRODUCTION PURPOSE This report presents the results of our geotechnical foundation investigation of soil and geologic conditions for the proposed 2-story dealership building development and site improvements, as shown on the reference (1) preliminary grading plan by CDR West, for the AutoNation BMW Carlsbad Dealership to be located at 1050/1060 Auto Center Court within Car Country Carlsbad in the City of Carlsbad. SCOPE The scope of our geotechnical foundation investigation along with future plan reviews, as outlined in our May 8, 2018 proposal, is as follows: 1. 2. 3. 4. 5. Reviewed and efficiently utilized data from the reference (2), (3), and (4) geotechnical investigation reports by others and the reference (5) and (6) as-graded and observation and testing reports by others pertaining to the subject property, current plans and building sections, and anticipated building loading. Staked seven (7) hollow stem auger drill holes, coordinated with AutoNation, and contacted Utility Underground Service Alert (USA/Dig Alert) in order to provide advance notification of the 7 subsurface drill holes planned within the AutoNation BMW Carlsbad Dealership project area. Performed a field subsurface exploration program consisting of advancing one ( 1) hollow stem auger drill hole to a depth of approximately 50 feet (in order to verify the current groundwater level) in the footprint of the dealership building, four (4) hollow stem auger drill hole to a depth of approximately 20 feet adjacent to the building, and two hollow stem auger drill holes to a depth of approximately 5 feet in the planned bio-retention (infiltration) areas outside the dealership building and in adjacent parking lot areas. Logged the drill holes and obtained bulk and drive soil samples for geotechnical laboratory testing. Infiltration tests were performed concurrently with the two shallow drill hole locations, which was coordinated with the project civil engineer. Performed laboratory testing on soil samples obtained from the drill holes. Testing included moisture and density, particle size, Atterberg Limits, expansion, chemical, compaction, consolidation, direct shear strength, and R-value tests. Interpreted and evaluated the newly acquired field and laboratory data and integrated with the previously obtained existing data by others. Performed geotechnical engineering design which included settlement analysis, liquefaction analysis, bearing capacity and associated settlement, pavement design, and seismic parameters in accordance with the California Building Code (CBC) 2016 standards. -.. --- --------------- -----.. ---- --.. -.. • • • • - • .. .. --.. --.. .. -- ... ... ----- ... • DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California 6. 8 . Supported the design processes by providing geotechnical design memos/e-mails with geotechnical design conclusions and recommendations for the proposed project. This included the following: • • • • • • • • • • • Foundation design and anticipated settlement of the dealership building . Site preparation, building foundation excavation, and precise grading requirements . Acceptability of the site soils for use as fill and backfill . Infiltration results . Site seismicity and seismic design parameters . Lateral earth pressures and temporary excavation . Liquefaction potential of the site soils . Retaining wall/site wall design parameters . Installation of underground utilities . Flatwork design . Asphalt pavement and concrete pavement designs . Prepared and distributed this formal geotechnical foundation report for the BMW of Carlsbad Dealership containing our final geotechnical conclusions and recommendations to support the main project submittal and permitting process. LOCATION The site is located at 1050 and 1060 Auto Center Court in the City of Carlsbad, California. The site is bound by Auto Center Court on the south, Car County Drive on the east, Canyon Road on the north, and asphalt pavement and parking structure on the west. The general location of the project site is shown on Plate 1. SITE DESCRIPTION TOPOGRAPHY AND PREVIOUS GRADING The subject site is relatively flat, with local gentle northerly gradients from the comer of Auto Center Court and Car Country Drive towards Canyon Road. Currently, the site is occupied by a one-story, u-shaped building, asphalt concrete pavement, site walls, and planter areas. Previous geotechnical investigation for this site was completed in 1987 by Woodward-Clyde Consultants, which is listed as reference (2). Following the geotechnical investigation in 1987, the site was mass graded by Kleinfelder in 1988 in accordance with reference (3). December 6, 2018 2 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California PROJECT DESCRIPTION The subject project site is currently serving as an automotive dealer and repair complex surrounded by an asphalt concrete pavement parking lot and drives. We understand that the project will consist of the construction of a new BMW dealership with a 2-story building a rooftop parking. The second level of the building will be utilized for service. The structure will consist of a concrete columns and post-tensioned deck, and the front of the showroom will consist of steel-framed structure. It is also our understanding that the structure will be situated at-grade. SUBSURFACE EXPLORATION GMU conducted a subsurface exploration program to evaluate the soil conditions below the proposed building and parking areas. A total of seven (7) hollow-stem-auger, truck-mounted drill holes were excavated to a maximum depth of 21.5 feet below the existing grade. The drill hole locations are shown on Plate 2 -Geotechnical Map. Drill hole logs are contained in Appendix A. The drill holes were logged by our Staff Geologist, and samples were collected in each of the drill holes for laboratory testing. Percolation testing was also performed in two (2) of the drill hole locations (DH-6 and DH-7). LABORATORY TESTING Laboratory testing for the subject investigation was performed to characterize moisture and density, particle size distribution, Atterberg Limits, expansion index, maximum density, corrosion, direct shear, consolidation, and R-value. The results of our laboratory testing are summarized on Table B-1 and included within Appendix B -Laboratory Testing. GEOLOGIC FINDINGS REGIONAL GEOLOGIC SETTING The subject site is located within the coastal plain section of the Peninsular Ranges geomorphic province of California. This regional area of northern San Diego County generally consists of low eroded hills bisected by valleys filled with Quaternary alluvium. The site is underlain by the Tertiary-age Santiago Formation. Due to previous grading and development activity, this bedrock unit is locally overlain by a thin unit of artificial fill. December 6, 2018 3 GMU Project 18-101-00 -- -------------- -- -----.. .. - .. --- .. .. .. .. "" - - .. -.. ---.. -.. -.. - - - • • - - DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California SUBSURFACE MATERIALS Engineered Fill (Qafc) Engineered fill soils were encountered in all excavations at the site and consist of brown to dark brown, damp silty sands. The fills were placed as part of the previous grading operations and are estimated to be up to 8 feet in depth, with an average of 5 feet in depth. The fill soils largely possess low plasticity/expansion characteristics. Engineered fill soils were placed in 1988 under the observation of Kleinfelder (reference (3)). Santiago Formation (Tsa) Bedrock of the Santiago Formation underlies the site and was encountered under the fill in borings DH-1, DH-2, DH-3, DH-4, and DH-5. Where encountered, the bedrock consisted of brown to gray, damp to moist silty sandstone with interbeds of claystone, siltstone, and fine sandstone. Geologic structure was not observed in the samples collected; however, based on previous geotechnical reports and regional publications, structure within the bedrock is expected to be generally horizontal. GROUNDWATER Groundwater was not observed during our exploration to a maximum depth of 51.5 feet below the existing grade. Groundwater conditions may vary across the site due to stratigraphic and hydrologic conditions and may change over time as a consequence of seasonal and meteorological fluctuations, or activities by humans at this site and nearby sites. However, based on the above findings, groundwater is unlikely to impact the proposed development. GEOLOGIC HAZARDS FAULTING AND SEISMICITY The site is not located within an Alquist-Priolo Earthquake Fault Zone, and no known active faults are shown on the reviewed geologic maps crossing the site, however, the site is located in the seismically active region of Southern California. The nearest known active faults are the San Rose Canyon and Newport Inglewood fault systems, which are located approximately 4.5 miles from the site and capable of generating a maximum earthquake magnitude (Mw) of 6.9 and 7 .5, respectively . Given the proximity of the site to these and numerous other active and potentially active faults, the site will likely be subject to earthquake ground motions in the future. A site PGAM of 0.48g was calculated for the site in conformance with the 2016 CBC. This PGAM is primarily dominated by earthquakes with a mean magnitude of 6.6 at a mean distance of 8.6 miles from the site using the USGS 2014 Interactive Deaggregation website. December 6, 2018 4 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California LIQUEFACTION AND SEISMIC SETTLEMENT Liquefaction Based on our review of Figure 3.5-3 of the Draft Program Environmental Impact Report for the Carlsbad General Plan Update, Chapter 3.5, the site is not located within a zone of potential liquefaction. In addition, based on the lack of shallow groundwater, relatively uniform soil stratum across the site, and our liquefaction analysis, it is our professional opinion that the liquefaction potential at the site is very low. Secondary Seismic Hazards Seismically induced dry sand settlement is the ground settlement due to densification ofloose, dry, cohesionless soils during strong earthquake shaking. Based on our secondary seismic hazard analysis, it is our professional opinion that the potential for seismically induced dry-sand settlement is low. LANDSLIDES Based on our review of available geologic maps, literature, topographic maps, aerial photographs, and our subsurface evaluation, no landslides or related features underlie or are adjacent to the subject site. Due to the relatively level nature of the site and surrounding areas, the potential for landslides to occur at the project site is considered negligible. TSUNAMI, SEICHE, AND FLOODING The site is not located approximately 0.75 miles from the Pacific Ocean, however, it is not located within a tsunami inundation hazard zone in accordance with the County of San Diego Tsunami Inundation Map for Emergency Planning. The potential for the site to be adversely impacted by earthquake-induced seiches is considered to be negligible due to the lack of any significant enclosed bodies of water located in the vicinity of the site. The site is within an area of minimum flooding (Zone X) as defined by the Federal Emergency Management Agency (FEMA, 2012). December 6, 2018 5 GMU Project 18-101-00 -------------------------- ----- --- ... -- .. ... -.. -.. .. -... .. .. ... ... .. .. ... .. • • • - DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California GEOTECHNICAL ENGINEERING FINDINGS SOIL EXPANSION Based on our evaluation and experience with similar material types, the sandy soils encountered near the ground surface at the site exhibit a very low expansion potential. SOIL CORROSION Based on laboratory test results for pH, soluble chlorides, sulfate, and minimum resistivity of the site soils obtained during our subsurface investigation, the on-site soils should be considered to have the following: • A negligible sulfate exposure to concrete per ACI 318-14, Table 19.3.2.1 • A high minimum resistivity indicating conditions that are moderately corrosive to ferrous metals. • A chloride content of up to 384 ppm (corrosive to ferrous metals) . Metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Corrosion of ferrous metal reinforcing elements in structural concrete should be reduced by increasing the thickness of concrete cover and the use of the recommended maximum water/cement ratio for concrete. The results of the laboratory chemical tests performed within the site are presented in Table B-1 in Appendix B. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed recommendations are required, a corrosion engineer should be consulted to develop appropriate mitigation measures. PRELIMINARY PERCOLATION TESTING Two (2) preliminary percolation tests were performed in general conformance with the County of San Diego Low Impact Development (LID) Handbook. The percolation drill holes were excavated to depths ranging from 4 to 5 feet below the existing grade using a hollow-stem-auger, truck-mounted drill rig. The calculated infiltration rates are presented in the table below. The infiltration rates do not incorporate a factor of safety . December 6, 2018 6 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONA TION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California Calculated Infiltration Rates Drill Hole Depth Below Finish Infiltration Rate Grade (feet) (inch/hour) DH-6 5.0 0.02 DH-7 4.0 0.23 The preliminary percolation test hole locations are shown on the attached Geotechnical Map, Plate 2. The results of the percolation testing are summarized in Appendix C of this report and site infiltration recommendations are presented later in this report. EXCAVATION CHARACTERISTICS Rippability The majority of the soil materials underlying the site can be excavated with scrapers and other conventional grading equipment. IN-SITU SOIL MOISTURE CONDITIONS Both the fill and formation soils are in damp to moist condition. In general, soils within the upper 10 feet have an average degree of saturation of less than 60%. It should be noted, however, that the moisture content within the upper several feet may vary depending on rainfall and the time of year in which grading occurs. CONCLUSIONS Based on our geotechnical findings, the following is a summary of our conclusions: 1. 2. 3. 4. The project area is not underlain by any known active faults. Groundwater is not expected to be encountered and is not anticipated to have a significant impact on the proposed development. The site is not subject to liquefaction nor seismically induced dry sand settlement. Site soils within the at-grade foundation influence zone are anticipated to have a very low expansion potential based on our recent laboratory test results and local experience. Recommendations for the proposed developments are based on a "very low to low" expansive condition. December 6, 2018 7 GMU Project 18-101-00 -- ----- --------.. -------- ---------- -... .. .. .. .. .. .. -.. -.. ... ... .. .. ... .. .. • - • • • - • • • DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California 5. Corrosion testing indicates that the on-site soils have a negligible sulfate exposure and are moderately corrosive to buried ferrous metals and reinforcing steel. Consequently, any metal exposed to the soil shall be protected . 6. Based on our percolation testing and calculated infiltration rates, the site soils in the upper 5 feet are deemed not feasible for infiltration of water. RECOMMENDATIONS GENERAL SITE PREPARATION AND GRADING General The following recommendations pertain to any required grading associated with the proposed improvements and corrective grading needed to support the proposed improvements. All site preparation and grading should be performed in accordance with the City of Carlsbad grading code requirements and the recommendations presented in this report. Clearing and Grubbing All significant organic material such as weeds, brush, tree branches, or roots, or construction debris such as old irrigation lines, asphalt concrete, and other decomposable material should be removed from the area to be graded. No rock or broken concrete greater than 6 inches in diameter should be utilized in the fills . Corrective Grading Remedial grading will serve to create a firm and workable platform for construction of the proposed developments such as new 2-story dealership and associated pavement and site flatwork. The fill material encountered during our subsurface investigation is competent for support of new foundations provided that remedial grading is performed in order to densify any disturbed soil that may be encountered during the grading operation. Based on our review of existing as-graded reports for the subject site, we understand that portion of the proposed car dealership building will be situated in engineered fill while the remaining portion will be situated in a cut Santiago Formation . For structures that will be found in both cut and fill areas should have the cut portion of the building foundation be supported on at least 3 feet of compacted fill. It should be noted that the recommendations provided herein are based on our subsurface exploration and knowledge of the on-site geology. Actual removals may vary in configuration and volume based on observations of geologic materials and conditions encountered during grading . The bottom of all remedial grading removals should be observed by a GMU representative to verify December 6, 2018 8 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California the suitability of in-place soil prior to performing scarification and recompaction. Corrective grading recommendations are outlined below. Foundations Within Fill Portion/Slab on Grade: Grading recommendations for support of new foundations within existing engineered fill and slab on grade should consist of the following: o The bottom of the foundation/slab section should be scarified to a depth of at least 8 inches, moisture conditioned to 2% above optimum moisture content, and recompacted to at least 90% relative compaction. Foundations Within Cut Portion: Grading recommendations for support of new foundations within the cut portion should consist of the following: o The foundation should be excavated to a depth of at least 3 feet below the bottom of the footing. o The bottom of the foundation should then be scarified to a depth of at least 6 inches, moisture conditioned to 2% above optimum moisture content, and recompacted to at least 90% relative compaction. o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned subgrade elevation. o The fill material should then be placed in 6-to-8-inch-thick lifts, moisture conditioned to at least 2% above optimum moisture content, and compacted to achieve 90% relative compaction. Flatwork/Pavement Areas: Grading recommendations for the support of the asphalt and concrete pavement and flatwork should consist of the following: o The pavement/flatwork section should be excavated to the bottom of the pavement structural/flatwork section (i.e., bottom of the aggregate base). o The bottom of the excavation should then be scarified to a depth of at least 8 inches, moisture conditioned to least 2% above optimum moisture content, and recompacted to at least 90% relative compaction. o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned subgrade elevation. o The fill material should then be placed in 6-to-8-inch-thick lifts, moisture conditioned to at least 2% above optimum moisture content, and compacted to achieve 90% relative compaction. December 6, 2018 9 GMU Project 18-101-00 .. ------• • • .. ----• --------- ------• . , • -- .. -- .. -.. -- .. ... -... .. - -- .. - - - • DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California If the existing loose fill materials are found to be disturbed to depths greater than the proposed remedial grading, then the depth of over-excavation and re-compaction should be increased accordingly in local areas as recommended by a representative of GMU. Temporary Excavations Temporary excavations for demolitions, earthwork, footings, and utility trenches are expected. We anticipate that unsurcharged excavations with vertical side slopes less than 4 feet high will generally be stable, however, some sloughing of cohesionless sandy materials encountered near the existing grade at the site should be expected. Our recommendations for temporary excavations are as follows: • Temporary, unsurcharged excavation sides over 4 feet in height should be sloped no steeper than an inclination of lH:lV (horizontal:vertical). • Where sloped excavations are created, the tops of the slopes should be barricaded so that vehicles and storage loads do no encroach within 10 feet of the tops of the excavated slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. GMU should be advised of such heavy vehicle loadings so that specific setback requirements can be established. • If the temporary construction slopes are to be maintained during the rainy season, berms are recommended to be graded along the tops of the slopes in order to prevent runoff water from entering the excavation and eroding the slope faces . Our temporary excavation recommendations are provided only as minimum guidelines. All work associated with temporary excavations should meet the minimal requirements as set forth by CAL- OSHA. Temporary slope construction, maintenance, and safety are the responsibility of the contractor. STRUCTURE SEISMIC DESIGN No active or potentially active faults are known to cross the site, therefore, the potential for primary ground rupture due to faulting on-site is very low. However, the site will likely be subject to seismic shaking at some time in the future. Based on our field exploration and the site soil profile, the site should be designated as Site Class D based on the measured Standard Penetration Resistance within drill hole DH-3. The seismic design coefficients based on ASCE 7-10 and 2016 CBC are listed in Table 2 below. December 6, 2018 10 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California Table 2: 2016 CBC Site Categorization and Site Coefficients Categorization/Coefficient Design Value Site Class based on Soil Profile (ASCE 7, Table 20.3-l) D Short Period Spectral Acceleration s;• 1.145 I-sec. Period Spectral Acceleration S 1 •• 0.440 Site Coefficient Fa (Table 11.4-1 )** 1.042 Site Coefficient Fv (Table 11.4-2)** 1.560 Short Period MCE* Spectral Acceleration SMs •• 1.193 1-sec. Period MCE Spectral Acceleration SM1 •• 0.687 Short Period Design Spectral Acceleration Sos •• 0.795 1-sec. Period Design Spectral Acceleration SDI •• 0.458 MCE Peak Ground Acceleration (PGA) • 0.456 Site Coefficient FPaA (Table 11.8-l) •• 1.044 MCE Peak Ground Acceleration (PGAM) * 0.476 Mean Contributing Magnitude to MCE Event 6.6 * MCE: Maximum Considered Earthquake ** Values Obtained from USGS Earthquake Hazards Program website are based on the ASCE7-10 and 2016 CBC and site coordinates ofN33.1346° and WI 17.3242°. It should be recognized that much of southern California is subject to some level of damaging ground shaking as a result of movement along the major active (and potentially active) fault zones that characterize this region. Design utilizing the 2016 CBC is not meant to completely protect against damage or loss of function. Therefore, the preceding parameters should be considered as minimum design criteria. FOUNDATION DESIGN AND CONSTRUCTION General The criteria contained in the following section may be used for the design and construction of the proposed car dealership. Foundation design parameters are presented below. General Foundation Design Parameters o Bearing Material: Engineered Fill o Removal and Re-compaction Depth: 3 feet below bottom of footing for foundations found within the cut portion of the site. o Minimum Footing Size: • Width: 18 inches • Depth: 18 inches embedment below lowest adjacent soil grade (depth) o Allowable Bearing Capacity: 3,000 psf for the minimum footing size given above. • Above value may be increased by 1/3 for temporary loads such as wind or December 6, 2018 11 GMU Project 18-101-00 -- ----------• ---- - ------• -- ---- - ... .. • .. .. " .. .. DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California seismic o Settlement: ■ Static Settlement: • Total: 1.0 inch • Differential: 0.50 inches over a span of 30 feet o Lateral Foundation Resistance: ■ Allowable passive resistance: 300 psf/ft ( disregard upper 6 inches, max 3,000 psf) ■ Allowable friction coefficient: 0.30 ■ Above values may be combined without reduction and may be increased by 1/3 for temporary loads such as wind or seismic Slab Subsection and Slab Design Minimum Thickness: The minimum slab thickness shall be 6 inches. Minimum Slab Reinforcement: Minimum slab reinforcement shall not be less than No. 4 bars placed at 18 inches on center. Welded wire mesh is not recommended. Care should be taken to position the reinforcement bars in the center of the slab. Slab Subgrade • The upper 12 inches of the on-site soils and subgrade soil should be moisture conditioned to 2 percent above the optimum moisture content and compacted to a minimum relative compaction of 90 percent in accordance with the latest version of ASTM D1557. • A 4-inch-thick section of compacted ¾-inch crushed rock shall be provided directly below the slab. • Place moisture vapor retarder per the Moisture Vapor Transmission section of this report. • Sand above the moisture retarder/barrier (i.e., directly below the slab) is not a geotechnical issue. This should be provided by the structural engineer of record based on the type of slab, potential for curling, etc. STRUCTURAL CONCRETE Laboratory tests indicate that the onsite soils are classified as having a "negligible" sulfate exposure and "SO" sulfate exposure category per ACI 318-14, Table 19 .3 .1.1. However, due to the low to moderate soil resistivity and chloride contents obtained from our test result, the on-site soil is severely corrosive to ferrous metals such as reinforcing steel. On this basis, we recommend that a Type 11/V cement with a maximum water to cement ratio of 0.50 with a minimum compressive strength of 4,000 psi for structural elements (i.e., foundations, walls, etc.) be used. Utilization of CBC moderate sulfate level requirements will also serve to reduce the permeability of the concrete December 6, 2018 12 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California and help minimize the potential of water and/or vapor transmission through the concrete. Wet curing of the concrete per ACI Publication 308 is also recommended. Wet curing of the concrete per ACI Publication 308 is also recommended. The aforementioned recommendations in regards to concrete are made from a soils perspective only. Final concrete mix design is beyond our purview. All applicable codes, ordinances, regulations, and guidelines should be followed in regard to the designing a durable concrete with respect to the potential for sulfate exposure from the on-site soils and/or changes in the environment. FERROUS METAL CORROSION PROTECTION The results of the laboratory chemical tests performed on a sample of soil collected within the site indicate that the on-site soils are corrosive to ferrous metals. Consequently, metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Additional provisions will be required to address high chloride contents of the soil per the 2016 CBC to protect the concrete reinforcement. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed testing is required, a corrosion engineer should be consulted to perform the testing and develop appropriate mitigation measures. MOISTURE VAPOR TRANSMISSION Moisture Vapor Retarder A vapor retarder or barrier equivalent to Stego 15 Mil Class A should be utilized overtop of the required gravel/stone course. The retarder/barrier should be installed as follows: o Below moisture-sensitive flooring areas. o Installed per manufacture's specifications as well as with all applicable recognized installation procedures such as ASTM E 1643-98. o Joints between the sheets and the openings for utility piping should be lapped and taped. If the barrier is not continuously placed across footings/ribs, the barrier should, as a minimum, be lapped into the sides of the footing/rib trenches down to the bottom of the trench. December 6, 2018 13 GMU Project 18-101-00 • • • • • • • • • • .. • • • • • • .. • .. • .. • .. • .. • - • .. • - • -.. - • ·• - .. -... .. -.. --- -... -... .. ----- • - -- • .. • • .. DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California o Punctures in the vapor barrier should be repaired prior to concrete placement. The need for sand and/or the amount of sand above the moisture vapor retarder should be specified by the structural engineer. The selection of sand above the retarder is not a geotechnical engineering issue and is hence outside our purview . It should be noted that the moisture retarder is intended only to reduce moisture vapor transmissions from the soil beneath the concrete and is consistent with the current standard of the industry in building construction in southern California. It is not intended to provide a "waterproof' or ''vapor proof' barrier or reduce vapor transmission from sources above the retarder (i.e., concrete). The evaluation of water vapor from any source and its effect on any aspect of the proposed building space above the slab (i.e., floor covering applicability, mold growth, etc.) is outside our purview and the scope of this report. SURFACE DRAINAGE Surface drainage should be carefully controlled during and after grading to prevent ponding and uncontrolled runoff adjacent to the structures. Particular care will be required during grading to maintain slopes, swales, and other erosion control measures needed to direct runoff toward permanent surface drainage facilities. Positive drainage of at least 2% away from the perimeters of the structures and site pavements should be incorporated into the design. In addition, it is recommended that nuisance water be directed away from the perimeter of the structures by the use of area drains in adjacent landscape and flatwork areas and roof drains tied into the site storm drain system . BIORETENTION AREAS We recommend that an impermeable liner be installed at the bottom and in the sides of all bioretention areas at the subject site to prevent lateral water migration into the adjacent structures and pavements. UTILITY TRENCH BACKFILL CONSIDERATIONS General New utility line pipelines should be backfilled with both select bedding materials beneath and around the pipes and compacted soil above the pipe bedding. Recommendations for the types of the materials to be used and the proper placement of these materials are provided in the following sections. December 6, 2018 14 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California Pipe Bedding The pipe bedding materials should extend from at least 6 inches below the pipes to at least 12 inches above the crown of the pipes. Pipe bedding should consist of either clean sand with a sand equivalent (SE) of at least 30 or crushed rock. If crushed rock is used, it should consist of ¾-inch crushed rock that conforms to Table 200-1.2 of the 2018 "Greenbook." Pipe bedding should also meet the minimum requirements of the City of Carlsbad. If the requirements of the County are more stringent, they should take precedence over the geotechnical recommendations. Sufficient laboratory testing should be performed to verify the bedding meets the minimum requirements of the Green book. Based on our subsurface exploration and knowledge of the onsite materials, the soils that will be excavated from the pipeline trenches will not meet the recommendations for pipe bedding materials; therefore, imported materials will be required for pipe bedding. Granular pipe bedding material having a sand equivalent of 30 or greater should be properly placed in thicknesses not exceeding 3 feet, and then sufficiently flooded or jetted in place. With proper techniques, flooding or jetting is not expected to have an adverse impact on existing site soils. Crushed rock, if used, should be capped with filter fabric (Mirafi 140N, or equivalent) to prevent the migration of fines into the rock. Trench Backfill All existing soil material within the limits of the pipeline alignment are considered suitable for use as trench backfill above the pipe bedding zone if care is taken to remove all significant organic and other decomposable debris, moisture condition the soil materials as necessary, and separate and selectively place and/or stockpile any inert materials larger than 6 inches in maximum diameter. Imported soils are not anticipated for backfill since the on-site soils are suitable. However, if imported soils are used, the soils should consist of clean, granular materials with physical and chemical characteristics similar to those described herein for on-site soils. Any imported soils to be used as backfill should be evaluated and approved by GMU prior to placement. Soils to be used as trench backfill should be moistened, dried, or blended as necessary to achieve a minimum of 2% over optimum moisture content for compaction, placed in loose lifts no greater than 8 inches thick, and mechanically compacted/densified to at least 90% relative compaction as determined by ASTM Test Method D 1557. No rock or broken concrete greater than 6 inches in maximum diameter should be utilized in the trench backfills. December 6, 2018 15 GMU Project 18-101-00 -------------• ----- ----------------- .. .. • .. • ... .. ... .. .. .. .. • .. ... .. .. -.. -.. • • -.. .. • DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California SITE INFILTRATION Based on our preliminary percolation test result as discussed previously in this report and as presented in Appendix C, the two test locations showed inadequate infiltration rates within the upper 5 feet of the site soils. Also, due to the presence of engineered fill and dense to very dense formation, infiltration at the site is deemed not feasible . ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS Asphalt Pavement Design Based on the R-value test results, as well as testing completed in the vicinity, an R-value of 50 was used for the design. The table below provides recommended minimum thicknesses for asphalt concrete (AC) and aggregate base sections for two traffic indices. Recommended Minimum AC and Base Section Thicknesses Traffic Asphalt Aggregate Location R-Value Index Concrete (in.) Base* (in.) Driveways 50 5.5 4.0 4.0 Parking Stalls 50 4.0 3.0 4.0 * assumed R-Value = 78 Asphalt concrete pavement construction should be in accordance with the following recommendations: • The planned pavement structural sections should consist of aggregate base materials (AB) and asphalt concrete materials (AC) of a type meeting the minimum Caltrans and City of Carlsbad requirements. • The subgrade soils should be prepared in accordance with the Corrective Grading section of this report. • The AB and AC should be compacted to at least 95% relative compaction. CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS It is anticipated that Portland Cement Concrete (PCC) pavement will be constructed as part of the drive way approaches. The table below provides minimum PCC pavement section constructed over properly prepared subgrade and AB section . December 6, 2018 16 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California Recommended Minimum PCC and Base Section Thicknesses Traffic PCC (in.) Aggregate Location R-Value Index Base* (in.) Driveways 50 6.0 6.0 4.0 * assumed R-Value = 78 Concrete pavement construction should be in accordance with the following recommendations: • The pavement structural sections should consist of aggregate base materials (AB) and Portland Cement Concrete (PCC). • The subgrade soils should be prepared in accordance with the Corrective Grading section of this report. • The AB should be compacted to at least 95% relative compaction. CONCRETE FLATWORK DESIGN Due to the moderately expansive nature of the on-site soils, we recommend that the subgrade for the subject concrete flatwork be moisture conditioned to 2% over optimum to a depth of 12 inches below finish grade and compacted to 90% relative compaction. A 6-inch-thick section of Class 2 aggregate base (AB) or crushed miscellaneous base (CMB) should then be placed on the compacted subgrade soils, brought to optimum moisture condition, and compacted to 95% relative compaction prior to placement of flatwork reinforcing steel and concrete. For flatwork concrete underlain by aggregate base, Type 11/V cement with a maximum water/cement ratio of 0.50 and minimum compressive strength of 3,250 psi may be used. Please refer to the Concrete Flatwork Table below for a summary of our flatwork recommendations: Subgrade Aggregate Minimum Expansion Description Preparation Base Concrete Reinforcement(3) Joint Concrete(S) (1) (Class 2 or Thickness Spacing (4) CMB)(2l (Maximum) Concrete Paving 2% over 6-inch-5-inches No. 3 bars@ 10-foot X 10-Type II/V (flatwork/stair/curb optimum to thick 18"o.c.b.w. and foot using 9-3,250 psi adjacent) 12-inches at section at dowel into inch speed min. 90% relative 95% building and curb dowels with compaction relative using 9-inch No. 3 bars@ compaction Speed Dowels @ 18" o.c. 18"o.c ( 1) The moisture content and compaction of the sub grade must be verified by the geotechnical consultant prior to base placement. (2) For pedestrian usages only, S.E. 30 sand may be used instead of Aggregate Base or CMB. December 6, 2018 17 GMU Project 18-101-00 • • • • • • • • .. -• -• -------.. ---• -------- -... .. .. - ... ... --- - .. .... ----- .. - • - DRAFT Mr. Ax.ay Patel, AUTO NATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California ( 3) Reinforcement to be placed in the middle of the recommended concrete section. (4) Control Joints: Suggested spacing of Pedestrian areas at 10'. (5) Final concrete mix design to be supplied by others. PLANTERS AND TREES Where new trees or large shrubs are to be located in close proximity of new concrete flatwork, rigid moisture/root barriers should be placed around the perimeter of the flatwork to at least 2 feet in depth in order to offer protection to the adjacent flatwork against potential root and moisture damage. Existing mature trees near flatwork areas should also incorporate a rigid moisture/root barrier placed at least 2 feet in depth below the top of the flatwork. PLAN REVIEW/ GEOTECHNICAL TESTING DURING GRADING/ FUTURE REPORT Plan Review GMU should review the final construction plans to confirm that they are consistent with our recommendations provided in this report. Geotechnical Testing Geotechnical observation and testing should be performed by GMU during the following stages of precise grading and construction: • During site clearing and grubbing. • During removal of any buried irrigation lines or other subsurface structures. • During all phases of grading including over-excavation, temporary excavations, removals, scarification, ground preparation, moisture conditioning, proof-rolling, and placement and compaction of all fill materials. • During grading for the proposed car dealership building. • During pavement and flatwork section placement and compaction. • Foundation slab construction. • When any unusual conditions are encountered. Future Report If required, a report summarizing our construction observation/testing services will be prepared at project completion . December 6, 2018 18 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California LIMITATIONS All parties reviewing or utilizing this report should recognize that the findings, conclusions, and recommendations presented represent the results of our professional geological and geotechnical engineering efforts and judgements. Due to the inexact nature of the state of the art of these professions and the possible occurrence of undetected variables in subsurface conditions, we cannot guarantee that the conditions actually encountered during grading and foundation installation will be identical to those observed and sampled during our study or that there are no unknown subsurface conditions which could have an adverse effect on the use of the property. We have exercised a degree of care comparable to the standard of practice presently maintained by other professionals in the fields of geotechnical engineering and engineering geology, and believe that our findings present a reasonably representative description of geotechnical conditions and their probable influence on the grading and use of the property. Because our conclusions and recommendations are based on a limited amount of current and previous geotechnical exploration and analysis, all parties should recognize the need for possible revisions to our conclusions and recommendations during grading of the project. Additionally, our conclusions and recommendations are based on the assumption that our firm will act as the geotechnical engineer of record during grading of the project to observe the actual conditions exposed, to verify our design concepts and the grading contractor's general compliance with the project geotechnical specifications, and to provide our revised conclusions and recommendations should subsurface conditions differ significantly from those used as the basis for our conclusions and recommendations presented in this report. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. This report has not been prepared for use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. December 6, 2018 19 GMU Project 18-101-00 -• -- - - • - -- ----- ------- --- -- -.. .. ... -... "" ... --.. .. • - • .. • - • DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California CLOSURE We are pleased to present the results of our geotechnical foundation investigation for this project. The Plates and Appendices that complete this report are listed in the Table of Contents. If you have any questions concerning our findings or recommendations, please do not hesitate to contact us and we will be happy to discuss them with you. dra/18-101-00R (12-06-18) December 6, 2018 Respectfully submitted, GMU GEOTECHNICAL, INC . Nadim Sunna, M.Sc., P.E. 84197 Project Geotechnical Engineer Lisa Bates, PG, CEG 2293 Associate Engineering Geologist David R. Atkinson Senior Engineer/Project Manager Reviewed by: S. Ali Bastani, Ph.D., P.E., G.E. 2458 Director of Engineering 20 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California REFERENCES SITE-SPECIFIC REFERENCES (1) (2) (3) Preliminary Grading and Drainage Plan, BMW of Carlsbad, CA, prepared by CDR West, dated XXXXX. Woodward-Clyde Consultants, "Geotechnical Investigation, Car County Expansion, Carlsbad, California," Woodward-Clyde Consultants Project No. 8751256Y-S101, dated August 19, 1987. Kleinfelder, "Report of Testing and Observation During Grading, Car County Carlsbad Expansion, Carlsbad, California," Kleinfelder Project No. 51-1380-01, dated August 4, 1988. TECHNICAL REFERENCES California Building Standards Commission and International Conference of Building Officials, 2016, 2016 California Building Code. Draft Program Environmental Impact Report for the Carlsbad General Plan Update, Chapter 3.5: Geology, Soils and Seismicity. FEMA, 2012, Flood Insurance Rate Map, San Diego County, California and Incorporated Areas, Map Number 06073C0764G, dated May 16. Idriss, I.M., and Boulanger, R.W., 2008, Soil Liquefaction During Earthquakes: Earthquake Engineering Research Institute. Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes, Proceedings, 1 Jth International Conference on Soil Mechanics and Foundation Engineering, pp. 321-376. Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 124, No. 4, pgs. 364-368. Standard Specifications for Public Works Construction, by Public Works Standards, Inc., 2018, The Greenbook 2018 Edition. State of California, 2009, Tsunami Inundation Map for Emergency Planning, County of San Diego, Oceanside Quadrangle/ San Luis Rey Quadrangle, dated June 1. U.S. Geological Survey, 2013a, 2014 Interactive De-aggregations Program; web site address: http://geohazards.usgs.gov/deaggint/2008/. December 6, 2018 21 GMU Project 18-101-00 -----• --- -- -- - - ------------.. -- ---.. --- ----- .. ---.. -.. ( ... .. ... - -.. - • -.. - • .. DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, City of Carlsbad, California U.S. Geological Survey, 2013b, U.S. Seismic Design Maps, web site address: http://earthquake.usgs.gov/hazards/designmaps/usdesign.php. December 6, 2018 22 GMU Project 18-101-00 0 ~ 0 .J Q. • "! e -~ ~ 1, ~ . 1, 0 0 i5 ~ • t) 0 0 I 0 ' :e " i5 N ij z Ji < is 0 PROJECT LOCATION 1050 AUTO CENTER DR CARLSBAD, CA Lagoon • 800' I p 0 c,.. Carlsborl FIOWt!f Fields 0 " -D " n. -u-a a- Location Map ! J p Legoland California ~/)~ GMU Dale: December 6, 2018 1-----------1 Plate 1 QOT!ONCAL..C Project No.: 18-101--00 I I I I I I I I 0 0 I § I ~ "' 0 N 0 DH-7 ~ APPROXIMATE LOCATION OF PROPOSED BORINGS Geotechnical Map GMU Date: December 6, 2018 i--------1 GWTICHNICALINC Project No.: 18-101-00 Plate 2 .. ... ... .. ·• ... ... .. "" .. .. -.. -.. .. .. -.. - - • --... .. -.. APPENDIX A Geotechnical Exploration Procedures and Drill Hole Logs by GMU Geotechnical, Inc. GMU GEOTECHNICAL, INC. ... • -.. .. ... -.. -.. ... --- -.. -.. .. ---.. - .. .. ... -.. ... Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California APPENDIX A GMU GEOTECHNICAL EXPLORATION PROCEDURES AND DRILL HOLE LOGS DRAFT Our exploration consisted of one ( 1) hollow-stem auger drill hole within the site to a maximum depth of 50 feet, four ( 4) hollow-stem auger drill hole within the site to a maximum depth of 20 feet, and two (2) hollow-stem auger drill hole within the site to a maximum depth of 5 feet in order to provide subsurface information for pavement design, continuous soil data for the dealership building foundation design, and percolation tests. The approximate locations of the drill holes are shown on Plate 2 -Geotechnical Map. Our drill holes were logged, and "undisturbed" samples were taken using a 3.0-inch outside- diameter drive sampler which contains a 2.416-inch-diameter brass sample sleeve 6 inches in length. In addition, blow counts recorded during sampling from the drive sampler are shown on the drill hole logs. Standard Penetration Tests (SPTs) were also taken in the rotary wash drill holes. Small bulk samples of the material were collected, and blow counts for each SPT and sleeve sample were recorded on the logs. Bulk samples of the soil materials were also collected from some of the drill holes. The logs of each drill hole are contained in this Appendix, and the Legend to Logs is presented as Plate A-1 and A-2 . The geologic and engineering field descriptions and classifications that appear on these logs are prepared according to Corps of Engineers and Bureau of Reclamation standards. Major soil classifications are prepared according to the Unified Soil Classification System as modified by ASTM Standard No. 2487. Since the description and classification that appear on the Log of Drill Hole are intended to be that which most accurately describe a given interval of a drill hole (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification System nomenclature between that interval and a particular sample in that interval. For example, an 8-foot-thick interval in the Log of Drill Hole may be identified as silty sand (SM) while one sample taken within the interval may have individually been identified as sandy silt (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. December 6, 2018 A-1 GMU Project 18-101-00 I MAJOR DIVISIONS ..J :s TYPICAL NAMES 0. ~ [ (!) en GW Fbf Well Graded Gravels and Gravel-Sand Mixtures, Clean Little or No Fines. GRAVELS Gravels --Poorly Graded Gravels and Gravel-Sand Mixtures 50% or More of GP -Little or No Fines. --COARSE-GRAINED SOILS Coarse FractJon ,. .. More Than 50% Retained Retained on Gravels GM i,,i-. Silty Gravels, Gravel-Sand-Silt Mixtures. On No.200 Sieve No.4 Sieve With Fines GC [~! Clayey Gravels, Gravel-Sand-Clay Mixtures. Based on The Materlal Passing The 3-lnch SW Well Graded Sands and Gravelly Sands, Little or No Fines. (75mm) Sieve. Clean ... SANDS Sands . . Reference: More Than 50% SP . '• .. Poorly Graded Sands and Gravelly Sands, little or No Fines. ASTM Standard D2487 of Coarse Fraction Passes SM .... Sands Silty Sands, Sand-Silt Mixtures. No.45'eve With .... Fines SC ~ Clayey Sands, Sand-Clay Mixtures. ML 11 1 Inorganic Silts, Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands or Clayey Silts With Slight Plasticity. FINE-GRAINED SOILS SIL TS AND CLAYS Inorganic Clays of Low To Medium Plasticity, 50% or More Passe Liquid Limit Less CL Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays. The No.200 Sieve Than 50% OL Organic Slits and Organic Silty Clays of Low Plasticity Based on The Material Passing The 3-lnch MH tl1 Inorganic Silts, Micaceous or Diatornaceous Fine Sandy (75mm) Sieve. or Silty Soils, Elastic Slits. SILTS AND CLAYS ~ Reference: Liquid Limit 50% CH Inorganic Clays of High Plasticity, Fat Clays. ASTM Standard D2487 or Greater OH Organic Clays of Medium To High Plasticity, Organic Silts. HIGHLY ORGANIC SOILS PT ~ ........ , Peat and Other Highly Organic Soils. The descnpllve terminology of the logs is modified from current ASTM Standards to suit the purposes of this study ADDITIONAL TESTS DS = Direct Shear HY= Hydrometer Test TC = Triaxial Compression Test UC = Unconfined Compression CN = Consolidation Test (T) = Time Rate EX = Expansion Test CP = Compaction Test PS = Particle Size Distribution El = Expansion Index SE= Sand Equivalent Test AL = Atterberg Limits FC = Chemical Tests RV= Resistance Value SG = Specific Gravity SU= Sulfates CH = Chlorides MR = Minimum Resistivity pH (N) = Natural Undisturbed Sample (R) = Remolded Sample CS= Collapse TesVSwell-Settlement GMIJ GEOTECHNICAL, INC. PS-11/16/2012 GEOLOGIC NOMENCLATURE B = Bedding C = Contact J = Joint F = Fracture Flt= Fault S = Shear RS = Rupture Surface Q...r = Seepage .,I.. = Groundwater SAMPLE SYMBOLS []] [!] I]] I]] [[) Undisturbed Sample (California Sample) Undisturbed Sample (Shelby Tube) Bulk Sample Unsuccessful Sampling Attempt SPT Sample 10: 10 Blows for 12-lnc:MS Penetration 6/4: 6 Blows Per 4-lnchcs Penetration P: Push (13): Uncorrected Blow Counts rN• Val.-) for 12-lncMS Penetration-Standard Penetration Test (SPT) 1% 10% . LEGEND TO LOGS ASTM Designation: D 2487 3% 20% (Based on Unified Soil Classification System) 5% Plate A-1 SOIL DENSITY/CONSISTENCY FINE GRAINED Consistency Field Test VervSoft Easily ~netrated bv thumb, exudes between fingers Soft Easily ~netrated one inch bv thumb, molded by fin_g_ers Firm Penetrated over 112 inch bv thumb with moderate effort Stiff Penetrated about 1/2 inch bv thumb with great effort Verv Stiff Readily Indented by thumbnail Hard Indented with difficultv bv thumbnail COARSE GRAINED Density Field Test ' Verv l oose Easilv penetrated with o.s• rod pushed by hand Loose Easily penetrated with o.s• rod pushed by hand Medium Dense Easilv penetrated 1' with o.s• rod driven by Sib hammer Dense Dificult to penetrat 1' with o.s· rod driven by Sib hammer Very Dense Penetrated few inches with 0.s• rod driven by Sib hammer BEDROCK HARDNESS Density Field Test SPT (#blows/foot) Soft Can be crushed by hand, soil like and structureless 1-30 Moderately Hard Can be arooved with fingernails, crumbles with hammer 30-50 Hard Can't break bv hand, can be grooved with knife 50-100 Very Hard Scratches with knife, chips with hammer blows >100 GRAIN SIZE Description Sieve Size Grain Size Approximate Size Boulders >12" >12" Larner than a basketball Cobbles 3-12· 3-12" Fist-sized to basketball-sized Gravel Coarse 3/4-3" 3/4.3• Thumb-sized to fist-sized Fine #4-3/4" 0.19-0.75· Pea-sized to thumb-sized Coarse #10-#4 0.079-0.19" Rock-salt-sized to pea-sized Sand Medium #40-#10 0.017-0.079" Suoar-sized to rock salt-sized Fine #200-#40 0.0029-0.017" Flour-sized to sugar-sized Fines Ipassing #200 <0.0029" Flour-sized and smaller SPT Mod l#bln.~H~t\ l#hlow,a/font\ <2 <3 ?_A 3-6 ..... 6-12 8-15 12-25 15-30 25-50 >30 >50 SPT Mod /#bln-H~t\ /#blows/foot} <4 <5 4-10 5-12 10-30 12-35 31-50 35-60 >50 >60 MODIFIERS Trace 1% Few 1-5% Some 5-12% Numerous 12-20% Abundant >20% MOISTURE CONTENT Dry-Very little or no moisture Damp-Same moisture but less than optimum Moist-Near optimum Very Moist-Above optimum WeVSaturated-Contains free moisture GMU LEGENDTOLOGS Plate GEOTECHNICAL, INC. A-2 P8-11/16n 012 CD ~ ;::: .., a; a:'. I 0 I Project: AUTONATION BMW of Carlsbad Log of Drill Hole DH-1 Sheet 1 of 2 Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) 5/29/18 Logged BO Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 103.0 Groundwater Depth NOT ENCOUNTERED [0.0) Sampling BULK, CAL, SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLEDAT.e TEST DATA .; ~ Cl 1c z 0 GEOLOGICAL ENGINEERING ..,._ .; _J -., 't; ....J 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND Cl) £! ~i-: I-Q. < ~ a:;: z I :i: w Cl ._: :::,Z -1-0 n. DESCRIPTION DATA DESCRIPTION ....J WO ZI 1-W ZI E~ I-a. cc ....J 5 £1 C/)1-::,Cl w n. ~ ::;; ::;; cc -Z >--OCI) _J w < :::, u. ~~ oo g;~ ow w Cl Cl Cl) zo ::;;u <1- -.; k4SPHALT SPHAL T CONCRETE (approximately .. · ~RUSHED AGGREGATE BASE I .5 inches) ">( .• SANTIAGO FORMATION CTsa) ~RUSHED AGGREGATE BASE >( ·:• approximately 3 inches) SIL TY SANDSTONE (SM); dark brown, :::➔:· .-.::-damp, medium dense to dense, :::~:: ·_::, fine-grained sand ·:~·· 100 .. .>{ .>( . • :::. .. .. ),,( -5 ~·: -SIL TY SANDSTONE (SM); orange brown, R 13 --::-damp, medium dense to dense, 15 .. fine-grained sand ts 15 .. . . 95 .. •· .. -POORLY GRADED SANDSTONE (SP); light brown to orange brown, very dense, f-10 fine grained sand with trace gravel E 6 5 107 50/4" .• 90 ·.· grayish brown -15 ~- FAT CLAY (CH); gray, moist to very II ~ 6 moist, hard 9 1:1111 \ ' 24 '"-' l•lik I 85 1:111: litlk1 I GMU Drill Hole DH-1 GEOTECHNICAL INC ~ '" ;::: -, 0.. C!) ~ ::::, ::I! C!) -, 0.. C!) 0 9 ;; "' I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-1 Sheet 2 of 2 Project Number: 18-101-00 ., SAMPLEDAH TEST DATA .!1 (!) ENGINEERING !o ;i 0 GEOLOGICAL ,?. ., ....I ., 't; ...J 0 .!1 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en £l w . I-": < (.) a: s: a:1-z ~ r: :i: w WO (!)i-.: ::,Z z!x: 0 DESCRIPTION DATA DESCRIPTION ...J ZI 1-W E~ I-~ Q. al...J S:Q ml-::,(!) w Q. ::I! ::I! al -Z >--□en ....I w < ::, LL ~~ oo ~~ cw w □ (!) en zo :::;u <1- ''JJ L 50(6" 8 104 ' ,, moist, trace yellow sand -Total Depth: 21 .5 feet No Groundwater 80 GMU Drill Hole DH-1 GEOTECHNICAL INC. a'. ~ 0 9 0 <C .., ~ a: I Cl I Project: AUTONATION BMW of Carlsbad Log of Drill Hole DH-2 Sheet 1 of 2 Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Hollow Stem Auger Method Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21 .5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 105.0 Groundwater Depth NOT ENCOUNTERED (0.0) Sampling BULK, CAL, SPT Drill Hole NATIVE [Elevation), feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DAH TEST DATA ., .! C) &, z 0 GEOLOGICAL ENGINEERING ~ ., -' Ill 'tl ...J 0 .! (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND U) ,9 W· I-~ < ~ a: 3: a:1-z :i: :i: w (!) f-'.' :;iZ -1-0 ~ DESCRIPTION DATA DESCRIPTION ...J WO z J: 1-W Z:z: E[!! I-0. ID-' > £! u,1-:::i(!) w a. ~ ::!: ID -Z >--□en -' w :::i u. ~~ oo a:w ~~ w 0 C) U) zo ::!:U □3: ea-= -J.SPHALT SPHAL T CONCRETE (approximately · · 'CRUSHED AGGREGATE BASE I ~-5 inches) _::◄:. SANTIAGO FORMATION (Tsa) :RUSHED AGGREGATE BASE :::◄: approximately 3 inches) POORLY GRADED SANDSTONE (SP); .. • _.:◄. dark brown, damp, dense to very dense, )( : ..... fine-grained sand :::◄:: brown • .. • .-=~--·--·· .-··· ::~. •, :::◄:: 100 -5 7 '°slL TY SANDSTONE (SM); orange brown, 21 13 114 ..... moist, very dense, fine-to-medium -•' 33 -· coarse-grained sand, some gravel -50 ,• .. - . . •· .. . •· . . . 95 -10 light gray, damp to moist, fine-grained ~ 16 sand ~ 35 ,•. ~ 50 ,. ,• .. · . . • .. . • .. . . 90 -15 -· .. medium to coarse-grained sand. I: 22 8 100 . . .• 50/2" .. -· ..... . • .. GMU Drill Hole DH-2 GEOTECHNICAL C. <X) a; ;::: ~ (!) 0 9 0 «> I Project: AUTONATION BMW of Carlsbad Project location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-2 Sheet 2 of 2 Project Number: 18-101-00 'i SAMPLE DATJ TEST DATA ~ t!) a, z 0 GEOLOGICAL ENGINEERING ~ 'i _J V, t; _J 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND Cl) £! w • I-Q. < i== a::~ a::1-z J: :i: w (!) i-" :::,Z z~ 0 ;; ~ DESCRIPTION DATA DESCRIPTION _J WO ZI 1-W E~ I-a.. ID_, 5 £1 C/)1-::::>(!) w a.. ::;: ::;:m -Z >--CCI) _J UJ < ::::> u. ~~ oo ls~ ~~ UJ Cl t!) Cl) zo ::;:u :1:·:1-: fine-grained sand ' 150(6" Total Depth: 20.5 feet No Groundwater GMU Drill Hole DH-2 GEOTECHNICAL INC. "' a, ;:: <( (!) ~ :::, ::!: (!) <( (!) 0 9 ;; ~ C') > w a: I :r: 0 Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Log of Drill Hole DH-3 Sheet 1 of 3 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Hollow Stem Auger Drilling 2R DRILLING Total Depth 51.5 feet Method Contractor of Drill Hole Drill Rig CME75 Diameter(s) 8" Aeprox. Surface 103.0 Type of Hole, inches E evation, ft MSL Groundwater Depth NOT ENCOUNTERED [0.0) Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER 1 z 0 ~ ....J w 100 95 90 85 SAMPLE DAT.ll TEST DATA (!) 0 ....J (.) :i: ~ (!) GEOLOGICAL CLASSIFICATION AND DESCRIPTION ORIENTATION DATA ENGINEERING CLASSIFICATION AND DESCRIPTION lo -U) w a: :s: _., WO a.. IIJ ...J ::; ::;m ;:; ~~ l';;-=~,i_.J1.,~S~P;l;Hg;A~LgT=-=--=-==~c==-=-=-=;;:-----../,-l------l-.hSPHAL T CONCRETE (approximately :: :-: ,: RUSHED AGGREGATE BASE / ,~._ .. 5_i_nc_h~e~s)~~~~~----~, :::◄:: .... ENGINEERED FILL (Qafc) :::RUSHED AGGREGATE BASE approximately 3 inches) :._. .. .· .. SANTIAGO FORMATION (Jsa) ·.-•: 1-10 ~ - SIL TY SAND (SM); brown, damp to moist, ,::◄:: dense to very dense, fine-grained sand POORLY GRADED SANDSTONE with SILT (SP-SM); light brown with some yellow, moist, very dense, fine grained sand ,-POORLY GRADED SANDSTONE (SP); brown with some dark yellow, moist, dense dark brown, very dense, medium coarse-grained sand. >< 15 -27 50 D 11 ' 17 ~ 19 D ~ 17 32 45 3 1079 7 116 GMU Drill Hole DH-3 GEOTECHMCAL INC. "' a, ;:: -, a.. C) ~ ::::, :::;; C) ~ (!) 0 9 0 «> ~ a: :r: 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-3 Sheet 2 of 3 Project Number: 18-101-00 Q) SAMPLEDATJI TEST DATA .e1 (!) ENGINEERING w z 0 GEOLOGICAL 'if. Q) _J II) 'ti _J 0 .e1 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,9 w . 1-": c( (..) a: 3: a:1-z ~ :i:: r: w wo (!)~ ::,Z z~ 0 DESCRIPTION DATA DESCRIPTION _J z J: 1-W E~ G'.i I-0. a. al _J 5Q ml-::>(!) 0. ~ :::;; ::;m -Z >--Oen _J w c( ::> IJ.. ~~ oo a:W ow w Cl (!) en zo ::;u o3: c( I- light brown to brown, medium dense, .... 11 .:, fine-grained sand ~ 12 brown to dark brown ~ 17 .· . . . ::.- 80 : -25 light to dark brown with some black, dry to E 15 4 104 damp, very dense 50/6" .. ::.- 75 .· . .. -30 r""7 . -SIL TY SANDSTONE (SM); moist, ' 5 .. mediume dense, fine-grained sand :s 9 .. 10 .. ~ ·:. 70 •· .. . . ·: . . •· -35 gray with some yellow, slightly moist, very -15 10 104 -·._. -·:• dense -26 .. > -50 .. ·_i_:....,.. -POORLY GRADED SANDSTONE (SP); gray with some yellow, damp, medium to _:_::_:":: coarse-grained sand 65 -40 dark gray, damp, medium dense K 7 ·.· ~ 13 ~ gray ~ 17 : "' ,._ ·-· -SIL TY SANDSTONE (SM); dark gray, ··-. damp, very dense 60 .. . . GMU Drill Hole DH-3 GEOTKHNICAL INC "' a; ;:: ~ w I>'. :,: 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-3 Sheet 3 of 3 Project Number: 18-101-00 ai SAMPLE DAH TEST DATA ~ (!) ENGINEERING "' z 0 GEOLOGICAL -;fl. ai ....I U) 't; ....I 0 ~ CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,f! W· I-Q. <( (.) a::~ a::1-z ~ :i: w (!) i-= :::,Z -i-= 0 J: DESCRIPTION DATA DESCRIPTION ....I WO z:x: 1-W Z:z: El!! I-~ a.. ID-' 5£1 u,1-:::,(!) w a. ~ ::, ID -Z >--Ou, ....I w :::, LJ. ~~ oo a::W ow w Cl (!) en zo ::;u 0~ <( I- .• grayish yellowish brown, fine-to-medium l 37 12 109 coarse-grained sand 50 ·.:• -· . . • 55 .... ~so ~ 18 -· R 31 -·. 44 ----------------Total Depth: 51 .5 feet No Groundwater GMU Drill Hole DH-3 GEOTKHNICAL. INC 00 ci'i ;:: .., a. (!) ~ ::::, :i; (!) .., a. (!) 0 9 0 <C M > w 0:: I 0 I Project: AUTONATION BMW of Carlsbad Log of Drill Hole DH-4 Sheet 1 of 2 Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 101.0 Groundwater Depth NOT ENCOUNTERED (0.0] Sampling BULK, CAL, SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DAH TEST DATA .; .g1 (!) f,, z 0 GEOLOGICAL ENGINEERING "#-.; ...J -"' 'ti ...J 0 .g1 ~ CLASSIFICATION AND ORIENTATION CLASSIFICATION AND rJ) ,E ~i-:-I-C. < ~ 0:: := z I° I w (!) i-:-::::,Z -i-:-0 DESCRIPTION DESCRIPTION ...J wo ZI 1--W ZI E~ I-n. DATA n. Ill-' >£1 rJ)I--::::,(!) w n. ~ ~ ::a! Ill -Z >--0rJ) ...J w ::::,u.. ~~ oo o::w ow w 0 (!) rJ) zo :::!;() o:i: < I- ASPHALT "SPHAL T CONCRETE (approximately 3 / -.·"'.'." .. rCRUSHED AGGREGATE BASE I ,ches) >( 100 SANTIAGO FORMATION {Tsa) CRUSHED AGGREGATE BASE / approximately 4 inches) ··•,,l' .. ··•, .. SIL TY SANDSTONE (SM); dark brown, ::◄: .·. damp, fine to medium coarse-grained >( .. sand ·::◄:: . ·_::. .·:. >:: :, ·:-:::◄:: -5 -~--POORLY GRADED SANDSTONE (SP); ·:◄·· ~ 7 light to orange brown, damp, medium ~ 10 95 -. dense, fine-to-medium coarse-grained sand ~ 19 .· .. ·.· ,-10 -9 28 94 ~ -SANDY CLAYSTONE (CL); gray, moist, 17 90 very stiff, fine-grained sand f-23 ~ '°slL TY SANDSTONE (SM); orangish brown, moist, medium dense, medium coarse-grained sand .·:. _.-.-. f-15 .. : ~ .. .,._ 8 .. ~ 12 85 ~ .• D 17 .. .-.. .. ·:. •· .. GMU Drill Hole DH-4 GEOTECHNICAL INC. -, "-(!) ~ :::, ::; (!) ti (!) 0 :i'. 0 <D ~ w a: I 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-4 Sheet 2 of 2 Project Number: 18-101-00 ., SAMPLEDAH TEST DATA ,Si Cl r,, z 0 GEOLOGICAL ENGINEERING ';f. ., ...J ., 'ti ...J 0 ,Si (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND U) f! ~i--:-I-': < ~ a: 3: C!) i--:-z :i :i: w wo :::,Z z~ 0 DESCRIPTION DATA DESCRIPTION ...J ZI 1-W E~ I-0. a. <D..J > £1 U)I-:::,C!) w 0. ~ ~ ::;m -Z >--OU) ...J w :::,u.. ~~ oo c,:W ow w 0 Cl U) zo ::;u o3: < I- orangish brown with some yellow, very 15 13 120 dense ,-27 80 ,-50 ----------------Total Depth: 21 .5 feet No Groundwater GMU Drill Hole DH-4 GEOTECHNICAI.. INC. "' en ;::: -, a. (!) ~ :::, ::; (!) ~ (!) 0 9 0 «> "' ~ a:: I 0 I Project: AUTONATION BMW of Carlsbad Log of Drill Hole DH-5 Sheet 1 of 2 Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" Afiprox. Surface E evation, ft MSL 102.0 Groundwater Depth NOT ENCOUNTERED [0.0] Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLEDAH TEST DATA ai ~ (!) ~ z 0 GEOLOGICAL ENGINEERING ~ ai .J -"' 'tl .J 0 ~ u CLASSIFICATION AND ORIENTATION CLASSIFICATION AND U) ,f! W · I-": <C ~ a:::!: a::1-z r :i: w WO C!l t-= ::,Z z!;: 0 c.. DESCRIPTION DATA DESCRIPTION .J ZI 1-W E~ > I-a. al ...J > £1 ool-::,(!) w c.. ~ :; :; al ~~ -Z >-Ooo .J w <C ::,u.. oo a::w ow w 0 (!) U) zo :;u o:i: <CI- ASPHALT "SPHAL T CONCRETE (approximately 3 / =-...... hC RUSHED AGGREGATE BASE I '-ches) 11 >( .. • .. ENGINEERED FILL /Qafc) CRUSHED AGGREGATE BASE I •·. approximately 4 inches) _::◄:: 100 SIL TY SAND (SM); brown, damp, .:◄ .. fine-grained sand ·::◄: ..... ·::◄:: .• ::◄. '.◄ . . :◄ . ..... •· .. ·:◄·· -5 •· .. SANTIAGO FORMATION ITsa) SIL TY SANDSTONE (SM); dark brown, 21 7 124 . ·:. damp, very dense, medium grained sand, >-33 . ·_::. trace roots and gravel ~ 50 ~ .. 95 .· . . . . • -10 >-POORLY GRADED SANDSTONE (SP); D 7 brown to dark brown, damp, medium 0 12 dense to very dense, fine-to-medium coarse-grained sand, trace silt ~ 14 90 -15 50/5" 4 114 -·-.· 85 .• .• ·.· GMU Drill Hole DH-5 GEOTECHNICAL INC. ~ Q_ Cl ci 9 0 ab (") Gj er:: I 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-5 Sheet 2 of 2 Project Number: 18-101-00 .; SAMPLE DAH TEST DATA ,S1 (!) U) z 0 GEOLOGICAL ENGINEERING ~ .; ...I ., f-i ...I 0 ,S1 u CLASSIFICATION AND ORIENTATION CLASSIFICATION AND U) £! LU • <( a:::: cr::f-z ~ J: :i: LU (!).,.: ::,Z z~ 0 a. DESCRIPTION DATA DESCRIPTION ...I LUO z:x: f-LU E~ f-a. ID-' 5 £1 U)f--::,(!) w a. ~ ~ ::; ID -Z >--□U) ...I w ::,u.. ~~ oo cr::LU □LU w 0 (!) U) zo ::;u □::: <( f- ~ 11 •,· ~ 17 light brown, very dense, fine to medium 40 \lrained sand I 80 1 ota1 uepm: Ll .:i reet No Groundwater GMU Drill Hole DH-5 GEOTECHNICAL INC. ;::: -, a. (!J ~ ::::, :i; (!J ~ (!J 0 9 0 ,;, .., iri Ir'. I Cl I Project: AUTONATION BMW of Carlsbad Log of Drill Hole DH-6 Sheet 1 of 1 Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 5.0 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" Afiprox. Surface E evation, ft MSL 101.0 Groundwater Depth NOT ENCOUNTERED [0.0) Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DAH TEST DATA ., ~ (!) ~ z 0 GEOLOGICAL ENGINEERING ;fl. ., -' ., ,:; ...J 0 ~ CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,f! ~f-.'. f-0. < ~ !:2 ll'. ~ z w C!) f-.'. :;iZ -f,.'. 0 ::c I DESCRIPTION DESCRIPTION ...J WO ZI f-w ZI t:~ iu f-a. DATA a. a]...J >£1 enf-:::>C!) a. ~ :::; :::;m -Z >--Oen ...J w < :::i u. ~~ oo Q'.W ow w 0 (!) en zo :::i:U 0~ < f---,.t.SPHALT ASPHALT CONCRETE (approximately ... t: RUSHED AGGREGATE BASE I .5 inches) /I >«: 100 ENGINEERED FILL (Qafc) CRUSHED AGGREGATE BASE I ),( approximately 3 inches) SIL TY SAND (SM); brown, damp, )( .·. medium dense to dense, fine to medium ··:◄·· .. :: coarse-grained sand ··:◄·· . •: ~-• . .· . :::{ . . .·. ·-:,( .. '::,,( .. '.=::f. t-5 Total Depth: 5 feet No Groundwater GMU Drill Hole DH-6 GEOTECHNICAL INC co a; ;:: -, a.. <.!J ID :"i :::, ::;; <.!J ~ <.!J 0 9 0 00 .., > w a: I I 0 Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Date(s) Drilled 5/29/18 Logged By BO Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Drill Rig Type CME75 Diameter(s~ of Hole, inc es 8" Groundwater Depth [Elevation], feet NOT ENCOUNTERED [0.0) Sampling Method(s) BULK, CAL, SPT Log of Drill Hole DH-7 Sheet 1 of 1 Checked LB By Total Depth 5.0 feet of Drill Hole Ariprox. Surface E evation, ft MSL 101.0 Drill Hole NATIVE Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER ;, .S! z· 0 j::: <( > w ..J w 100 SAMPLE DAH TEST DATA Cl ;, 0 GEOLOGICAL ..J .S! (.) CLASSIFICATION AND ORIENTATION -:c :i: DESCRIPTION I-c.. DATA c.. ~ w □ Cl ENGINEERING fo 'if. Cl) 'ti ..J CLASSIFICATION AND U) £! W· I-~ <( a::!: C, i-,:-a:1-z w ::,Z z;; 0 DESCRIPTION ...J WO Z I 1-W E~ ll. al...J 5!:2 u,1-::,c, ::; ::;m -Z >--Cu, <( ::, LL ~~ oo ~~ cw U) zo ::;u <( I- = ASPHALT !CRUSHED AGGREGATE BASE I ~~~~~--=--==-==:-:-::=-==-:-:==---__1:r======:J:t::SPHAL T CONCRETE (approximately .5 inches) 11 · •. .. ,• SANTIAGO FORMATION (Jsa) . . •', .. . •' . . . . . . . ,•.' ,•, .. ·•.:, .. ,', -s GMU GEQT(CHNICAL INC. ~RUSHED AGGREGATE BASE / :::::: approximately 3 inches) •· • .. s=1'7"L:TY,..,..-:S....,.A""'N=o-=s=rn=-N""'E:-7.(S=-,M""),-; ....,.da_rk,...,..br_o_w-n,~ ·::{•' damp Total Depth: 5 feet No Groundwater Drill Hole DH-7 APPENDIX A-1 Previous Boring Logs and Test Pits by Others GMU . . . ' , ., GEOTECHNICAL, INC. DATE OF BORING :Z-2~-82 WATER DEPTH DATE MEASURED TYPE OF DRILL RIG CME 55 HOLE DIAMETER 8" H.S.A. WEIGHT OF HAMMER 140 lbs. FALLING 30" SAMPLES b .... >-~ i-= (/) IL ,:! w '$-I-(I) u.. w ~ :E 'I S..: iii w t J DESCRIPTION ~i ffi-I-Q. ' I-z ~ (/) (l)W oK a: 0.. <t ~ ow -I-w UJ II) g z a: Oz ~ ~ 0 ::> I-~o ID (I) u 0 SURFACE ELEVATION :Annroximatelv 112' 1 ~ 19 Moist, dark gray brown, silty sand with some clay -CULTIVATED SOIL .. - -Medium dense, moist, light reddish b«7own-ito brown, siJ.ty sand (SM) LINDAVISTA FORMATION - 5- 2 ~ 24 1' 108 ~s , - - - -Medium dense to dense, moist, light brown, poorly 10-graded sand (SP) locally with some siltvand reddish 3 ~ 24 brown mottles LINDAVISTA FORMATION 5 104 ~s - - - - 15-~ 4 51 -c.l -... -6 Dense, moist, brown, silty sand (SM) -LINDAVISTA FORMATION 20-6 ) 52 -.. -.... I -7 Dense to very dense, moist, brown to dark brown, --to poorly graded sand (SM/SP) silty 25-~ LINDAVISTA FORMATION -8 46 - - - 30 .Project: CAR COUNTRY EXPANSION Fig. Pr~ect No.8751256Y-SI01 LOG OF BORING B-1 A-2 LA/OR-0181-202 WOODWARD-CLYDE CONSULTANTS DATE OF BORING ___ 7-_2_4_-s_7 __ WATER DEPTH _____ DATE MEASURED ___ _ TYPE OF DRILL RIG CME 55 HOLE DIAMETER 8" H.s.A. WElGHT OF HAMMER 140 lbs. FALLING. __ 3_o_"_SAMPLES u, IIJ ..J IL 2 ~ • 9 1 80 . . 35-~ 10 61 - - - - 40- - - - 45 - - - - - so- - - - - ~5 --llx 88 - - 60- OESCR I PTION SURFACE ELEVATION: Approximately 112' (Continued) rlense to ver.y ,'tense, moist, brrn:n to dark b ,·own, silty to poorly grac1e·1. sand (SM/SP) LINDAVISTA FOID1ATION 1 Pale brown t e J.iqht gra'/ be,low 45' Bottn,r, nf Bnrinq at 56½ feet ... 0 Q: .: IIJ o'-:I • ~.: 0~ ~, ... z !! ~ ~ "' Oz ::, ~ :lo u Pra;ec:t : Cl\R COUNTRY EXPANSION . Project No. 8751256\'-SIOl CONT. LOG OF BORING B-1 ?: I!? a; f3 z I-~1 c:: ► IIJ :x G: ... 0 0 Fig. A-3 WOODWARD -CLYDE CONSULTANTS DATE OF TEST PIT~ ___ 1_-2_2_-_a_1 ____ PIT 0IMENSI0NS~_1_s_ .. _s_a_c_kh_o_e __ __._ __ EQUIPMENT t: - - - - - - - - 10- - - - - Case 588E DESCRIPT10N SURFACE ELEVATION : Approximately 1~6' Dry to moist,) ,b,:r:r<?>wn to dark brown, silty sand CULTIVATED SOIL Medium dense, moist, reddish b~own _with gray mottles, silty sand (SM) LINDAVISTA FORMATION Bottom of Pit at 5¼ feet Project: CAR COUNTRY EXPANSION LOG OF TEST PIT Project No. 8751256Y-SI01 REMAIIKS T-15 Fig. A-U DATE OF TEST PIT. ____ 7_-2_2_-_87 _____ PIT DIMENSIONS ___ 1_8_"_B_a_ckh_o_e ____ _ EQUIPMENT Case 580E t: C .J IL I ., -- -.... - - 10- - - - - DESCRIPTION SURFACE ELEVATION: Aooroximately 102' Moist, dark brown, silty sand CULTIVATED SOIL Medium dense, moist, brown, silty sand (SM) LINDAVISTA FORMATION ~ Less silt content below 5' with zones of gray b~own Bottom of Pit at 7 feet REMAJIICS Project : CAR COUNTRY EXPANSION Prolect No. 8751256Y-SI01 LOG OF TEST PIT T-16 Fio. APPENDIXB Geotechnical Laboratory Procedures and Test Results by GMU Geotechnical, Inc. GMU . . . . . GEOTECHNICAL, INC. - -.. -... - -.. ... .. .. - -... -.. ... - - .. -.. .. .. .. .. DRAFT Mr. Axay Patel, AUTO NATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, City of Carlsbad, California APPENDIXB GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS MOISTURE AND DENSITY Field moisture content and in-place density were determined for each 6-inch sample sleeve of undisturbed soil material obtained from the drill holes. The field moisture content was determined in general accordance with ASTM Test Method D 2216 by obtaining one-half the moisture sample from each end of the 6-inch sleeve. The in-place dry density of the sample was determined by using the wet weight of the entire sample . At the same time the field moisture content and in-place density were determined, the soil material at each end of the sleeve was classified according to the Unified Soil Classification System. The results of the field moisture content and in-place density determinations are presented on the right- hand column of the Log of Drill Hole and are summarized on Table B-1. The results of the visual classifications were used for general reference. PARTICLE SIZE DISTRIBUTION As part of the engineering classification of the materials underlying the site, samples were tested to determine the distribution of particle sizes. The distribution was determined in general accordance with ASTM Test Method D 422 using U.S. Standard Sieve Openings 3", 1.5", ¾,¾,and U.S . Standard Sieve Nos. 4, 10, 20, 40, 60, 100, and 200. In addition, on some samples, a standard hydrometer test was performed to determine the distribution of particle sizes passing the No. 200 sieve (i.e., silt and clay-size particles). The results of the tests are contained in this Appendix B. Key distribution categories (% gravel; % sand, etc.) are contained on Table B-1. ATTERBERG LIMITS As part of the engineering classification of the soil material, samples of the on-site soil material were tested to determine relative plasticity. This relative plasticity is based on the Atterberg limits determined in general accordance with ASTM Test Method D 4318. The results of these tests are contained in this Appendix B and also Table B-1 . December 6, 2018 B-l GMU Project 18-101-00 -.. .. -... .. --... -.. ----- -.. -.. - - - - --.. .. DRAFT Mr. Axay Patel, AUTONA TION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California EXPANSION TESTS To provide a standard definition of one-dimensional expansion, a test was performed on typical on-site materials in general accordance with ASTM Test Method D 4829. The result from this test procedure is reported as an "expansion index". The results of this test are contained in this Appendix B and also Table B-1 . CHEMICAL TESTS The corrosion potential of typical on-site materials under long-term contact with both metal and concrete was determined by chemical and electrical resistance tests. The soluble sulfate test for potential concrete corrosion was performed in general accordance with California Test Method 417, the minimum resistivity test for potential metal corrosion was performed in general accordance with California Test Method 643, and the concentration of soluble chlorides was determined in general accordance with California Test Method 422. The results of these tests are contained in this Appendix B and also Table B-1. COMPACTION TESTS Bulk samples representative of the on-site materials were tested to determine the maximum dry density and optimum moisture content of the soil. These compactive characteristics were determined in general accordance with ASTM Test Method D 1557. The results of this test are contained in this Appendix B and also Table B-1. CONSOLIDATION TESTS The one-dimensional consolidation properties of "undisturbed" samples were evaluated in general accordance with the provisions of ASTM Test Method D 2435. Sample diameter was 2.416 inches and sample height was 1.00 inch. Water was added during the test at various normal loads to evaluate the potential for hydro-collapse and to produce saturation during the remainder of the testing. Consolidation readings were taken regularly during each load increment until the change in sample height was less than approximately 0.0001 inch over a two-hour period. The graphic presentation of consolidation data is a representation of volume change in change in axial load. In addition, time rate tests were performed for select samples. The results of these tests are contained in this Appendix B. December 6, 2018 B-2 GMU Project 18-101-00 DRAFT Mr. Axay Patel, AUTONATION, Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 05011060 Auto Center Court, City of Carlsbad, California DIRECT SHEAR STRENGTH TESTS Direct shear tests were performed on typical on-site materials. The general philosophy and procedure of the tests were in accord with ASTM Test Method D 3080 -"Direct Shear Tests for Soils Under Consolidated Drained Conditions". The tests are single shear tests and are performed using a sample diameter of 2.416 inches and a height of 1.00 inch. The normal load is applied by a vertical dead load system. A constant rate of strain is applied to the upper one-half of the sample until failure occurs. Shear stress is monitored by a strain gauge-type precision load cell and deflection is measured with a digital dial indicator. This data is transferred electronically to data acquisition software which plots shear strength vs. deflection. The shear strength plots are then interpreted to determine either peak or ultimate shear strengths. Residual strengths were obtained through multiple shear box reversals. A strain rate compatible with the grain size distribution of the soils was utilized. The interpreted results of this test are shown in this Appendix B. R-V ALUE TESTS Bulk samples representative of the underlying on-site materials were tested to measure the response of a compacted sample to a vertically applied pressure under specific conditions. The R- value of a material is determined when the material is in a state of saturation such that water will be exuded from the compacted test specimen when a 16.8 kN load (2.07 MPa) is applied. The results from these test procedures are reported in this Appendix B. December 6, 2018 B-3 GMU Project 18-101-00 • • -------• -------• • - • --- ---------- • • a I I I l I I I I I 1 I I • I I I I I I • I • • I ' ' • & .t • I I • TABLE B-1 SUMMARY OF SOIL LABORATORY DATA Sample Information Sieve/Hydrometer Atterberg Limits Compaction Chemical Test Results ------r-----,......---. -i . In Situ In Situ_ In Situ Maximum Optimum Ex ansion • Boring Depth, Elevation Geologic USCS Water Dry Umt Satur-Gravel Sand, <#200, <211, LL PL Pl Dry Unit Water P A-Value Sulfate Chloride ~m_-. ~ ~ ;:: ti C1 I \2 (J z u. ~ ! ~ ~ ~ 1§ I 5 ', ..J ~ i ;i ... , ::, ,I . ~ Number feet feet Unit Group Content Weight, ation, % % % % Weight, Content, Index pH (ppm) (ppm) Res•st•vitJ Symbol o/o pcf o/o pcf % (ohm/cm) DH-1 0 103.0 Tsa SM 7.8 115 384 4720 DH-1 10 93.0 Tsa SP 4.7 107 23 DH-1 15 88.0 Tsa CH 53 25 28 DH-1 20 83.0 Tsa CH 8.4 104 37 DH-2 0 105.0 Tsa SM O 90 10 117.0 11.0 DH-2 5 100.0 Tsa SM 13.4 114 78 DH-2 15 90.0 Tsa SM 7.6 100 31 DH-3 0 103.0 Qafc SM O 78 22 0 DH-3 5 98.0 Tsa SP-SM 3.4 1079 -11 DH-3 15 88.0 Tsa SP 6.9 116 43 DH-3 25 78.0 Tsa SP 3.9 104 17 DH-3 35 68.0 Tsa SM 9.6 104 43 DH-3 45 58.0 Tsa SM 11.8 109 60 DH-4 0 101.0 Tsa SM 0 DH-4 10 91.0 Tsa CL 27.7 94 97 DH-4 20 81.0 Tsa SP 12.8 120 89 DH-5 5 97.0 Tsa SM 7.3 124 59 DH-5 15 87.0 Tsa SP 3.8 114 22 DH-6 0 101.0 Qafc SM 56 Project: AUTONATION BMW of Carlsbad ™1J ProjectNo. 18-101-00 ~ ""'"'~'"'-'"' • ~ al ;::: l:i (!) ::i ~ C!) ii: >< w C ~ ~ 0 j:: U) cc .J a. Boring Number DH-1 80 70 60 50 40 30 20 10 0 0 CL-IAL 10 20 Depth Geologic (feet) Unit 15.0 Tsa GEOT£CHNICAl., INC CH or OH / ~/ ,, All LINE / / / CL orOL ,.,, 1/ / V MH or OH / ML ~rOL 30 40 50 60 70 80 LIQUID LIMIT, LL Test Water LL PL Pl Classification Symbol Content(%) • 53 25 28 FAT CLAY (CH) ATTERBERG LIMITS Project: AUTONA TION BMW of Carlsbad Project No. 18-101-00 90 100 110 • ----- • ---- • -• • .. --- ---.. -.. -- -- - ·• -... -----... -... -- ·-.. -... -... ... --.. .. .. -.. ------- • -... "' ~ ;:: -, 11. (!) 0 9 0 00 w N 01 z ~ ~I ::; (!) 1-::c CJ w == > m a: w z U::: 1-z w 0 a: w C. GRAVEL COARSE FINE 3• 100 90 80 70 60 50 40 30 20 10 0 Boring Number DH-2 DH-3 U.S. STANDARD SIEVE OPENING 1.5" 3/4" 3/8" 10 #4 Depth Geologic (feet) Unit 0.0 Tsa 0.0 Qafc SAND COARSE MEDIUM FINE U.S. STANDARD SIEVE NUMBERS #10 #20 #40 #60 #100 #200 ~ r-- j\ Symbol • Ill ~ \ ~ I~ \ \ \ \ ' I \ \ ' \ ' \ l \ \ . \_ \ "" \ \_ 0.1 PARTICLE SIZE IN MILLIMETERS LL Pl SIL TY SANDSTONE (SM) SIL TY SAND (SM) SILT 0.01 Classification PARTICLE SIZE DISTRIBUTION GMU GEOTECHNICIJ.. INC Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 CLAY 0.001 140 135 130 125 120 =t' 115 0. --~ ui 110 z w C > ~ 105 100 95 90 85 80 0 Boring Number DH-2 • Depth (feet) 0.0 \\ ,,..-- \ \ \\ \\ _,/ ~ \ \ • \\ \ \ ~ \ ~ ~ ~ ~ ' ~ r-... 10 20 30 40 MOISTURE CONTENT(%) Geologic Maximum Optimum Unit Symbol Dry Density, Moisture Classification pcf Content,% Tsa • 117 11 SIL TY SANDSTONE (SM) COMPACTION TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 SG=2.60 SG=2.70 50 ---• -- ------- -- - - -- --.. -.. -----.. -.. .. • -.. -.., -... ... ... .. .. .. - - ,.,. -... -... ---"' -~ ;::: I-0 (!) -~ "" :!! (!) -.., a. (!) -~ ~ ab • II'. ~ :i: --rn 1-' u w -II'. 0 =>' :!! .. (!) .. -.. -- 'ii' !!: U) U) w £C I-U) £C <C w ::c U) 4,000 3,500 3,000 2,500 2,000 1,500 1,000 /. 500 V 0 0 1i. V / 17 I/~ V / V V v /. .. ,,,.. ~ V .. / 0 ~ V 1,000 2,000 3,000 4,000 NORMAL STRESS (psf) SAMPLE AND TEST DESCRIPTION Sample Location: DH-2 @ 5.0 ft Geologic Unit:Tsa Classification: SIL TY SANDSTONE (SM) Strain Rate (in/min): 0.005 Notes: Sample Preparation: Undisturbed • Ill GMU GEOTECHNICAl. INC STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf) Peak Strength 258 Ultimate Strength 276 SHEAR TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 FRICTION ANGLE (degrees) 35.0 27.0 4,000 3,5001----+----+----+---~f-----+-----+-----t----i ;;:-2,500 "' .S: (/) (/) w a: 2,000 I-(/) a: <C w ::c (/) 1,500 1,000 2,000 3,000 4,000 NORMAL STRESS (psf) SAMPLE AND TEST DESCRIPTION .. • - --.. • .. • -• -• -• - ----- Sample Location: DH-3 @ 5.0 fl Geologic Unit:Tsa Classification: POORLY GRADED SANDSl PNE (S Sr.I• Strain Rate (in/min): 0.005 Sample Preparation: Undisturbed Notes: Sample saturated prior and during shearing • Ill GMU GEOTECHNICAl. INC STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf) Peak Strength 450 Ultimate Strength 6 SHEAR TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 FRICTION ANGLE (degrees) 34.0 31.0 --... --------- .. .. .. .. .. .. .. .. .. .. .. .. "" .. .. .. .. .. .. Cl) a; .. i;; 5 .. C) ::, .., ::i; C) -~ C) .. $ 0 ; .. ...J 0 rJ) ... z 0 ~I ::i; .. C) .. .. • • .. 0 1 2 3 --:I!. !!..-4 z <( cc t; 5 6 7 8 100 Boring Number DH-1 Depth (feet) 20.0 GMU GEOTECHNICAl., INC W = water added •r--r--N r-. r--,__ ~ l'lt -~ ~ \ I\ :\ ~ \ . --.., w 1,000 10,000 STRESS (psf) Geologic In Situ or % Hydro-Symbol Remolded Classification Unit Sample Collapse Tsa • In Situ 0.52 FAT CLAY (CH) Ill In Situ ... In Situ * In Situ CONSOLIDATION TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 "' ~ ;::: 15 Cl :::i "" :; Cl ...J 0 en z ~I :; Cl 0.0 0.5 1.0 1.5 2.5 3.0 3.5 4.0 100 Boring Number DH-5 Depth (feet) 5.0 GMU GEOTECHNICAL. INC W = water added ·~ --~ 4 r----. --r--. t---. ~ .......... ~ ~ ~ " 1" -• -~ r--r--r--r- N 1,000 STRESS (psf) Geologic In Situ or % Hydro-Symbol Remolded Classification Unit Sample Collapse Tsa • In Situ 0.13 SITL Y SANDSTONE (SM) Ill In Situ • In Situ * In Situ CONSOLIDATION TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 [", ~ ~ • 10,000 • • -• -• .. • .. • • -• ., • -• ., -.. --.. .. .. - -.. -.. - .. .,, ... .. .. ... APPENDIXC .. Percolation Test Result .. .• .. .. .. ... -.. ... .. .. GMU GEOTECHNICAL, INC. ... Riverside/Orange County -Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time 1 8:21:00AM 2 8:51:00AM 3 9:21:00AM 4 9:51:00AM s 10:21:00AM 6 10:53:00AM 7 11:23:00AM 8 11:53:00AM 9 12:23:00 PM 10 12:53:00 PM 11 1:23:00 PM 12 1:53:00 PM Autonation -BMW Carlsbad 18-101-00 DH-6 4 60.0 Inches inches End Time /J.t Total Time (min) (min) 8:51:00 AM 30.0 30.0 9:21:00AM 30.0 60.0 9:51:00AM 30.0 90.0 10:21:00AM 30.0 120.0 10:52:00AM 31.0 151.0 11:23:00AM 30.0 181.0 11:53:00AM 30.0 211.0 12:23:00 PM 30.0 241.0 12:53:00 PM 30.0 271.0 1:23:00 PM 30.0 301.0 1:53:00 PM 30.0 331.0 2:23:00 PM 30.0 361.0 Initial Final Initial Final Infiltration Depth of Depth of Hight of Height of /J.H Ho111 Water (Do) Water (Dt) Water (Ho) Water (Ht) Rate (It) (ft) (ft} (In) (in) (in) (in) (in/hour) 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.6S 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 2.65 2.66 28.20 28.08 0.12 28.14 0.02 Average Infiltration Rate (In/hour) 0.02 DH-6 Infiltration Rate vs. Time 0.02 ,------r----.------,.----,,----,------r----r---~ .:-0.02 t--.... -1-.... -t--t-~"-;;;;;;j= .... -~-➔-t--+-.... -+....,. ... ---j il 0.01 +----+-----+----t---+----+----+---...... ----1 ~ 0.01 +----+-----+----t---+----+----+----+----t ; 0.01 ':; 0.01 +----+----,-----1---+----+----+-----+----l .g 0.01 ~ 0.00 ----+----!----+----t----t----+----+----1 .!: 0.00 +----+-----------+-----+----+-----+-----< 0.00 +----+-----i-----1---+----+----+----------l 400.0 I 0.0 50.0 100.0 150.0 200.0 250.0 Time(mln) 300.0 350.0 DH-6 Water Level Drop vs. Time 28.07 +---+---+----+---....... ----+---+---f-----; 0.0 50.0 100.0 150.0 200.0 Time (mln) 250.0 300.0 350.0 400.0 Riverside/Orange County -Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time 1 8:15:00AM 2 8:45:00AM 3 9:18:00AM 4 9:48:00AM 5 10:18:00AM 6 10:50:00AM 7 11:20:00AM 8 11:50:00AM 9 12:20:00 PM 10 12:50:00 PM 11 1:20:00 PM 12 1:50:00 PM Autonation -BMW Carlsbad 18-101-00 DH-7 4 48.0 Inches Inches End Time 61 Total nme (min) (min) 8:45:00AM 30.0 30.0 9:18:00AM 33.0 63.0 9:48:00AM 30.0 93.0 10:18:00AM 30.0 123.0 10:48:00AM 30.0 153.0 11:20:00AM 30.0 183.0 11:50:00AM 30.0 213.0 12:20:00 PM 30.0 243.0 12:50:00 PM 30.0 273.0 1:20:00 PM 30.0 303.0 1:50:00 PM 30.0 333.0 2:20:00 PM 30.0 363.0 Initial Final Initial Final Depth of Depth of Hight of Height of /:,H Havs Water (Do) Water (Dr) Water (Ho) Water (Hr) (ft) (ft) (in) (In) (In) (in) 1.70 1.91 27.60 25.08 2.52 26.34 1.70 1.87 27.60 25.56 2.04 26.58 1.70 1.90 27.60 25.20 2.40 26.40 1.70 1.90 27.60 25.20 2.40 26.40 1.70 1.89 27.60 25.32 2.28 26.46 1.70 1.88 27.60 25.44 2.16 26.52 1.70 1.90 27.60 25.20 2.40 26.40 1.70 1.86 27.60 25.68 1.92 26.64 1.70 1.86 27.60 25.68 1.92 26.64 1.70 1.84 27.60 25.92 1.68 26.76 1.70 1.85 27.60 25.80 1.80 26.70 1.70 1.83 27.60 26.04 1.56 26.82 Average lnflltratlon Rate (In/hour) 0.40 ~ 0.35 & ~ 0.30 :S. 0.25 i 0.20 j 0.15 S 0.10 ~ 0.05 0.00 0.0 ~ 26.00 g. 25.80 'U 1 25.60 DH-7 Infiltration Rate vs. Time ... \. r ~--IL._ """' ~ 50.0 100.0 150.0 200.0 Time (min) DH-7 " -. 250.0 Water Level Drop vs. Time . -..... 300.0 350.0 400.0 t 25.40 +---~-~+---r--:,'"""'~--+-+---+----+---l 1ii J 25.20 +---l-+-~Na ..... ~'-+----'3-41~-+---+---+---i 25.00 +--------------------------. I 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 Time (mln) Infiltration Rate (It) (in/hour) 0.36 0.26 0.34 0.34 0.32 0.30 0.34 0.27 0.27 0.23 0.25 0.22 0.23 ATTACHMENT lE: POLLUTANT CONTROL BMP DESIGN WORKSHEETS/ CALCULATIONS ATTACHMENT lE: LID DESIGN CAPTURE VOLUME (DCV) CALCULATION Per the City of Corlsbod BMP Monuol: DCV = 3,630 X C X d x A Q= CXiXA DCV = Design Capture Volume (cf) Q = Diversion flow rote (cfs) for offline BMP C = Adjusted runoff foctor (unitless) = ( I c ,A ,/IA ,J d = 85 th percentile, 24-hr storm event rainfall depth= 0.58 in A = Tributary area ta BMP (ac) i = Rainfall intensity = 0.2 in/hr Area,A Area,A Ai A, Ai'"' DMAID (SF) (AC) (SF) (SF) Flows To Bioretention Basin wl Partial Infiltration :i POC #1 1A 22,419 0.515 19,405 3,015 0.87 lC 14 502 0.333 8,660 5,842 0.60 36 921 0.848 28 065 8 857 0.76 Flows To Bloflltration Basin ➔ POC #1 1E 22,481 0.516 20,424 2,057 0.91 lF 15 399 0.354 13,940 1,458 0.91 37,880 0.870 34,364 3,515 0.91 Permeable Pavers :i POC #1 18 10,002 0.230 0 10,002 0.00 1D 3,874 0.089 0 3,874 0.00 1G 2 312 0.053 0 2,312 0.00 16,188 0.372 0 16,188 0.00 Flows To Prol!rieta!'.)' Bloflltratlon (MWS) :i POC #1 1H 57 727 1.325 57,727 0 1.00 57,727 1.325 57,727 0 1.00 Self-Mltl•atln• Areas -POC#l 2A 12 787 0.294 203 12,584 0.02 12,787 0.294 203 12,584 0.02 TOTAL 161,503 3.708 120,359 41,144 0.75 A,(") 0.13 0.40 0.24 0.09 0.09 0.09 1.00 1.00 1.00 1.00 0.00 0.00 0.98 0.98 0.25 NOTES: Project: BMW of Carlsbad Date: 10/14/2019 1. Impervious ➔ Roof/Pavement [C,.=0.9) 2. Pervious ➔ Landscape (BJ/Permeable Pavers [C,.=0.10) 3. DCV result used for City Worksheet 8.5-1 & 8.4-1 C=~ DCV MINIMUM Oocv Mx (CF) Footprint (SF) (CFS) 0.79 859 533 0.082 0.58 405 251 0.038 0.83 898 558 0.085 0.82 613 381 0.058 0.10 48 30 0.005 0.10 19 12 0.002 0.10 11 7 0.001 0.10 78 49 0.007 0.90 2,511 1,559 0.239 2,511 1,559 0.239 I I I I I I I I I I I I I I I PROJECT SITE das=0.58in San Diego County 85 th Percentile lsopluvials Legend -ll5Ul PERCENTILE ISOPLlMAI. C] INCORPORATED CITY "OTE The 85ch pat'cenble tS a 24 hOlM' rainfal 10tal It represetns a value $Udl ttwt 85% c:I the observed 24 hcU' ran'all totals w,11 be less tnan that ~ue N + ~-0 , ~ , • a ---~ ... ~-,-·~,c-,..,.,'("IC t. ·-O.~OlilW\.61 H).\,QIIIG!lll.iT"IO'fUlll'f(D'O l◄_,._C) .......,_lll!•r,w~-~ ... t,~,.,...._.,,;:it,._.Cl,l..U> ,..~ _n,......,...,_...., ___ ~ ....... --.-------~ ... ---~ "---..... -------... ~--·~-~ :..._ ... _...., ..... _,_,,,u.--.c,.-......_,,,,_ .. .,,_~-........ -.,.-~,,.--_.,,...,.....,.~ , ... Mt<;.,~• ... ...,. __ '·•-·,..---... o. _,.,. ____ ....,._._ .... Appendix B: Storm Water Pollutant Control H ydrologic Calculations and Sizing Methods Figure B.1-1: 85th Percentile 24-hour Isopluvial Map B-5 February 2016 DMA-1A: Bioretention w/ Partial Infiltration (Structural BMP-1) Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs -" ,,.,,,1!1!1111, ,. ...... ,.,. "''~ 1 Remaining DCV after implementing retention BMPs 859 cubic-feet Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 0.041 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] 1.476 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line SJ 3.69 inches 7 Assumed surface area of the biofiltration BMP 803 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 7 142 cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 717 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18+3=21 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 9 inches inches for sizing if the aggregate is not over the entire bottom surface area 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; 5 in/hr. if the filtration is controlled by the outlet, use the outlet controlled rate) 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 13.8 inches [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total Depth Treated [Line 17 + Line 18] 43.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 1 0] 1,076 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 295 sq-ft Option 2 -Store 0.75 of remainin~ DCV in pores and pondin~ 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 538 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 468 sq-ft Footprint of the BMP 24 Area draining to the BMP 22,419 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.79 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 531 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 531 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 0.5' VARIES PER PLAN _____ v ______ _ 16" SURFACE PONDING! LINER 0.5' "' ~ vi ~ ~ z iii < m I X I ill 0 "' :;;, BMP-1: BIORETENTION BASIN W/ PARTIAL INFILTRATION N.T.S. V) z 0 F < 9 z iii < ~ "' 0 2 ~ 7 < u -g ii 't: ~ ,. "1 C .!! 0 z .s ~-------------~-----------------l~ BMP-1 DETAIL: BIORETENTION BASIN BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 6 ~ C~=:.. i V<Resources ~ Today's Ideas. Tomorrow's Reality. 1 4121 West&rl'/ Piao 4112 Ne...,port6~3Cl'l CA 92600 l '----------------'-----------------'-------------------'cii DMA-1C: Bioretention w/ Partial Infiltration (Structural BMP-2) Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs ...,111111 ►JI.--JYAI•• 1i.~Rfi1•• II 1•1 ;-.,1 1111■..-:■■ 11111-~fi.11 I iTili:r. ,._,.. 1 Remaining DCV after implementing retention BMPs 405 cubic-feet Partial Retention 2 Infiltration rate from Form I-9 if partial infiltration is feasible 0.041 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 Llne 3] 1.476 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Llne 5] 3.69 inches 7 Assumed surface area of the biofiltration BMP 356 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Llne 8)]/12] x Llne 7 64 cubic-feet 10 DCV that requires biofiltration [Line 1 -Llne 9] 341 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18+3=21 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 9 inches inches for sizing if the aggregate is not over the entire bottom surface area 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; 5 in/hr. if the filtration is controlled by the outlet, use the outlet controlled rate) Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [ Llne 15 x Llne 16] 30 inches 18 Depth of Detention Storage 13.8 inches [Line 11 + (Line 12 x Llne 14) + (Line 13 x Llne 5)] 19 Total Depth Treated [Line 17 + Llne 18] 43.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Llne 1 0] 512 cubic-feet 21 Required Footprint [Line 20/ Llne 19] x 12 140 sq-ft Option 2 -Store 0. 7 5 of remainin2 DCV in pores and pondin2 22 Required Storage (surface+ pores) Volume [0.75 x Llne 10] 256 cubic-feet 23 Required Footprint [Line 22/ Llne 18] x 12 222 sq-ft Footprint of the BMP 24 Area draining to the BMP 14,502 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B. l and B.2) 0.58 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 252 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Llne 23), Llne 26) 252 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 0.5' VARIES PER PLAN le" SURFACE PONDING! -~,j,._ ______ -==:;::::::;:::::::;::;:::;;:::;;:::;:;:=::;::.......j •• ~ ..._. c._· __;,~-'--+-'--'--"-'__,.......:___:._...:........cc..:..:..,,==:='=;~"--'-"'-....:..:,__:i . . . . . . ~ . .. . ... :. · __ · ·55 . ... -~ .. ,.. _, ( ,. °' ..:', ~r ..... ..:_ "GRAVEL LAYER I 'c.. :,.,_ ·I ;,.. _:._;,,._. 0.5' 0. 7 "DIA ORIFICE OUTLET "' • .., ui ~ I= < 0 g z iii < ID ,lo I "' "' al ;;, "' ~ BMP-2 : BIORETENTION BASIN W/ PARTIAL INFILTRATION N.T.S. I= < 0 g z iii < 1 0 e "i. ? < 0 .., ~ ii ~ "' ':l .2 0 z 0 ~--------------~-----------------i~ BMP-2 DETAIL: BIORETENTION BASIN BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 + 0 ~ C .... ~=~.i V<Resources ~ ~ Today's Ideas. Tomorrow's Reality. u 4121 W&st&rly Piao 4112 Ne"'Pffl6'!11Kh CA 92600 .... e ~ '----------------'-----------------'----------------'cii DMA-1 E: Biofiltration Basin (Structural BMP-3) Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs •• -i ,-.1·-·••_2 .. ,miTiTi■l'ir.ll,;rmnu~u(I)■-:t.T.11 ... ,. ..... .,.., . 1 Remaining DCV after implementing retention BMPs 898 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 Llne 3] 0 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Llne 5] 0 inches 7 Assumed surface area of the biofiltration BMP 560 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Llne 8)]/12] x Llne 7 98 cubic-feet 10 DCV that requires biofiltration [Line 1 -Line 9] 800 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18+3=21 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 9 inches inches for sizing if the aggregate is not over the entire bottom surface area 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; 5 in/hr. if the filtration is controlled by the outlet, use the outlet controlled rate) 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 13.8 inches [Line 11 + (Line 12 x Llne 14) + (Line 13 x Llne 5)] 19 Total Depth Treated [Line 17 + Line 18] 43.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Llne 1 0] 1,200 cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 329 sq-ft Option 2 -Store 0.75 of remainine DCV in pores and pondine 22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 600 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 522 sq-ft Footprint of the BMP 24 Area draining to the BMP 22,481 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.83 26 Minimum BMP Footprint [Line 24 x Llne 25 x 0.03] 560 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 560 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 0.5' .... ci VARIES PER PLAN _____ v ______ _ ~ 16" SURFACE PONDING! ,i--------~-=;:= __ ::::;;:3::;" M:;:U:;;L:;;C;;:H;;:_:;::_ .=. :::=,.,-,-..,1 0,1.:..:.........:::....;_,._:::_-,..a-c..:.:.::....:......:._..::..,.:--.,__:_:_,-c-~~~-~--,-:-'--'--:-j o · LO . .--~ . . ·.•· ..• • 118" SOIL MEDIA L ··• ' r-~ _,; ~ ¥· *~-... :r' "\."- ~-.112" GRAVELLAYER I :~. ,_.,:,.,\ A,,,, IL.....:~-,,¼ ' IMPERMEABLE LINER BMP-3: BIOFILTRATION BASIN N.T.S. BMP-3 DETAIL: BIOFILTRATION BASIN BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 0.5' 0.75" DIA ORIFICE OUTLET DMA-1 F: Biofiltration Basin (Structural BMP-4) Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs -iln.~r.rl• •• ••-iifri1niili""' "•• :t.~I , .... 1 Remaining DCV after implementing retention BMPs 613 cubic-feet Partial Retention 2 Infiltration rate from Form I-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 [Llne 2 x Line 3] 0 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Llne 4/ Line 5] 0 inches 7 Assumed surface area of the biofiltration BMP 435 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Llne 4 + (Line 12 x Line 8)]/12] x Line 7 76 cubic-feet 10 DCV that requires biofiltration [Llne 1 -Line 9] 537 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to 18+3=21 inches this line for sizing calculations 13 Aggregate Storage above underdrain invert (12 inches typical) -use 0 9 inches inches for sizing if the aggregate is not over the entire bottom surface area 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; 5 in/hr. if the filtration is controlled by the outlet, use the outlet controlled rate) 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 13.8 inches [Llne 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total Depth Treated [Llne 17 + Line 18] 43.8 inches Option 1 -Biofilter 1.5 times the DCV 20 Required biofiltered volume [1.5 x Line 1 0] 806 cubic-feet 21 Required Footprint [Llne 20/ Line 19] x 12 221 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] 403 cubic-feet 23 Required Footprint [Llne 22/ Line 18] x 12 350 sq-ft Footprint of the BMP 24 Area draining to the BMP 15,399 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.82 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 379 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 379 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 February 2016 0.5' ... ·o · "' . .--~ .· VARIES PER PLAN _____ '\l ------- " I If ""' 1~q, --. j 12" GRAVEL LAYER I 1 .~ ~ .,_ I\.:,,,, .,...., ½ ..., .. ~ IMPERMEABLE LINER BMP-4: BIOFILTRATION BASIN N.T.S. 0.75" DIA. ORIFICE OUTLET r ,, ui z 0 F < g z ~ ID I X I ill 0 ., ;;;, (/) ~ F < g z in < i 0 e 'i. 3-< u 1 .:: ~ ::,; "1 6 :;; 0 z 0 --------------------.------------------1~ 0 BMP-4 DETAIL: BIOFILTRATION BASIN BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 "' < C ..... =;:,. i V<Resources I Today's Ideas. Tomorrow's Reality. _ 4121Wesrert,,/Pl8(it 4112 Ne ..... ponB&achCA92600 T 94f;.6411-8'99i W,';W C001'119SI com 1 e ~ L ____________ _j_ _______________ ----1... ______________ ____,cn Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B.4.1 Simple Method DMA-1 B, DMA-1C, & DMA-1G: Stepwise Instructions: Permeable Pavers (Structural BMP-7) 1. Compute DCV using Worksheet B.4-1. 2. Estimate design infiltration rate using Form 1-9 in Appendix I. 3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the design event) and the stored effective depth draws down in no longer than 36 hours. Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs Simple Sizing Method for Infiltration BMPs Worksheet B.4-1 1 DCV (Worksheet B.2-1) DCV= 78 cubic-feet 2 Estimated design infiltration rate (Form 1-9 in Appendix .£<,ic,ij,'11= 0.041 in/hr I) 3 Available BMP surface area AaMP= 16,188 sq-ft 4 Average effective depth in the BMP footprint Davg= 0.005 feet (DCV/AaMP) 5 Drawdown time, T (D."" *12/.K,ie,ign) T= 1.46 hours 6 Provide alternative calculation of drawdown time, if needed. -Permeable pavers w / 12" gravel storage below invert of french drain Notes: • Drawdown time must be less than 36 hours. This criterion was set to achieve average annual capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order to use a different drawdown time, BMPs should be sized using the percent capture method (Section B.4.2). • The average effective depth calculation should account for any aggregate/media in the BMP. For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth. • This method may overestimate drawdown time for BMPs that drain through both the bottom and walls of the system. BMP specific calculations of drawdown time may be provided that account for BMP-specific geometry. B-18 February 2016 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B.6.3 Sizing Flow-Thru Treatment Control BMPs: Use for Sizing Proprietary Biofiltration BMP Flow-thru treatment control BMPs shall be sized to filter or treat the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each hour of every storm event. The required flow-thru treatment rate should be adjusted for the portion of the DCV already retained or biofiltered onsite as described in Worksheet B.6-1. The following hydrologic method shall be used to calculate the flow rate to be filtered or treated: Q =CXiXA Where: 1 2 3 4 5 6 7 8 9 Q = Design flow rate in cubic feet per second C = Runoff factor, area-weighted estimate using Table B.1-1. i = Rainfall intensity of 0.2 in/hr. A = Tributary area (acres) which includes the total area draining to the BMP, including any offsite or onsite areas that comingle with project runoff and drain to the BMP. Refer to Section 3.3.3 for additional guidance. Street projects consult Section 1.4.2. Worksheet B.6-1: Flow-Thro Design Flows DCV DCV 2,511 cubic-feet DCV retained DCVrct:uncd 0 cubic-feet DCV biofiltered DCV biofiltered 0 cubic-feet DCV requiring flow-thru DCVaow-rhru 2,511 cubic-feet · e 1 -Llne 2 -0.67xLine 3 Adjustment factor (Llne 4 / Line 1 )* AF= 1 unitless Desi i= 0.20 in/hr s A= 1.325 acres Area-weighted runoff factor (estimate using C= 0.90 unitless A endix B.2 Calculate Flow Rate = AF x C x i x A Q= 0.239 cfs *Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of flow-thru BMPs. That is, if the flow-thru BMP is upstream of the project's retention and biofiltration BMPs then the flow-thru BMP shall be sized using an adjustment factor of 1. DMA-1 H: Proprietary Biofiltration (MWS) (Structural BMP-5) B-36 February 2016 MWS -LINEAR VOLUME BASED SIZING SHEET Project Location Project Name'"B_M_W_C_a_rl_s_b_a_d ___ E_a_s_t_S-id-e---------------, Cityffown1--C_a_rl_s_b_ad _________________ --t State1--C...;.A-'---------------------t Zip Code'-'9.;;;2..;..00.;;..8'--------------------' SIZING CALCULATIONS ~--•n_p_u_ts __ ~I Units Impervious Area Watershed Impervious RatioEl (not reguired -manual entry -not part of formula) Runoff Coefficient "C" (not required • manual entry -not part of formula) MODULAR WETLANDS Water Quality Volume (required)~cubic feet Design Storm Duration~hours MWS -Linear Sizing MWS -Linear Model Number (from matrix) MWS-L-4-8 quantity # Of Units 1 quantity Discharge Rate (from matrix) 13.08 gallons/minute Volume Treated During Event Processed through MWS -Linear 104.64 cubic feet Volume Treated Following Event MWS -Linear Static Capacity (from matrix)' 80.51 I cubic feet 6215 Volume Needed in Pre-Storage cubic feet TOTAL STORMWATER TREATED_! _6_4_oo_lcubic feet Drain Down Time 60.16 hours Feel free to fax or email proposed sizing calculations to Modular Wetlands Systems, Inc. for assistance with sizing, compliance, and design. Phone: 760.433.7640 Fax: 760.433.3176 Horizontal Flow Bloflltratlon System Notes/References This Includes al1 areas that will conbibute runoff to the proposed BMP, including pervlous areas, Impervious areas, and off'-slte areas, whether or not they are dlrectly or lndirectty conn acted to the BMP. Watershed Imperviousness Ratio•, is equal to the percent of total Impervious area In Iha ·aMP Drainage Area· divided by 100 Use sizing procedures provided by state or local agencies to determine the appropriate Water Quality Volume. Intensities and design stonns vary widely by region and method. Varlas depending on geographical region. Set at O for pump system set up. LA County 3 hours. Cati for details. Please choose size frtlm •t,fodel Size Matrix• Tab Select the number of systems required to treat the water quality volume. WIii very depending on drain down time regulaitons. Loading Rate of 0.26 gpm/sq ft or 25 in/hr. Field Verified. 13.08 gals/minute Set at zero to start. Size pre-storage system to hold this volume Sizing complete when eqaul to value of zero. Note: This amount should be equal to the -Water Quality Volume" Drain down time must be equal to or less than requirement of local juristiction. Default 48 houn;. Email: lnfo@modularwetlands.com I SITE SPECIFIC DATA PROJECT NUMBER 7924 PROJECT NAME SR 522 PROJECT LOCATION BOTHELL, WA STRUCTURE ID 9-1 TREATMENT REQUIRED VOLUME BASED (CF} FLOW BASED {CFS) 0.099 TREATMENT HGL AVAILABLE (FT) N/A PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE 0.569 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 58.00 N/K 8" OUTLET PIPE 56.50 N/K 8" PRETREATMENT 8/0FILTRATION DISCHARGE RIM ELEVA TION 66.40 66.40 66.40 SURFACE LOAD H-20 DIRECT H-20 DIRECT H-20 DIRECT FRAME & COVER JO " X JO" 36" X 36" N/A WETLANDMEDIA VOLUME {CY} 2.37 WETLANDMEDIA DELIVERY METHOD PER CONTRACT ORIFICE SIZE {DIA. INCHES) ¢1.52" NOTES: PRELIMINARY, NOT FOR CONSTRUCT/ON. INSTALLATION NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENG/NffR. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENG!NffRS RECOMMENDED BASE SPECIF/CATIONS. 3. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON-SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCffD REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. DRIP OR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETATION. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. PATENTED PERIMETER VOID AREA ~ (.j C/L GRATE PLAN VIEW OUTLET PIPE SEE NOTES PRE-ALTER CARTRIDGE INLET PIP£ SEE NOTES HATCH CAST IN s• THICK CONCRETE COLLAR BY PRE-CASTER. CONTRACTOR TO SHIM/WEDGE COLLAR TO MEET FS GRATE CAST IN 8" THICK CONCRETE COLLAR BY PRE-CASTER. CONTRACTOR TO SHIM/WEDGE COLLAR TO MEET FS • ~ r-----· ~ • • ~::: I , I Cl) ....... ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE [NG/NffR OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. PROPRIETARY AND CONFIDENTIAL: 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICAnDNS AND CAPACITIES ARE SUBJECT TO THC PROO/JCT DESCRl8£D A,,IY 8£ PROTECTfJJ BY ON£ OR MOR£ OF THC fOU.OWING US PATfNT'S; 7,425,262; 7.47rJ.J62; 7.674.JlB; 8,JOJ,816; RElATfD FrJRf1GN THC INFOINATION CONTAIN£D IN THIS DRAWING IS THE SOLE PROP£RT'Y OF IIODIJIAR WUUNDS SYSTF:JIS. Nrr R£PROOUCT/ON IN PART OR AS A WHOt.E WfTHOIJf THC WRITTfN PfRltllSS/ON OF IJODIJI.AR WUUNDS SYSTfJIS IS PROH181TfD. CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. PATENTS OR OTHER PATENTS P£NOING A Forterra Com 60.22 ---s·-o·---- LEFT END VIEW I--,- • Cit) \.._IG_H_T_E __ N_D_V_I E-W I TREATMENT FLOW {CFS) 0.115 OPERATING HEAD {FT) 3.5 PRETREATMENT LOADING RATE {GPM/SF} 2.0 WETLAND MEDIA LOADING RATE {GPM/SF} 1.0 MWS-L-4-8-G-UG STORMWATER 8/0FILTRATION SYSTEM STANDARD DETAIL 0 co a: w 3: 3: g LL a: w ei LO ,,_: 8.0' BMP-6: ORIFICE & WEIR DETAI L N.T.S. "' ~ vi t'i ~ g z iii < Ill ,!, I .,, "' 0 "' ;;;, "' t'i F < g z iii < ! 0 e ~ ? < <J "0 0 il 1i ~ "' "I .§ 0 z 0 ~--------------.,---------------1; <J BMP-6 DETAIL: ~ ORIFICE CONTROL c ..... ~%°;!~ i BMW OF CARLSBAD V <Resources ~ Today's Ideas. Tomorrow's Reality. -1060 AUTO CENTER COURT 412I W•M•~il'lm 4112 "••oons ,acnCA92660 j_ e CARLSBAD, CA 92008 ""'~"'"· .. " .,,w,coo.,sr,om ~ L_ _______ _l_ ________ ______L ________ _____,.;; I GEOTEXTILE FAD, MIN. 2 'RIC WRAPPE~\ '-o• OVER TOP /130" AWMAY ACCESS {TYP.) WITH RISERS TO GRAl)E / PIECE CONSTRUCnON PIECE CONSTRUCnON ""\ FINISHED SURFACE ANp~ COMPACTED SUB-84SE PERIM£T£R MODULE SINGLE INTERIOR MODULE SINGLE --------=~-----------------------=fa. ______________ --------------------------=~---------------------, --------------------------------------------------------------------------------------------------f--------------~----------------------------------------------------------------------------------------------------------------f -_-_-_-_-_-_-_-_-_-_-_-_-_-_ --------------i -------------~ 1------------------------------------------------------------------------------------------l ~ -------- >-\...,-,_.,-,-"""" ........ 1 I I I ' I 0 _ .................................... ~ ~H,_ ... ,.. ............. ......... .. _ 'rl J-----' ' I ' ~ , ' , _ ..... ,...,-.,,,_;-,...,-,....,-),,-4 -)-,-,-......... .. _ ------: ... : ..... I-{ ... ~ .... I >-< ...... ...._ ,_ ----: ->-4 ,_ ,_ .... _ -,_.,-,_.,-~,-~ I'-~)-,,-,_. EXTERIOR INTERIOR ,.. ,.. ... :H -,-,-...,.,...,,..,... .... ,-.... ~ 1~>->::-:: '-' >-,..-,..'"\)"" .. --1.!... 1-"'"""I >-,-........ .... _ VIEW VIEW -,_. ,->-,_. 1--1 ; .. :,-: --: >-<,_ L 2 BOLT HOLES _,...,....,...,_~,-·- --H >-t-1 )-a .. ......... ..... _ -,-,->--4-= rCi~,...:: ,_ ,._ H.,-~ ... ... '""-:..;:...:: -n.!... ~111 11 : ..... _ FOR SECURING ,_ ... ,_ :t -.... PANEL WALLS ~~~~I II I;~ :: .... {SE£ PLAN ~ ............ WEW FOR LOCAnONS) -. 4., ~ Jo .. . . ~ ,., .; • • . ' • .. 4 . 41 . ' ... ·4 • . . .a. . . . " . . . . . . . . . 4 • . .d· . ., . -... . . ., . ~11i' I~~~: .. .. · : .. · · · · -· · · ·• · • • 4 ., · · · I 11-1 Fll-11-\l :Ill :111 :Ill Ill :111 :111 :Ill :I ll :Ill :Ill :Ill Ill Ill Ill :I I -I :Ill== 11 :I 11 :I I I :I 11 I I :I I I== 11 111 111 111 :I 11 :I 11 :I I 111==1 i==i I I~ - COMPACTED BACKFILL} .J POURED IN PLACE 84SE SLAB INSTALLATION NOTES \_FILTER FABRIC/LINER COMBINAnON FOR 0£T£NT/ON SYSTEM " T, y C 'NTRA TiR {PROr10£0 ANO WS 'ALL£O B O C O 1 SE£ INSTALLAnON NOT£ 2 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL TH£ SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND TH£ MANUFACTURER'S SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST 8£ INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A POURED IN PLACE CONCRETE BAS£ SLAB UNLESS SPECIFIED BY TH£ PROJECT ENG/NffR. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENG/NffR'S RECOMMENDED BASE SPECIFICATIONS. 3. ALL PIPES MUST 8£ FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH.} INVERT OF OUTFLOW PIPE MUST 8£ FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL 8£ SEALED WATERTIGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCffD REGIONAL PIP£ CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. THE URBANPOND MODULE SYSTEM IS TO 8£ INSTALLED IN ACCORDANCE WITH ASTM C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIFICATIONS MUST 8£ FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 7. DESIGNATED EMBEDDED LIFTERS MUST 8£ USED. USE PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGRE£ ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER'S LlmNG PROCEDURES. 8. MODULES MUST 8£ PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT 8£ GREATER THAN 1/4~ ALL EXTERIOR SYSTEM JOINTS SHALL 8£ COVERED WITH A MIN. 811 JOINT WRAP (ON SIDES AND TOP). 9. THE FILL PLACED AROUND THE URBANPOND MODULES MUST 8£ DEPOSITED EVENLY, AT APPROX/MA TELY TH£ SAME ELEVA T/ON, AROUND ALL SIDES. AT NO TIME SHALL THE ELEVATION VIEW NTS FILL BEHIND ONE SIDE 8£ MOR£ THAN 1•-0• HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL 8£ COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CAR£ SHALL 8£ TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO 8£ BACKFILLED MUST 8£ STEPPED OR SERRA TED TO PREVENT WEDGING ACTION. CAR£ SHALL ALSO 8£ TAKEN SO AS NOT TO DISRUPT TH£ JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL MUST 8£ CLEAN, CRUSHED, ANGULAR NO. 5 (MSHTO M43) AGGREGATE OR NATIVE MATERIAL IF APPROVED BY TH£ SIT£ GEOTECHNICAL ENG/NffR. IF NATIVE MATERIAL IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENG/NffR AND PROVIDE PROTECTION AS REQUIRED. 10. TH£ FILL PLACED ON THE SYSTEM SHALL 8£ PLACED AT A MINIMUM OF 6" LIFTS. AT NO TIM£ SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL ON TOP OF TH£ SYSTEM WITHOUT TH£ MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACH/£VING THE MINIMUM DESIGN COVER, IT MAY 8£ NECESSARY TO REDUCE TH£ ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS NOT TO EXCffD THE CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY 8£ NECESSARY IN ORDER TO NOT EXCffD THE ALLOTTED DESIGN LOADING. 11. A PRE-CONSTRUCTION MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES AR£ SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, W£/GHTS AND ACCESSORIES PLEAS£ CONTACT MANUFACTURER. 3. ANY VAR/A TION FOUND DURING CONSTRUCT/ON FROM TH£ SIT£ AND SYSTEM ANAL YS/S MUST 8£ REPORTED TO TH£ PROJECT DESIGN ENG/NffR. PROPRIETARY AND CONFIDENTIAL: THE PRODUCT DESCRIBED Ah!Y BE PROTECTED BY ONE OR IIORE US PATENTS ANO OR PATENTS PENO/NG THE INFOR/IAllON CONTAINED IN THIS DRAWING IS THE SOI.£ PROPERTY OF BIO Cl£AN ENVIIIONIIENTAJ. SEIIVICES, INC. ANY REPROOUCllON IN PART OR AS A WHO/.£ WITHOUT THE WRITTEN PE/111/SS/ON OF BIO CLEAN ENVIRONIIENTAL SEJIVICES, INC. IS PROHIBITED. A Forterra Company STEPPED OR SERRATED ANO_/ APPLICABLE OSHA REQUIREMENTS (SE£ BACKFILL NOT£ 1) URBAN POND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS I 11-911 -~,, J_ lf==='l======t========+===ii _________,_ • 2 ---1 ~- • "') • I -11. 1 • <.o ~· ~- 0 8'-0" PLAN VIEW -i 2· J" t- 01·-J·1-1 • " • c:, • I " ~ §:; '-'..J C6 ~ L 4" ® -1 -j9•1--j 1'-9" I- ELEVATION VIEW A • " . I - PROVIDE CONAC 6CA67 OR 6CA 14 ANCHORS AT 4 LOCATIONS AS SHOWN {TOP SURFACE AND BOTTOM SURFACE OF SLAB) -1 2'-0" -l1'-J" 1'-0"--J I-- 2'-0" t 1'-J" J'-6" ELEVATION VIEW 8 PROPRIETARY AND CONFIDENTIAL: THE INFORW.nON CONTAINED IN THIS DRAWING IS THE SOI.£ PROPERTY OF BIO Cl£)JI ENVIRONUElffAl SE/?VICES, INC. ANY REPRODUCTION IN PART OR AS A WHO/.£ WITHOUT TH£ WT?JTT£N PERUISSION OF BIO CLEAN THE PRODUCT DESCRIBED At4Y BE PROTECTED BY ONE OR UORE US PATENTS ANO OR PATENTS PENDING ENVIRONUENTAl SERVICES, INC. IS PROHIBITED. A Forterra Company ISOMETRIC VIEW URBAN POND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS --j 1·-1~· t- --j1 '-J"rt t • I.I') • I C'-1 1'-9"--- ~,,__.__ PLAN VIEW lCENTER OF MASS f----1'-o" • T • «::::> • I " e §s '-'.J 55 ~ § ---r- ..._____. _J ~ 1'-9" ~ ELEVATION VIEW A 2·-0· 2·-0· CENTER OF MASS 1'-0"--l 1----i 1--1'-o" ELEVATION VIEW 8 PROPRIETARY AND CONFIDENT/AL: THE INFORUATION CONTAINED IN THIS DI/AW/NC IS THE SOI.£ PROPERTY OF BIO CL£AN ENVIRONIJENTAJ.. SERVICES, INC. ANY REPROOUCTION IN PART OR AS A WHOLE WTTIIOIJT THE WRITT[N PEJIAI/SS/ON OF BIO CL£AN THE PROO/JCT DESCRIBED /JAY BE PROTECTED 8Y ONE OR /JORE US PATENTS AJ/O OR PATENTS PENO/NC ENVIRONMENTAi.. SERVICES, INC. IS PROHIEJfT[[}. A Forterra Company ISOMETRIC VIEW URBAN POND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS USE PROPER RIGGING TO ENSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60' ANGLE ON ALL SLINGS LINKUP SLAB RIGGING DIAGRAM USE UTILITY ANCHORS FOR HANDLING HORIZONTALLY USE RL -J ANCHORS FOR nPPING UPRIGHT AND HANDLING VERnCALL Y EXTERIOR WALL RIGGING DIAGRAM e THE PRODUCT DESCRIBED AIAY BE PROTECTED Br ONE OR IIORf US PATENTS AND OR PATENTS PENDING e USE PROPER RIGGING TO ENSURE ALL LIFTERS ARE £QUALL Y ENGAGED WITH A MINIMUM 60' ANGLE ON ALL SLINGS PROPRIETARY AND CONFIDENTIAL: THE INFORIIATION CONTAINED IN THIS DRAWING IS THE SOI.£ PROPERTY OF BIO CLEAN EJMRONAIENTAL SfJIVICES. INC. ANY RfPROOUCTION IN PART OR AS A WHO/.£ WTTHOIJT THE WRJTTEN PERl,/ISS/ON or 8/0 CLEAN ENVIRONAIENTAL SfJIVIC£S. INC. IS PROHIBfTED. A Forterra Company USE PROPER RIGGING TO ENSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60' ANGLE ON ALL SLINGS TOP MODULE RIGGING DIAGRAM URBANPOND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS ... -... --- • - • ---... - ... -... - - ""' .. ... ... ... .. .. .. PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence X Included Attachment Hydromodification Management See Hydromodification Management 2a Exhibit (Required) Exhibit Checklist on the back of this Attachment cover sheet. X Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Management of Critical Coarse Sediment Yield Areas (WMAA Optional analyses for Critical Attachment Exhibit is required, additional Coarse Sediment Yield Area 2b analyses are optional) Determination □ 6.2.1 Verification of Geomorphic See Section 6.2 of the BMP Design Landscape Units Onsite Manual. □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment □ 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Geomorphic Assessment of Attachment Receiving Channels (Optional) X Not performed 2c See Section 6.3.4 of the BMP Design □ Included Manual. Flow Control Facility Design and Structural BMP Drawdown Attachment Calculations (Required) X Included 2d See Chapter 6 and Appendix G of the BMP Design Manual PDPSWQMP 24 of 28 PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: • • • • • • • • • • • • Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) PDPSWQMP 25 of 28 - • .. • --------- -----• ---.. - -.. --.. .. .. .. --.. / I I. I f ENTIRE SITE UL Tl MA TEL Y DISCHARGES TO CITY'S SD SYSTEM. [ ' . ' CANNON ROAD , !~ -;, ' ,,! ,,.-, , +;,._ ·::"':h:; ... "•.:_f ~;:-~i::);;:\ \; .. , :,; ;,.. ,---' y . AUTO CENTER CT I \ I \ I \ I \ I I I \ I I I \ I \ I I I I I I l I I I I I I I I I I I I I I i$ ·-,-~ """-""" -i LEGEND: .1 . l ASPHALT (IMPERVIOUS) CONCRETE (IMPERVIOUS) LANDSCAPE PROPOSED ROOF AREA DMA BOUNDARY PROPERTY LINE CENTERLINE SURFACE FLOW DIRECTION ----PROPOSED SD SYSTEM GEOTECHNICAL INFO: • HYDROLOGIC SOIL GROUP: B • INFILTRATION: 0.041 IN/HR • SOIL EXPANSIVE POTENTIAL: VERY LOW • DEPTH TO GROUNDWATER: >50' BMP DETAILS: DMAID PROPOSED CONTOUR EXISTING CONTOUR STRUCTURAL BMP B38888a BIORETENTION BASIN W/ PARTIAL INFILTRATION BIOFILTRATION BASIN h-'-,-'-·"-d PERMEABLE PAVERS (BMP ID NO. 7) PROPRIETARY FLOW-THRU TREATMENT ffljJ CCSYA ANALYSIS: NO CRITICAL COURSE SEDIMENT YIELD AREAS TO BE PROTECTED BASED ON WMAA MAPS. SEE DETAILS BELOW. ADDITIONAL DETAILS ARE LOCATED IN ATTACHMENT 1E OF SWOMP F- ci en 0 VARIES PER PLAN _____ \} ______ _ ·.118'.SOILME~IA t .· .. :. ' .. . . . ~ _-:.' -' GEOTEXTILE LINER 0.5' NOTE: LOCATION OF /IPRONFOR ENERGY DISSIPATION PER PLAJ\J. 0.875" DIA. ORIFICE OUTLET BMP-1: BIORETENTION BASIN W/ PARTIAL INFILTRATION N.TS. 0.5' VARIES PER PLAN 0.5' _____ \} ______ _ NOTE: LOCATION OF APRON FOR ENERGY OIS.SIPATION PER PLAN. 0.675' lA. ORIFICE OVTLET ················.,····d~~if:: -~~':c ". ✓. , ;4 ;/?{ ';'! .' \ ,, \ : ' L ~~i~;[ ·-,., STRUCTURAL BMP-7: PERMEABLE PAVERS (INF-3) FOR HYDROMODIFICATION MANAGEMENT GEOTEXTILE LINER BMP-2: BIORETENTION BASIN W/ PARTIAL INFILTRATION N.T.S. . ·· .. ,··.·.• ... " .. ,._ ~--"· ·'- .. .. ,;;,"a; .. , •· .. ,, • .,.,..-; 1 ., .• .. ~•_,~ti' H • j'J" • .. -,,-_?",~~·,,_•~,.x-: .. i' ':-'-';;/••-; ,t\ I ' " ! -, ' ;c<---~ rs ,f I I .'I • • /J :: I I I I I I 20 I I I I 0 20 GRAPHIC SCALE SCALE: 1"= 20' 40 0.5' VARIES PER PLAN 0,5' f T F- 0 ______ \} _______ _ 1' f ~--. NOTE LOCATION OF APRON FOR ENERGY DISSIPATION PER PLAN. 6" DIA. PERFORATED UNOERORAIN 1,l D . 1 ;8' SOIL MEDIAL·_.· • IMPERMEABLE LINEA BMP-3 & BMP-4: BIOFILTRATION BASIN N.T.S. 8.0' 6"-THICK ' 1 ,-,c"o"N"c"R"E=TE WEIR 8'X8' C NCRETE JUNCTION BOX 15" DlA. PVC 0.75' DIA . ORIFICE OUTLET 12" DIA_ PVC INLET FROM ONSITE DETENTION VAULTS OUTLET TO PUBLIC STORM DRAIN LINE 1.125" DIA. ORIFICE THRUWElR BMP-6: ORIFICE WEIR DETAIL N.T.S. a. :,; \? "' <: 0 " 0 ~ w "CC 0 u, ,. :,; "'1 C 0 :g z 0 -------------------------------------------..----------------------------1.a!, PREPARED FOR: AUTONATION INC. 200 SW 1 ST STREET, 14TH FLOOR FORT LAUDERDALE, FL 33301 CONTACT: AI.AY PATEL TEL: (954) 769-6000 PREPARED BY: Todays Ideas. Tomorrow's Reality. Commercial Development Resources 4121 W~sterl,1 Place #1i2 New;xirtBeachCA92660 T ~9-6-40-8997 WWW CDRwest cc-n SWQMP: HME EXHIBIT + 0 "' <: a. "'1 --------------------------------~ BMW OF CARLSBAD : 1060 AUTO CENTER COURT CARLSBAD, CA 92008 0 N w -0 -"' e a. cii 1.. -... ... .. -.. .. .. .. .. .. .. ATTACHMENT 2A: -HYDROMODIFICATION MANAGEMENT EXHIBIT -.. - .. -- - • -.. • --- - .. ... .. .. -... .. .. -ATTACHMENT 2B: -WMAA EXHIBIT .. -.. -.. ... .. - Legend Watershed 8oundarles Q Munlclpal aoundarles --Rivers & Streams -Regional WMAA streams " -Potenttal Crfftcal Coarse Sediment Yteld Ar~ Potential Critical Coarse Sediment Yield Areas Carlsbad Watershed -HU 904.00, 211 mi2 -· 25 .. 100 Geosyntect> nJuj3 Exhibit Da1e: Sept. 8, 2014 '"'""''~'"'' , • " • , , .. Ill a C: .. -.. -.. ... .. .. .. .. ATTACHMENT 2C: ... NOT INCLUDED ... .. - - • -... .. .. ... ... .. .. .. .. .... -- -... ... -... ... - ... -.. -... - -.. ... .... .. .. .. ATTACHMENT 2D: FLOW CONTROL FACILITY DESIGN & STRUCTURAL BMP DRAWDOWN CALCULATIONS - .. .. .. ... .. - .. ... - .. ... -- TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: BMW Carlsbad Prepared For: CDR Prepared by: a, PhD, CPSWQ, ToR, D.WRE . RC.E.66377 REC Consultants 2442 Second A venue San Diego, CA 92101 Telephone: (619) 232-9200 ... -... -... ---- ... .. ... ---.. -- -... -... - -.. .. ... - TO: FROM: DATE: RE: R·E·C TECHNICAL MEMORANDUM CDR. Luis Parra, PhD, PE, CPSWQ, ToR, D.WRE, CFM. David Edwards, MS, PE, CFM. October 15, 2019 Summary of SWMM Modeling for Hydromodification Compliance for BMW Carlsbad, City of Carlsbad, CA. INTRODUCTION This memorandum summarizes the approach used to model the proposed commercial site in the City of Carlsbad using the Environmental Protection Agency (EPA) Storm Water Management Model 5.0 (SWMM). SWMM models were prepared for the pre and post-developed conditions at the site in order to determine if the proposed LID HMP bio-filtration and underground detention facilities have sufficient volume to meet Order R9-2013-001 requirements of the California Regional Water Quality Control Board San Diego Region (SDRWQCB), as explained in the Final Hydromodification Management Plan (HMP), dated March 2011, prepared for the County of San Diego by Brown and Caldwell. SWMM MODEL DEVELOPMENT The BMW Carlsbad project proposes a commercial structure and servicing parking lots on the currently developed site. Two (2) SWMM models were prepared for this study: the first for the predevelopment and the second for the post-developed conditions. The project site drains to one (1) Point of Compliance (POC-1) located at the existing storm drain system located to the north of the project site. Per Section Gl.2 in Appendix G of the 2016 City of Carlsbad BMP Design Manual, the EPA SWMM model was used to perform the continuous hydrologic simulation. For both SWMM models, flow duration curves were prepared to determine if the proposed HMP facilities are sufficient to meet the current HMP requirements. The inputs required to develop SWMM models include rainfall, watershed characteristics, and BMP configurations. The Oceanside Gage from the Project Clean Water website was used for this study since it is the most representative of the project site precipitation due to elevation and proximity to the project site. Per the California Irrigation Management Information System "Reference Evaporation Zones" (CIMIS Ho Zone Map), the project site is located within the Zone 1 Evapotranspiration Area. Thus evapotranspiration vales for the site were modeled using Zone 1 average monthly values from Table G.1-1 from the 2016 BMP Design Manual. Per the site specific geotechnical investigation and NRCS Web Soil Survey, the project site is situated upon Class B soils. Soils have been assumed to be compacted in the existing developed condition while fully compacted in the post developed conditions. Other SWMM inputs for the subareas are discussed in the appendices to this document, where the selection of parameters is explained in detail. -... .. -.. -----.. - -- --- • • -.. - - .. ... .. .. - BMW Carlsbad HMP Memo October 15, 2019 HMP MODELING PRE DEVELOPED CONDITIONS The current site consists of a developed lot that drains via overland flow to the receiving storm drain system located to the north of the project site within the adjacent Cannon Road. Table 1 below illustrates the pre-developed area to be redeveloped and impervious percentage accordingly. TABLE 1-SUMMARY OF PRE-DEVELOPED CONDITIONS POC DMA Tributary Area, A Impervious Percentage, (Ac) lp{l) POC-1 DMA-A 3.71 0% TOTAL --3.71 0% Notes: (1) -Per the 2013 RWQCB permit, existing condition impervious surfaces are not to be accounted for in existing conditions analysis. DEVELOPED CONDITIONS Storm water runoff from the proposed project site is routed to one (1) POC located at the existing storm drain location to the north of the project site. Runoff from the developed project site is drained to five (5) onsite receiving BMPS; four (4) biofiltration LID BMP's and a two (2) underground detention vaults that are hydraulically linked to act as a single detention facility. Once flows are routed via the proposed LID BMPs, developed onsite flows are then conveyed to the POC. A small portion of the site is self- mitigating; this area will bypass the LID BMPs and confluence with flows at the aforementioned POC. TABLE 2 -SUMMARY OF POST-DEVELOPED CONDITIONS POC DMA Tributary Area, A Impervious Percentage, Ip (Ac) DMA-lA + DMA-1B 0.726 61.23 (Paver Run-On) BR-1 0.01843 0% DMA-lC 0.325 61.22% DMA-lD (Paver) 0.089 0% BR-2 0.00817 0% POC-1 DMA-lF 0.341 96.62% DMA-lG (Paver) 0.053 0% BR-3 0.01279 0% DMA-lE 0.506 92.52% BR-4 0.01 0% DMA-lH 1.325 100% DMA-2A (Self Mitigating) 0.294 6.73% TOTAL --3.71 -- Four (4) LID biofiltration basins and a single underground detention vault are located within the project site and are responsible for handling hydromodification requirements. In developed conditions, the basins will have a surface depth of 0.92 feet and a riser spillway structure (see dimensions in Table 4). Flows will then discharge from the basins via a low flow orifice outlet within the gravel layer. The riser 2 W.O.7063-02 ---- - ,. .. .. -... -.. • .. .. BMW Carlsbad HMP Memo October 15, 2019 structure will act as a spillway such that peak flows can be safely discharged to the receiving underground detention vault. Beneath the basins' invert lies the proposed LID biofiltration portion of the drainage facility. This portion of the basin is comprised of a 3-inch layer of mulch, an 18-inch layer of amended soil (a highly sandy, organic rich composite with an infiltration capacity of at least 5 inches/hr). Two (2) of the BM P's (BR-1 and BR-2) are partial-retention systems; these basins will feature 13-inches of gravel while the remaining two (2) bio-filtration BMPs (BR-3 and BR-4) will be lined and include a 12-inch layer of gravel for additional detention and to accommodate the French drain system. These systems are to be located beneath the biofiltration layers to intercept treated storm water and convey these flows to a single small diameter lower outlet orifice . Once the runoff has been routed by the outlet structure, flows are then drained to the receiving underground detention vaults for additional detention. The two (2) spate vaults are to be constructed at the same elevation and will be linked via the junction box that houses the single outlet structure for the two (2) facilities. Given that the basin elevations are the same and that both basins are constricted by the same outlet structure, these facilities are hydraulically linked and act as a single detention facility for modeling purposes. After these flows have been detained via the detention vault, they will be discharged to the existing storm drain system located within the adjacent Cannon Road. The biofiltration basins were modeled using the biofiltration LID module within SWMM. The biofiltration module can model the underground gravel storage layer, underdrain with an orifice plate, amended soil layer, and a surface storage pond up to the elevation of the invert of the spillway. It should be noted that detailed outlet structure location and elevations will be shown on the construction plans based on the recommendations of this study . Water Quality BMP Sizing It is assumed all storm water quality requirements for the project will be met by the bio-filtration LID BMPs detailed in the SWQMP and other BMPs included within the site design. However, detailed water quality requirements are not discussed within this technical memo. For further information in regards to storm water quality requirements for the project (including sizing and drawdown) please refer to the site specific Storm Water Quality Management Plan (SWQMP). Porous Pavers As an integrated LID BMP design practice, several sections of the project sites parking lots will feature porous pavement/pavers. These porous sections will include a 12-inch layer of gravel to be located beneath the French Drain that will be situated within these porous areas. In some DMA's, cross gutters prevent run-on from adjacent impervious areas into these pervious sections, such that the only runoff tributary to these LIDs is the direct precipitation that falls upon them. The DMA's located within the north-eastern portion of the site however do not feature cross gutters, thus allowing for run-on from the adjacent impervious areas. To represent these differences within the SWMM model, the DMA's that are run-on to the pervious areas (DMA-lA) are modeled as draining to pervious. Whereas for the porous pavement areas that do not receive run-on, these areas are modeled as their own individual catchment within SWMM, allowing 3 W.O.7063-02 BMW Carlsbad HMP Memo October 15, 2019 for the accurate representation of impervious runoff from adjacent DMA's to bypass these porous pavement sections and drain directly to the BMP. Additionally, to represent the 12-inches of gravel storage located beneath the porous pavement French Drain, the "Dstore-Perv'' value for the catchment representing the porous pavement is set to 4.8-inches (as 12 inches of gravel has only 40% of voids space available for storage, thus 12 X 0.4 = 4.8). BMP MODELING FOR HMP PURPOSES Modeling of dual purpose Water Quality/HMP BMPs Four (4) HMP BMP biofiltration basins and two (2) underground detention vaults are proposed for water quality treatment and hydromodification conformance for the project site. Tables 4, 5 and 6 illustrate the dimensions required for HMP compliance according to the SWMM model that was undertaken for the project. BMP BR-1 BR-2 BR-3 BR-4 TABLE 4 -SUMMARY OF DEVELOPED DUAL PURPOSE WQ & HMP BMPs DIMENSIONS Tributary BMP Gravel Area (Ac) Area111 Depth121 LowerOrif. Depth Riser Weir Perimeter Total Surface (ftz) (in) D (in)131 Invert (ft)'41 Length151 (ft) Depth161 (ft) 0.726 803 13 0.875 0.75 8.0 0.92 0.414 356 13 0.675 0.75 8.0 0.92 0.394 557 12 0.75 0.75 8.0 0.92 0.506 435 12 0.75 0.75 8.0 0.92 Notes: (1): Area of amended soil equal to area of gravel (2): Includes filter gravel layer, French Drain is set at an elevation of 3-inchesor 4-inches above the base of the facility. (3): Diameter of orifice in gravel layer with invert at bottom of layer; tied with hydromod min threshold (O.l·Q,). Basin (4): Depth of ponding beneath riser structure's surface spillway. (S): Overflow length, the internal perimeter of the riser is 8 ft (2ft x 2ft internal dimensions). (6): Total surface depth of BMP from top crest elevation to surface invert. TABLE 5-SUMMARY OF DETENTION VAULTS: Area (ft2) Depth (ft) Volume (ft3) DETENTION VAULT 1,250 8 10,000 Notes: (1): Volume/area to be distributed between the two (2) individual detention facilities. TABLE 6-SUMMARY OF DETENTION VAULT RISER DETAILS: Lower Orifice Emergency Weir BASIN Diameter Number of Elev.111 (ft) Width (ft) Elev.111 (ft) (in) Orifices DETENTION 1.125 1 0.0 7.5 VAULT 8.0 Notes: (1): Invert of basin surface assumed to be elevation 0.0'. 4 w.o. 7063-02 • -- .. --.. • .. - • • -- • • - • .. - • .. .. .. .. .. .. .. .. - .. -... • .. -.. -.. .. .. - -.. --- ... - .. -... - "" BMW Carlsbad HMP Memo October 15, 2019 FLOW DURATION CURVE COMPARISON The Flow Duration Curve (FDC) for the site was compared at the POC by exporting the hourly runoff time series results from SWMM to a spreadsheet . Oi and 010 were determined with a partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method (which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range between 10% of Oi and Clio was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (0. with i=3 to 9). For the purpose of the plot, the values were presented as percentage of time exceeded for each flow rate. FDC comparison at the POC is illustrated in Figure 1 in both normal and logarithmic scale. Attachment 5 provides a detailed drainage exhibit for the post-developed condition. As can be seen in Figure 1, the FDC for the proposed condition with the HMP BMPs is within 110% of the curve for the existing condition in both peak flows and durations. The additional runoff volume generated from developing the site will be released to the existing point of discharge at a flow rate below the 10% Oi lower threshold for POC-1. Additionally, the project will also not increase peak flow rates between the Oi and the 010, as shown in the peak flow tables in Attachment 1. Discussion of the Manning's coefficient (Pervious Areas) for Pre and Post-Development Conditions Typically the Manning's coefficient is selected as n = 0.10 for pervious areas and n = 0.012 for impervious areas. Due to the complexity of the model carried out in pre and post-development conditions, a more accurate value of the Manning's coefficient for pervious areas has been chosen. Taken into consideration the "Handouts on Supplemental Guidance -Handout #2: Manning's "n" Values for Overland Flow Using EPA SWMM V.5'' by the County of San Diego (Reference (6)) a more accurate value of n = 0.05 has been selected (see Table 1 of Reference (6) included in Attachment 7). An average n value between pasture and shrubs and bushes (which is also the value of dense grass) has been selected per the reference cited, for light rain (<0.8 in/hr) as more than 99% of the rainfall has been measured with this intensity. SUMMARY This study has demonstrated that the proposed HMP BMPs provided for the BMW Carlsbad project site is sufficient to meet the current HMP criteria if the cross-section areas and volumes recommended within this technical memorandum, and the respective orifice and outlet structure are incorporated as specified within the proposed project site . 5 W.O.7063-02 BMW Carlsbad HMP Memo October 15, 2019 KEY ASSUMPTIONS 1. Type B Soils is representative of the existing condition site. 2. Two (2) separate detention vaults will be constructed at the same elevation and hydraulically linked, acting as a single detention system. ATTACHMENTS 1. Oi to U10 Comparison Tables 2. FDC Plots (log and natural "x" scale) and Flow Duration Table. 3. List of the "n" largest Peaks: Pre-Development and Post-Development Conditions 4. Elevations vs. Discharge Curves to be used in SWMM 5. Pre & Post Development Maps, Project plan and section sketches 6. SWMM Input Data in Input Format (Existing and Proposed Models) 7. SWMM Screens and Explanation of Significant Variables 8. Geotechnical Documentation 9. Summary files from the SWMM Model REFERENCES [1] -"Review and Analysis of San Diego County Hydromodification Management Plan (HMP): Assumptions, Criteria, Methods, & Modeling Tools -Prepared for the Cities of San Marcos, Oceanside & Vista", May 2012, TRW Engineering. [2] -"Final Hydromodification Management Plan (HMP) prepared for the County of San Diego", March 2011, Brown and Caldwell. [3] -Order R9-20013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [4] -"Handbook of Hydrology'', David R. Maidment, Editor in Chief. 1992, McGraw Hill. [5] -"City of Carlsbad BMP Design Manual", February 2016. [6] -"Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region", 2016, TRW Engineering. 6 W.O.7063-02 - ----------- -.. ---.. --- - • • - -• -... -.. - - - • ------- - • -- -.. -.. - .. - - BMW Carlsbad HMP Memo October 15, 2019 Figure la and lb. Flow Duration Curve Comparison {logarithmic and normal "x" scale) 7 W.O.7063-02 ~ --·----~ -----0~ • ---~---~-· ---------- BMW Carlsbad HMP Memo October 15, 2019 ATTACHMENT 1. Qz to Qi0 Comparison Table -POC 1 Return Period Existing Condition (cfs) 1\1 2-year 1.465 3-year 1.820 4-year 1.976 5-year 2.057 6-year 2.227 7-year 2.264 8-year 2.383 9-year 2.490 10-year 2.496 8 itigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 0.811 0.654 1.055 0.766 1.323 0.653 1.592 0.464 1.899 0.328 1.906 0.358 1.969 0.415 2.070 0.420 2.109 0.387 W.O.7063-02 • • -- • .. - - -- ---.. -.. -----------.. -.. - - ATTACHMENT 2 FLOW DURATION CURVE ANALYSIS 1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The figures on the following pages illustrate that the flow duration curve in post-development conditions after the proposed BMP is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.1002 -0 10 is divided in 100 sub- intervals, then a) the post development divided by pre-development durations are never larger than 110% (the permit allows up to 110%); and b) there are no more than 10 intervals in the range 101%-110% which would imply an-excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the flow duration curve can be expressed in the "x" axis as percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to look exactly the same, and compliance can be observed regardless of the variable selected. However, in order to satisfy the City of CarlsbadHMP example, % of time exceeded is the variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the normal scale is preferred, as differences between the pre-development and post-development curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. In terms of the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by REC, not only the range of analysis is clearly depicted (10% of 0 2 to 0 10) but also all intermediate flows are shown (Qi, Ch, 04, Os, Qi;, 0 1, Os and Qg) in order to demonstrate compliance at any range Ox -Ox+1. It must be pointed out that one of the limitations of both the SWMM and SOHM models is that the intermediate analysis is not performed (to obtain Oi from i = 2 to 10). REC performed the analysis using the Cunnane Plotting position Method (the preferred method in the HMP permit) from the "n" largest independent peak flows obtained from the continuous time series. The largest "n" peak flows are attached in this appendix, as well as the values of Oi with a return period "i", from i=2 to 10. The Oi values are also added into the flow-duration plot. BMW Carlsbad POC 1-Flow Duration Curve 2.50 _1 -I -·t -I -t •-•••-•1 _,,•-1·-•1 -••1-•1 -f -I -t -1 •-•1 -I -I -•••-'!'9•••--••-•? -I -------., i~·-·-·-· -. -•-. -· -·--. -. -. -I· -. .....!. -• -• -• -• -• -· -• -• -• -•.• -, -. -• -• """' . I I ~ 2.25 I i8f :=:=:•=:_. . -. -Le . -. -. -. -. -l -. _,. -. -. -. -. -. -. -. -. -. -. -. -• -. -t -. ::Q, ."'· --~-• ·-·-·---r----·-·+ -~ ~ ""• ~-... ~ ·-· -~------~-~--T -~ 2.00 I ~·-·-·-·-·-· Qr ·-·-.'----·, . ·-·-·-·-·-·-·-·-~---·-· i .... ~ + -~----L L -1--Qs ,·-· j_ -·-·-·-·-·-·-·-·-·-·-·-·-·-'· .. -. -. -. -. -. -. -.· -. -. ' . ~ 1.75 . -·· -. -. -. -··-.---'. -... -. -. -. -. -. -. -. -. -. ~ ~--·-·-·-·-·-·-·-· 1.50 Qz ·-·-·-·-·-·-·-·-'----· _--:--1· _;_ · -Q2 -·-·-·-·~·-· -----·-·- -:? ~ 1.25 ~-,-• H--Existing CJ -Proposed 1.00 + ---Ox 0.75 10 .Stt2· -·-·-· ..;.... -·-·-· -.~-. -. -·-·--·--;-~1-~---;----.-~ -. -• -. . -.t _ . ..;_ . ;;;;;-;-.=. 7l"~!Cl2 0.50 + 0.3tt2·-·-·-·-·-·-·-·-· '-1---·-·' ·-, _ . _ . _.-_. -•I-• .................. ' --. 7)".!Q2 0.25 O.ltt2·-· , ·-·-•-I•-·-·-·-·-·-·-·. ·-·. ·-· : ·-·-·. ·-· -·-· -. -. -. -. -. 7t.tQ2 0.00 0.0003 0.003 Percentage of time exceeded (%) 0.03 0.3 2.5 2.25 2 1.75 't 1.25 CJ 1 BMW Carlsbad POC 1-Flow Duration Curve t -••-•••-I -I ___ I -I-•• -I -I -,_ I --,•-•t -•· -·I --·--•r-I ---· -I --• -I -••-•·•-I ~•••--,•-•,•-I ~ . -. -. -. -_,_. -. -. -. -... -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -. -"O.s . -. -. -·.-'f . =: =: =: =: =: =-: =: = :=: =":~: =: =: = :·_-;~. ----.---. -. -· -. -. _: =9l- · -· -· -·'.-· -· -· -· -· i :-~-=-:---:-=-:--:=:=:=:~:--=;i =-==-·-·-·-· ·~...:·-·--~ ·-·-·-·-·-·-·-·~----·-·-·--·-·-·-·-·~·-·-·-·-·-·-·-·-·~ I ·-·-·--·-·-·~------·-·-·-·-·-·-·-·-·-·-·-·1·-·-·- -Existing · --Q.2 -Proposed -·-OX 0.75 R.5~2·-·-·-· . ---------------. -. -. -. -. -. -----~, ~ . -. -. "1):SQ2 0.5 I 4- ;"\-• • • ~--• I Q .3~2· -. -. -. -· -. -. -. .......___-. T. -. -. -. ,i -. -. -. -. -. i. -. -. -. -·1· -. -. -. -o:3 2 0.25 -j -· · t ~-------t-· + -:::::s;--i ~~ -- .1~2· -. -. -. -•j-. -. -. -. -. ~. -. -. -. -. -i· -. -. -. -. -. . . -. -1 · -. -. -. "1):lQ2 0 ' -0 0.02 0.04 0.06 Percentage of time exceeded(%) Flow Duration Curve Data for BMW Carlsbad, City of Carlsbad, CA Q2= 1.47 cfs Fraction 10 % QlO= 2.50 cfs Step= 0.0237 cfs Count= 499679 hours 57.00 years Existing Condition Detention Optimized Pass or Interval Q(ds) Hours >Q %time Hours>Q %time Post/Pre Fail? 1 0.147 222 4.44E-02 229 4.58E-02 103% Pass 2 0.170 206 4.12E-02 207 4.14E-02 100% Pass 3 0.194 186 3.72E-02 182 3.64E-02 98% Pass 4 0.218 179 3.58E-02 158 3.16E-02 88% Pass 5 0.241 175 3.50E-02 122 2.44E-02 70% Pass 6 0.265 170 3.40E-02 109 2.18E-02 64% Pass 7 0.289 169 3.38E-02 102 2.04E-02 60% Pass 8 0.313 164 3.28E-02 99 l.98E-02 60% Pass 9 0.336 152 3.04E-02 95 1.90E-02 63% Pass 10 0.360 149 2.98E-02 92 1.84E-02 62% Pass 11 0.384 146 2.92E-02 85 1.70E-02 58% Pass 12 0.408 141 2.82E-02 80 1.60E-02 57% Pass 13 0.431 141 2.82E-02 79 1.58E-02 56% Pass 14 0.455 135 2.70E-02 79 1.58E-02 59% Pass 15 0.479 132 2.64E-02 75 1.50E-02 57% Pass 16 0.502 126 2.52E-02 61 1.22E-02 48% Pass 17 0.526 121 2.42E-02 58 1.16E-02 48% Pass 18 0.550 116 2.32E-02 57 1.14E-02 49% Pass 19 0.574 110 2.20E-02 54 1.08E-02 49% Pass 20 0.597 106 2.12E-02 54 1.08E-02 51% Pass 21 0.621 106 2.12E-02 51 1.02E-02 48% Pass 22 0.645 101 2.02E-02 48 9.61E-03 48% Pass 23 0.669 99 1.98E-02 46 9.21E-03 46% Pass 24 0.692 94 l.88E-02 44 8.81E-03 47% Pass 25 0.716 92 1.84E-02 43 8.61E-03 47% Pass 26 0.740 89 l.78E-02 42 8.41E-03 47% Pass 27 0.763 86 1.72E-02 41 8.21E-03 48% Pass 28 0.787 83 1.66E-02 36 7.20E-03 43% Pass 29 0.811 81 l.62E-02 35 7.00E-03 43% Pass 30 0.835 79 l.58E-02 32 6.40E-03 41% Pass 31 0.858 74 l.48E-02 32 6.40E-03 43% Pass 32 0.882 72 l.44E-02 31 6.20E-03 43% Pass 33 0.906 71 l.42E-02 31 6.20E-03 44% Pass 34 0.930 58 l.16E-02 30 6.00E-03 52% Pass 35 0.953 58 l.16E-02 27 5.40E-03 47% Pass 36 0.977 57 l.14E-02 27 5.40E-03 47% Pass ... .. Existing Condition Detention Optimized Pass or .. Interval Q(ds) Hours>Q %time Hours>Q %time Post/Pre Fail? .. 37 1.001 53 1.06E-02 26 5.20E-03 49% Pass 38 1.025 53 1.06E-02 26 5.20E-03 49% Pass .. 39 1.048 52 1.04E-02 25 5.00E-03 48% Pass -40 1.072 50 1.00E-02 19 3.80E-03 38% Pass 41 1.096 50 1.00E-02 19 3.80E-03 38% Pass ... 42 1.119 50 1.00E-02 19 3.80E-03 38% Pass -43 1.143 48 9.61E-03 19 3.80E-03 40% Pass 44 1.167 47 9.41E-03 18 3.60E-03 38% Pass -45 1.191 47 9.41E-03 18 3.60E-03 38% Pass .. 46 1.214 47 9.41E-03 18 3.60E-03 38% Pass .. 47 1.238 43 8.61E-03 18 3.60E-03 42% Pass 48 1.262 43 8.61E-03 18 3.60E-03 42% Pass .. 49 1.286 41 8.21E-03 18 3.60E-03 44% Pass .. 50 1.309 37 7.40E-03 16 3.20E-03 43% Pass 51 1.333 35 7.00E-03 15 3.00E-03 43% Pass -52 1.357 35 7.00E-03 14 2.80E-03 40% Pass ... 53 1.380 35 7.00E-03 14 2.80E-03 40% Pass 54 1.404 33 6.60E-03 14 2.80E-03 42% Pass 55 1.428 33 6.60E-03 14 2.80E-03 42% Pass -56 1.452 33 6.60E-03 14 2.80E-03 42% Pass 57 1.475 32 6.40E-03 14 2.80E-03 44% Pass -58 1.499 32 6.40E-03 13 2.60E-03 41% Pass -59 1.523 31 6.20E-03 13 2.60E-03 42% Pass 60 1.547 31 6.20E-03 13 2.60E-03 42% Pass -61 1.570 30 6.00E-03 13 2.60E-03 43% Pass -62 1.594 29 5.80E-03 12 2.40E-03 41% Pass ... 63 1.618 27 5.40E-03 11 2.20E-03 41% Pass 64 1.641 26 5.20E-03 11 2.20E-03 42% Pass .. 65 1.665 25 5.00E-03 11 2.20E-03 44% Pass -66 1.689 23 4.60E-03 11 2.20E-03 48% Pass 67 1.713 23 4.60E-03 11 2.20E-03 48% Pass -68 1.736 23 4.60E-03 11 2.20E-03 48% Pass -69 1.760 23 4.60E-03 11 2.20E-03 48% Pass 70 1.784 23 4.60E-03 11 2.20E-03 48% Pass .. 71 1.808 23 4.60E-03 11 2.20E-03 48% Pass 72 1.831 22 4.40E-03 11 2.20E-03 50% Pass 73 1.855 21 4.20E-03 11 2.20E-03 52% Pass 74 1.879 19 3.80E-03 11 2.20E-03 58% Pass 75 1.903 18 3.60E-03 10 2.00E-03 56% Pass 76 1.926 18 3.60E-03 8 l.60E-03 44% Pass 77 1.950 18 3.60E-03 8 l.60E-03 44% Pass 78 1.974 17 3.40E-03 8 l.60E-03 47% Pass 79 1.997 17 3.40E-03 7 l.40E-03 41% Pass 80 2.021 16 3.20E-03 7 l.40E-03 44% Pass -81 2.045 14 2.80E-03 7 1.40E-03 50% Pass ... -.. Existing Condition Detention Optimized Interval Q(ds) Hours>Q %time Hours>Q %time Post/Pre 82 2.069 12 2.40E-03 6 1.20E-03 50% 83 2.092 12 2.40E-03 6 1.20E-03 50% 84 2.116 12 2.40E-03 6 1.20E-03 50% 85 2.140 10 2.00E-03 5 1.00E-03 50% 86 2.164 10 2.00E-03 5 l.00E-03 50% 87 2.187 10 2.00E-03 5 l.00E-03 50% 88 2.211 10 2.00E-03 5 l.00E-03 50% 89 2.235 9 1.80E-03 5 l.00E-03 56% 90 2.258 8 l.60E-03 5 1.00E-03 63% 91 2.282 8 1.60E-03 4 8.0lE-04 50% 92 2.306 8 1.60E-03 4 8.0lE-04 50% 93 2.330 7 1.40E-03 4 8.0lE-04 57% 94 2.353 7 1.40E-03 4 8.0lE-04 57% 95 2.377 7 1.40E-03 4 8.0lE-04 57% 96 2.401 7 1.40E-03 4 8.0lE-04 57% 97 2.425 7 1.40E-03 4 8.0lE-04 57% 98 2.448 7 1.40E-03 4 8.0lE-04 57% 99 2.472 7 1.40E-03 4 8.0lE-04 57% 100 2.496 6 1.20E-03 4 8.0lE-04 67% Peak Flows calculated with Cunnane Plotting Position Return Period Pre-dev. Q (cfs) Post-Dev. Q (years) (cfs) 10 2.496 2.109 9 2.490 2.070 8 2.383 1.969 7 2.264 1.906 6 2.227 1.899 5 2.057 1.592 4 1.976 1.323 3 1.820 1.055 2 1.465 0.811 Pass or Fail? Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Reduction (cfs) 0.387 0.420 0.415 0.358 0.328 0.464 0.653 0.766 0.654 • ---• - -• ---• -.. --- -- - ------- , ... - ... -... .. ... ... ... ... - .. .., ... ATTACHMENT 3 List of the "n" Largest Peaks: Pre & Post-Developed Conditions Basic Probabilistic Equation: R = 1/P R: Return period (years). P: Probability of a flow to be equaled or exceeded any given year (dimensionless). Cunnane Equation: p = i-0.4 n+0.2 Weibull Equation: p =-i- n+l i: Position of the peak whose probability is desired (sorted from large to small) n: number of years analyzed. Explanation of Variables for the Tables in this Attachment Peak: Refers to the peak flow at the date given, taken from the continuous simulation hourly results of the n year analyzed . Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis is included under the variable Posit . Date: Date of the occurrence of the peak at the outlet from the continuous simulation Note: all peaks are not annual maxima; instead they are defined as event maxima, with a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before, the hour of occurrence and 12 hours after the occurrence, so it is in essence a daily peak) . List of Peak events and Determination of QZ and Q10 (Pre-Development) BMW Carlsbad -POC 1 T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 2.50 2.59 Date Posit Weibull Cunnane 9 2.49 2.49 0.908 1/15/1978 57 1.02 1.01 8 2.38 2.44 0.923 9/18/1963 56 1.04 1.03 7 2.26 2.29 0.923 1/11/2005 55 1.05 1.05 6 2.23 2.23 0.926 3/15/1986 54 1.07 1.07 5 2.06 2.07 0.926 12/24/1988 53 1.09 1.09 4 1.98 1.99 0.927 2/19/1958 52 1.12 1.11 3 1.82 1.82 0.929 1/6/1979 51 1.14 1.13 2 1.47 1.47 0.986 8/17/1977 so 1.16 1.15 0.992 2/22/1998 49 1.18 1.18 0.992 2/12/2003 48 1.21 1.20 Note: 0.994 11/8/2002 47 1.23 1.23 Cunnane is the preferred 1.039 12/31/2004 46 1.26 1.25 method by the HMP permit. 1.053 2/4/1994 45 1.29 1.28 1.069 3/1/1991 44 1.32 1.31 1.123 11/11/1985 43 1.35 1.34 1.137 4/27/1960 42 1.38 1.38 1.157 2/14/1998 41 1.41 1.41 1.226 1/18/1993 40 1.45 1.44 1.237 12/2/1961 39 1.49 1.48 1.277 2/12/1992 38 1.53 1.52 1.292 2/15/1986 37 1.57 1.56 1.296 3/2/1980 36 1.61 1.61 1.304 1/16/1978 35 1.66 1.65 1.304 1/29/1980 34 1.71 1.70 1.32 3/11/1995 33 1.76 1.75 1.325 1/6/2008 32 1.81 1.81 1.394 12/30/1991 31 1.87 1.87 1.394 2/17/1998 30 1.93 1.93 1.465 1/27/2008 29 2.00 2.00 1.512 2/23/1998 28 2.07 2.07 1.59 10/20/2004 27 2.15 2.15 1.595 2/16/1980 26 2.23 2.23 1.611 2/10/1978 25 2.32 2.33 1.627 11/22/1965 24 2.42 2.42 1.664 2/27/1983 23 2.52 2.53 1.667 1/29/1983 22 2.64 2.65 1.667 2/3/1998 21 2.76 2.78 1.808 3/17/1982 20 2.90 2.92 1.832 1/16/1952 19 3.05 3.08 1.856 11/15/1952 18 3.22 3.25 1.864 12/19/1970 17 3.41 3.45 1.879 10/27/2004 16 3.63 3.67 1.958 4/1/1958 15 3.87 3.92 2.021 1/14/1993 14 4.14 4.21 2.034 3/1/1978 13 4.46 4.54 2.046 2/20/1980 12 4.83 4.93 2.12 2/18/2005 11 5.27 5.40 2.227 10/29/2000 10 5.80 5.96 2.235 2/25/1969 9 6.44 6.65 2.309 2/4/1958 8 7.25 7.53 2.488 9/23/1986 7 8.29 8.67 2.497 2/25/2003 6 9.67 10.21 3.025 1/4/1995 5 11.60 12.43 3.175 1/15/1979 4 14.50 15.89 3.525 1/4/1978 3 19.33 22.00 3.541 10/1/1983 2 29.00 35.75 3.911 4/14/2003 1 58.00 95.33 -- ---- ------ • -• -.. ----- -.. - ---., ... - -- - - ---- List of Peak events and Determination of QZ and QlO (Post-Development) BMW carlsbad • POC 1 T Cunnane Weibull Period of Return (Year) (cfs) (cfs) Peaks (cfs) (Years) 10 2.11 2.14 Date Posit Weibull Cunnane 9 2.07 2.09 0.235 1/14/1993 57 1.02 1.01 8 1.97 2.02 0.236 10/12/1987 56 1.04 1.03 7 1.91 1.91 0.237 1/29/1980 55 1.05 1.05 6 1.90 1.90 0.237 3/2/1983 54 1.07 1.07 5 1.59 1.59 0.237 12/17/1987 53 1.09 1.09 4 1.32 1.33 0.238 10/29/2000 52 1.12 1.11 3 1.05 1.05 0.241 2/14/1954 51 1.14 1.13 2 0.81 0.81 0.242 1/6/1977 so 1.16 1.15 0.243 12/19/1967 49 1.18 1.18 0.246 2/18/2005 48 1.21 1.20 Note: 0.273 9/23/1986 47 1.23 1.23 Cunnane is the preferred 0.356 4/1/1958 46 1.26 1.25 method by the HMP permit. 0.372 10/20/2004 45 1.29 1.28 0.374 1/15/1993 44 1.32 1.31 0.375 1/11/2005 43 1.35 1.34 0.404 12/29/2004 42 1.38 1.38 0.426 1/27/1956 41 1.41 1.41 0.481 12/25/1983 40 1.45 1.44 0.49 1/18/1952 39 1.49 1.48 0.495 1/16/1952 38 1.53 1.52 0.502 2/18/1980 37 1.57 1.56 0.505 1/11/1980 36 1.61 1.61 0.564 10/27/2004 35 1.66 1.65 0.617 1/22/1967 34 1.71 1.70 0.625 3/3/1983 33 1.76 1.75 0.637 1/25/1969 32 1.81 1.81 0.759 11/22/1996 31 1.87 1.87 0.781 3/11/1995 30 1.93 1.93 0.811 12/5/1966 29 2.00 2.00 0.824 3/5/1995 28 2.07 2.07 0.865 11/30/2007 27 2.15 2.15 0.908 1/16/1993 26 2.23 2.23 0.935 1/20/1962 25 2.32 2.33 0.947 1/9/2005 24 2.42 2.42 0.998 1/13/1997 23 2.52 2.53 1.035 2/23/2005 22 2.64 2.65 1.051 3/8/1968 21 2.76 2.78 1.054 2/15/1986 20 2.90 2.92 1.055 1/15/1978 19 3.05 3.08 1.065 1/6/1979 18 3.22 3.25 1.144 2/22/2008 17 3.41 3.45 1.307 3/1/1991 16 3.63 3.67 1.311 1/16/1978 15 3.87 3.92 1.354 1/29/1980 14 4.14 4.21 1.499 2/23/1998 13 4.46 4.54 1.591 11/22/1965 12 4.83 4.93 1.601 3/17/1982 11 5.27 5.40 1.899 1/4/1978 10 5.80 5.96 1.906 3/1/1978 9 6.44 6.65 1.906 2/20/1980 8 7.25 7.53 2.057 2/25/1969 7 8.29 8.67 2.117 2/4/1958 6 9.67 10.21 2.27 2/25/2003 5 11.60 12.43 2.765 1/15/1979 4 14.50 15.89 2.81 10/1/1983 3 19.33 22.00 3.257 1/4/1995 2 29.00 35.75 3.331 4/14/2003 1 58.00 95.33 ATTACHMENT 4 AREA VS ELEVATION The storage provided beneath the first surface outlet by the LID BMP is entered into the LID Module within SWMM -please refer to Attachment 7 for further information. The surface bio- filtration BMPs are bordered by vertical walls, as such the area is constant with depth. Similarly, the underground detention vault has a constant area as the depth increases due to it being a walled structure. DISCHARGE VS ELEVATION The orifices have been selected to maximize their size while still restricting flows to conform with the required 10% of the Q2 event flow as mandated in the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While REC acknowledges that these orifices are small, to increase the size of these outlets would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the BMP from conformance with HMP requirements. In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser and orifices must be performed to ensure potential blockages are minimized. A detail of the orifice and riser structure is provided in Attachment 5 of this memorandum. The LID low flow orifice discharge relationship is addressed within the LID Module within SWMM -please refer to Attachment 7 for further information. • .. .. • - • .. • - • -• .. • -• • -.. - - - ---------- .. ... .. .. ... .. - DISCHARGE EQUATIONS 1) Weir: Qw = Cw . L . H3/2 (1) 2) Slot: As an orifice: Q5 = B5 • h5 ·Cg· j2g (H -;) {2.a) As a weir: {2.b) For H > hs slot works as weir until orifice equation provides a smaller discharge. The elevation such that equation {2.a) = equation {2.b) is the elevation at which the behavior changes from weir to orifice. 3) Vertical Orifices As an orifice: Q0 = 0.25 · nD2 • cg • j 2g ( H -%) {3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined Q as a function of H: Q2 A3 0 CT -=-; g Tcr Yer = % [1 -sin(0.5 · «er)] {3.b.1, 3.b.2, 3.b.3, 3.b.4 and 3.b.5) There is a value of H {approximately H = 110% D) from which orifices no longer work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge using critical equations and equations {3.b) . A mathematical model is prepared with the previous equations depending on the type o discharge. The following are the variables used above: Ow, Os, Oo = Discharge of weir, slot or orifice {cfs) Cw, c8 : Coefficients of discharge of weir {typically 3.1) and orifice (0.61 to 0.62) L, Bs, D, hs : Length of weir, width of slot, diameter of orifice and height of slot, respectively; {ft) H: Level of water in the pond over the invert of slot, weir or orifice (ft) Ac,, Tc,, Yer, ac,: Critical variables for circular sector: area {sq-ft), top width (ft), critical depth (ft), and angle to the center, respectively . Outlet structure for Discharge of Underground Vault Discharge vs Elevation Table Low orifice: 1.125" Number: 1 Cg-low: 0.62 Middle orifice: 1" number of orif: 0 Cg-middle: 0.62 invert elev: 0.25 ft h H/D-low H/D-mid Qlow-orlf (ft) --(cfs) 0.000 0.000 0.000 0.000 0.250 2.667 0.000 0.015 0.500 5.333 3.000 0.023 0.750 8.000 6.000 0.029 1.000 10.667 9.000 0.034 1.250 13.333 12.000 0.038 1.500 16.000 15.000 0.041 1.750 18.667 18.000 0.045 2.000 21.333 21.000 0.048 2.250 24.000 24.000 0.051 2.500 26.667 27.000 0.054 2.750 29.333 30.000 0.056 3.000 32.000 33.000 0.059 3.250 34.667 36.000 0.061 3.500 37.333 39.000 0.064 3.750 40.000 42.000 0.066 4.000 42.667 45.000 0.068 4.250 45.333 48.000 0.070 4.500 48.000 51.000 0.072 4.750 50.667 54.000 0.074 5.000 53.333 57.000 0.076 5.250 56.000 60.000 0.078 5.500 58.667 63.000 0.080 5.750 61.333 66.000 0.082 6.000 64.000 69.000 0.084 6.250 66.667 72.000 0.086 6.500 69.333 75.000 0.087 6.750 72.000 78.000 0.089 7.000 74.667 81.000 0.091 7.250 77.333 84.000 0.092 7.500 80.000 87.000 0.094 7.750 82.667 90.000 0.095 8.000 85.333 93.000 0.097 Lower slot Invert: B h Upper slot Invert: B: h Qlow-welr (cfs) 0.000 0.019 0.202 0.288 0.335 0.377 0.414 0.448 0.480 0.510 0.538 0.565 0.590 0.615 0.638 0.661 0.683 0.704 0.725 0.745 0.764 0.783 0.802 0.820 0.838 0.855 0.872 0.889 0.906 0.922 0.938 0.953 0.969 0.00 ft 0.00 ft 0.000 ft 0.000 ft 0.00 ft 0 167 ft Qtot-low Qmld-orlf (cfs) (cfs) 0.000 0.000 0.015 0.000 0.023 0.000 0.029 0.000 0.034 0.000 0.038 0.000 0.041 0.000 0.045 0.000 0.048 0.000 0.051 0.000 0.054 0.000 0.056 0.000 0.059 0.000 0.061 0.000 0.064 0.000 0.066 0.000 0.068 0.000 0.070 0.000 0.072 0.000 0.074 0.000 0.076 0.000 0.078 0.000 0.080 0.000 0.082 0.000 0.084 0.000 0.086 0.000 0.087 0.000 0.089 0.000 0.091 0.000 0.092 0.000 0.094 0.000 0.095 0.000 0.097 0.000 .. • • .. Emergency Weir Invert: 7 .500 ft .. B: 8 ft • .. Qmld-weir Qtot-med Qslot-low Qslot-upp Qemer Qtot (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) - 0.000 0.000 0.000 0.000 0.000 0.000 • 0.000 0.000 0.000 0.000 0.000 0.015 0.000 0.000 0.000 0.000 0.000 0.023 -0.000 0.000 0.000 0.000 0.000 0.029 0.000 0.000 0.000 0.000 0.000 0.034 • 0.000 0.000 0.000 0.000 0.000 0.038 0.000 0.000 0.000 0.000 0.000 0.041 -0.000 0.000 0.000 0.000 0.000 0.045 0.000 0.000 0.000 0.000 0.000 0.048 0.000 0.000 0.000 0.000 0.000 0.051 0.000 0.000 0.000 0.000 0.000 0.054 -0.000 0.000 0.000 0.000 0.000 0.056 • 0.000 0.000 0.000 0.000 0.000 0.059 0.000 0.000 0.000 0.000 0.000 0.061 0.000 0.000 0.000 0.000 0.000 0.064 .. 0.000 0.000 0.000 0.000 0.000 0.066 • 0.000 0.000 0.000 0.000 0.000 0.068 0.000 0.000 0.000 0.000 0.000 0.070 -0.000 0.000 0.000 0.000 0.000 0.072 0.000 0.000 0.000 0.000 0.000 0.074 • 0.000 0.000 0.000 0.000 0.000 0.076 0.000 0.000 0.000 0.000 0.000 0.078 -0.000 0.000 0.000 0.000 0.000 0.080 0.000 0.000 0.000 0.000 0.000 0.082 • 0.000 0.000 0.000 0.000 0.000 0.084 0.000 0.000 0.000 0.000 0.000 0.086 0.000 0.000 0.000 0.000 0.000 0.087 • 0.000 0.000 0.000 0.000 0.000 0.089 0.000 0.000 0.000 0.000 0.000 0.091 -0.000 0.000 0.000 0.000 0.000 0.092 0.000 0.000 0.000 0.000 0.000 0.094 -0.000 0.000 0.000 0.000 3.098 3.193 0.000 0.000 0.000 0.000 8.765 8.862 - --.. - ---- .. .. .. .. .. ATTACHMENT 5 Pre & Post-Developed Maps, Project Plan and Detention Section Sketches C, .. . J :,, : ... : I I .. ... , w - 7.1 1 ; : . J u., . :: l ' zF C i ~ "' ~ ":; ~ 7 "" i 1 s .. , r, P' m ,n 12 ~ • !.' \ ~ :1~ '.' $ . I,. : ; ~ I! ! f '! ; : X . i ; ◄~ • ... . ·-• ~ r 1 .. - -- .. . - .. . . . . . ~ - .~ ~ . , , ~ ------ I I I I I -- \ I ,---@ , . r I .( • \ I ~ \(oMA-1F) "- \ I I ---------------- CANNON ROAD ~ -~ · DMA-2A , . -... -... - ~ STRl.CTIJRAl BMP-5: PRO!'AiEfARY BiOFi.TAATION \BF-3) FOR ROOF Al-"'OFF POWJTANT CONTROl I 12 -------,,/ STAIJC'T\JAAl l!MP-ll: OEJENTICi., POND FOR HVDOOMOOlflCATION MANAGEMEHT PROPOSED ROOF DOYN DRAIN LOCATION, CONNECTS TO BMP-5 ~ AUTO CENTER CT ---------------- ~ I I I I-I ~ ! I -I t / t ' 8 I i;· I , I , I , I I I , I , I , I , I , I , I , ' I ' I ' I I I I ' I ' I ' I ' \ ' I ' I I ' I ' I ' I ' I ' I ' I LEGEND: [==:J ASPIW.T (MPERVIOUS) ~~C1MPEJM()US) C::J PERMEA8lE PA'IERS c=:JLN<OSCAPE [==:J AOOFlffA -~ OMA 90UNOAR'I' • --• SUB-OMA 80UNOARY ~ AETENOON BA.SJN I ,.-._-., BIOFI.TAATIONBASIN llffl PROPfllETARY BIOFI.TAATlON GEOTECHNICAL INFO: • HYOROI.OGIC SOI. GAQU>-B •INFLTRA110N:O.Ot1 ~ • SOIL EXPANSNE POTENT1Al: VERY LOW •DEPTHTOGAOUNOWATER: >5a CCSYA ANALYSIS: ----PROPERTY Lt<E ~ SUfFACER.ONOOECTION -SO-f'ROl'OSEO STORM OAAIN svsra, ~) OMAD @ OMA SUB-AREA ll -cD-PROl'OSEO CONTOUI EXISTING CONTOUR C:J UNllERGR()lH)OETENTKlNVAULT [3 PERMEABLEPAVERS(SMP-7) NO CRT1CAL COURSE SED!MENTYE.O l'l'E>S lO BE PROTECTED BASED ON Vl'MAA. MAPS. BMP DETAILS: SEE DETAILS IN ATTACHMENT 1 E OF sv.oMI' OMA SUMMARY: SEE ATTACHMENT 18 OF S"NOMP 20 0 20 40 ~---i GRAPHIC SCALE SCALE: I"= 20' I PREPARED FOR: PREPARED BY: SWQMP: DMA EXHIBIT BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD,CA92008 , I , I ' I AIJTONATION INC. 200 SN 1 ST STREET, 14TI-I FLOOR FOAT LAUDERDALE, FL 33301 CONTACT: p;x>,y PATEL TEL: (954) 769-S'.JOO ATTACHMENT 6 SWMM Input Data in Input Format (Existing & Proposed Models) .. -.. [TITLE] -[OPTIONS] FLOW UNITS CFS -INFILTRATION GREEN AMPT FLOW ROUTING KINWAVE START DATE 10/01/1951 -START TIME 00:00:00 REPORT START DATE 10/01/1951 --REPORT START TIME 00:00:00 END DATE 09/30/2008 END TIME 23:00:00 -SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 -WET STEP 00:15:00 DRY STEP 04:00:00 .. ROUTING_STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL -VARIABLE STEP 0.75 LENGTHENING STEP 0 ... MIN SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO --FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH .. MIN SLOPE 0 -[EVAPORATION] ; ;Type Parameters MONTHLY 0.03 0.05 0.08 DRY ONLY NO [RAINGAGES] ,, Rain Time ; ;Name Type Intrvl ··-----------------------, , Oceanside INTENSITY 1:00 [ SUBCATCHMENTS] ; ; Name Raingage 0.11 Snow Catch 1.0 Outlet PRE_DEV 0.13 0.15 0.15 0.13 Data Source ---------- TIMESERIES Oceanside Total Area Pent. Imperv 0.11 Width 0.08 Pent. Slope 0.04 0.02 Curb Length Snow Pack ··----------------------------------------------------------------------------------------------... - ,, OMA-A [SUBAREAS] ;;Subcatchment Oceanside POC-1 N-Imperv N-Perv S-Imperv 3.71 0 979 3 0 S-Perv PctZero RouteTo PctRouted ··------------------------------------------------------------------------------------... -.. ,, OMA-A [ INFILTRATION] ;;Subcatchment 0.012 Suction 0.05 0.05 HydCon IMDmax ··--------------------------------------------,, OMA-A 3 0.15 0.31 0.1 • [OUTFALLS] ... .... -... - -... ;; ; ;Name Invert Elev. Outfall Type Stage/Table Time Series Tide Gate POC-1 0 FREE NO [ TIME SERIES] ; ;Name Date Time Value ··--------------------------------------------,, Oceanside FILE "OsideRain.prn" [REPORT] INPUT NO 25 OUTLET CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -8510.915 4908.181 -8482.307 8731.478 Units None [COORDINATES] ; ;Node ··--------------,, POC-1 [VERTICES] X-Coord Y-Coord -8483.607 5081. 967 ;;Link X-Coord Y-Coord ··--------------------------------------------------,, [Polygons] ;;Subcatchment ··--------------,, DMA-A [SYMBOLS] ; ;Gage ··--------------,, Oceanside X-Coord Y-Coord -8483.607 6622.951 X-Coord Y-Coord -8489.868 7908.829 PRE_DEV [TITLE) [OPTIONS) FLOW UNITS CFS INFILTRATION GREEN AMPT FLOW ROUTING KINWAVE START_DATE 10/01/1951 START_TIME 00:00:00 REPORT_START_DATE 10/01/1951 REPORT_START_TIME 00:00:00 END DATE 09/30/2008 END TIME 23:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY DAYS 0 REPORT_STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING_STEP 0:01:00 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP STEADY STATE NO --FORCE_MAIN_EQUATION H-W LINK OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION) ; ;Type Parameters I I---------- MONTHLY 0.03 0.05 DRY_ONLY NO [RAINGAGES) , , Rain ; ;Name Type . ·-----------------------, , Oceanside INTENSITY [SUBCATCHMENTS] , , ; ;Name Raingage 0.08 Time Intrvl 1:00 . ·------------------------------, , DMA-lF Oceanside DMA-2A(SM) Oceanside BR-3 Oceanside DMA-lC Oceanside DMA-lE Oceanside BR-2 Oceanside BR-1 Oceanside BR-4 Oceanside DMA-lD Oceanside DMA-lG Oceanside DMA-lH Oceanside DMA-lA+lB Oceanside [SUBAREAS) POST_DEV 0.11 0 .13 0.15 0.15 0.13 Snow Data Catch Source ---------- 1.0 TIMESERIES Oceanside Total Pent. Outlet Area Imperv -------------------------------- BR-3 0.341 96.62 POC-1 0.294 6.73 Vault 0.01279 0 BR-2 0.325 61.22 BR-4 0.506 92.52 Vault 0. 00817 0 Vault 0.01843 0 Vault 0.009986 0 BR-2 0.089 0 BR-3 0.053 0 VAULT 1. 325 100 BR-1 0. 726 61.23 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv Pctzero 0 .11 0.08 0.04 0.02 Pent. Curb Width Slope Length ------------------------ 52 1 0 128 1 0 10 0 0 71 1 0 78 1 0 10 0 0 10 0 0 10 0 0 77 1 0 46 1 0 124 1 0 86 1 0 RouteTo PctRouted . ·------------------------------------------------------------------------------------, , • .. .. • Snow Pack -------- -... POST_ DEV -.. DMA-lF 0.012 0.05 0.05 0.1 25 OUTLET DMA-2A(SM) 0.012 0.05 0.05 0.1 25 OUTLET -BR-3 0.012 0.05 0.05 0.1 25 OUTLET DMA-lC 0.012 0.05 0.05 0.1 25 OUTLET ·• DMA-lE 0.012 0.05 0.05 0.1 25 OUTLET BR-2 0.012 0.05 0.05 0.1 25 OUTLET -BR-1 0.012 0.05 0.05 0.1 25 OUTLET BR-4 0.012 0.05 0.05 0.1 25 OUTLET -DMA-lD 0.012 0.05 0.05 4.8 25 PERVIOUS 100 DMA-lG 0.012 0.05 0.05 4.8 25 PERVIOUS 100 -DMA-lH 0.012 0.05 0.05 0.1 25 OUTLET DMA-lA+lB 0.012 0.05 0.05 4.8 25 PERVIOUS 100 - [INFILTRATION] .. ;;Subcatchment Suction HydCon IMDmax . ·--------------------------------------------'' -DMA-lF 3 0.15 0.31 DMA-2A(SM) 3 0.15 0.31 -BR-3 3 0.15 0.31 DMA-lC 3 0.15 0.31 .. DMA-lE 3 0.15 0.31 BR-2 3 0.15 0.31 ... BR-1 3 0.15 0.31 BR-4 3 0.15 0.31 ... DMA-lD 3 0.15 0.31 DMA-lG 3 0.15 0.31 -DMA-lH 3 0.15 0.31 DMA-lA+lB 3 0.15 0.31 .. [LID_ CONTROLS] -'' Type/Layer Parameters ··-----------------------------------BR-1 BC BR-1 SURFACE 7.2 0.00 0.0 0.0 5 ·-BR-1 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-1 STORAGE 13 0.67 0.041 0 -BR-1 DRAIN 0 .3175 0.5 4 6 -BR-2 BC BR-2 SURFACE 7.2 0.00 0 0 5 .. BR-2 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-2 STORAGE 13 0.67 0. 041 0 -BR-2 DRAIN 0.4261 0.5 4 6 ... BR-3 BC BR-3 SURFACE 7.2 0.00 0.0 0.0 5 -BR-3 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-3 STORAGE 12 0.67 0 0 -BR-3 DRAIN 0.3362 0.5 3 6 -BR-4 BC BR-4 SURFACE 7.2 0.00 0.0 0.0 5 ... BR-4 SOIL 18 0.4 0.2 0.1 5 5 1.5 BR-4 STORAGE 12 0.67 0 0 -BR-4 DRAIN 0.4306 0.5 3 6 .. [LID_ USAGE] ;;Subcatchment LID Process Number Area Width InitSatur Fromimprv ToPerv Report File . ·--------------------------------------------------------------------------------------------'' BR-3 BR-3 1 557 0 0 100 0 .. BR-2 BR-2 1 356 0 0 100 0 BR-1 BR-1 1 803 0 0 100 0 -.. -- BR-4 [OUTFALLS] ; ;Name I I-------------- POC-1 [STORAGE] ; ;Name Parameters POST_DEV BR-4 1 435 0 Invert Outfall Stage/Table Tide Elev. Type Time Series Gate ------------------------------------ 0 Invert Elev. FREE Max. Depth Init. Depth Storage Curve NO Curve Params 0 100 0 Ponded Area Evap. Frac. Infiltration ··---------------------------------------------------------------------------------------------------------,, VAULT [OUTLETS] ; ;Name I I-------------- OUTLET [CURVES] ; ;Name ,,-------------- OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET OUTLET UBASIN UBASIN 0 Inlet Node VAULT Type 8 ---------- Rating Storage 0 TABULAR Outlet Node POC-1 X-Value Y-Value -------------------- 0.000 0.000 0.250 0.016 0.500 0.023 0.750 0.029 1. 000 0.033 1. 250 0.037 1.500 0. 041 1.750 0.044 2.000 0.048 2.250 0.051 2.500 0.053 2.750 0.056 3.000 0.058 3.250 0.061 3.500 0.063 3.750 0.065 4.000 0.068 4.250 0.070 4.500 0.072 4.750 0.074 5.000 0.076 5.250 0.078 5.500 0.079 5.750 0.081 6.000 0.083 6.250 0.085 6.500 0.086 6.750 0.088 7.000 0.090 7.250 0.091 7.500 0.093 7.750 3.193 8.000 8.861 0 1250 8 1250 UBASIN 0 0 Outflow Outlet Qcoeff/ Flap Height Type QTable Qexpon Gate --------------------------------------------------- 0 TABULAR/HEAD OUTLET NO • -• -• -------- ----• - - --- --- --- -- [TIMESERIES] ; ;Name Date Time Value Oceanside [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] FILE "OsideRain.prn" DIMENSIONS -11502.645 3423.967 -5798.942 8802.155 Units None [COORDINATES] ;;Node X-Coord Y-Coord POC-1 -8925.024 4095.217 VAULT -8933.210 5413.160 [VERTICES] ;;Link X-Coord Y-Coord POST_DEV . ·--------------------------------------------------'' [Polygons] ;;Subcatchment ,,-------------- DMA-lF DMA-2A(SM) BR-3 DMA-lC DMA-lE BR-2 BR-1 BR-4 DMA-lD DMA-lG DMA-lH DMA-lA+lB [SYMBOLS] ; ;Gage ,,-------------- Oceanside X-Coord -8483.607 -6058.201 -8500.000 -10169.293 -6798.942 -9761. 905 -11225. 284 -6781. 305 -9547.158 -7877.219 -6780.297 -11217. 098 X-Coord -8509.615 Y-Coord 7590.164 4832.451 6590.164 7631. 560 7548.501 6613. 757 6616.499 6684.303 7631.560 7598.816 5707.855 7656. 118 Y-Coord 8557.692 ATTACHMENT 7 EPA SWMM FIGURES AND EXPLANATIONS Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both pre-development and post-development conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weir as a discharge, and outfalls (point of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model, typical values found in technical literature (such as Maidment's Handbook of Hydrology). Recommended values for the SWMM model have been attained from Appendix G of the 2016 City of Carlsbad BMP Design Manual. Soil characteristics of the existing soils were determined from the site specific geotechnical investigation (located in Attachment 8 of this report). A Technical document prepared by Tory R Walker Engineering for the Cities of San Marcos, Oceanside and Vista (Reference [1]) can also be consulted for additional information regarding typical values for SWMM parameters. Manning's roughness coefficients have been based upon the findings of the "Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region" date 2016 by TRW Engineering {Reference [6]). • • .. .. .. • • SWMM 5 • PR£-OEV.inp · (Study Arta MapJ • file Ed~ View Project Report Tools nfo ~ liil ~ ~ 11 IJ ?O~fi!! I Data Map Title/Notei 9. Options lri.l Clmaloio!lli 0 i H~oio!lli "v _ H~ouic• ◊ Quaity c...ve. ~ Tine Secies limo Pattems ..... Map Labels Cr ~ e @ T + -,ti * • ,1 Ule/Notei Ai.to-Length: Off . Offset~ Depth . Outfall POC-1 Property Name X-Coordinate Y·Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type PRE-DEVELOPED CONDITIONS Window Help -· :r c2i' %Iii ~ t-a r+~ -i..):{s Oceanside ~ OMA-A ' POC-1 • Flow Units: CFS • \ ii1 Zoom Levet 100% X.Y: -9067.404, 8731.478 Value POC-1 2500.000 2700.000 NO NO 0 NO FREE Rain Gage Oceanside Property Name X-Coordinate Y-Coordinate Description Tag Rain Format Time Interval Snow Catch Factor Data Source -File Name · Station ID · Rain Units - - ---- ~ Value :Oceanside . : ...................................................... = -8509.615 8557.692 INTENSITY 1:00 1.0 TIMESERIES IN User-assigned name of rain gage D X -I!/ )( - Subcatchment DMA-A a Property Value Name \DMA-A : ........... ~ ................ ., .................. , __ ,: X-Coordinate -8483.607 Y-Coordinate 6622.951 Description Tag Rain Gage Oceanside Outlet POC-1 Area 3.71 Width 979 % Slope 3 % lmperv 0 N-lmperv 0.012 N-Perv 0.05 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 S ubarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit X GREEN_AMPT !Value 1 \3 · ............................................................... · 0.15 0.31 POST-DEVELOPED CONDITIONS • SWMM S -POST-0EV-BASIN.inp Doi• !Map I Tide/Notes o"'""' Clrnololom, ~ H)dology R.;,G- Subcatctvnenh Ac,ile,o = Snow Packi u,-,H>d0<1..,.,. UDCcrocls If H)dM<• w Qually &,C...... ' TimeS•iet Time Patterns M .. Labeh ♦ -,ti •• ti Sl.bcalch-,Wl!:s: OMA-IF DMA-2A!SMI BR·l OMA-IC DMA-IE BR-2 8R·1 BR_. IIJA'IF DMA·IG DMA-IH OMA-1A+18 11 Ii I; .StudyAmt-4,p - OMA-1A+1B ! BR-1 •--- OMA-1C OMA-10 ~-. ~ \.eR-2 ~-- OMA-1F DMA-1G "// ·BR-3 !II DMA-1E ! BR-4 .. DMA-1H TC 7.@ W:3...1 ~:r / POC-1-----· --------------------• .. , .... DMA-2A(SM) ---------·• •·· Aulo-lenglh: 0 ff □ff-Deplh • FlowUri<CFS • iii! ZoomLM!lllmC X.Y:-11647.336.8784834 Outhll POC-1 Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Tide Gate Type Value iPOC-1 : .................... , ....................... ,,, ••••••• = -290.792 4991 .922 NO NO 0 NO FREE User-assigned name of outfall Rain Gage Oceanside Property Name X-Coordinate Y-Coordinate Description Tag Rain Format Time Interval Snow Catch Factor Data Source • File Name • Station ID • Rain Units IN ame of rainfall data file Value Oceanside -8509.615 8557.692 INTENSITY 1:00 1.0 TIMESERIES IN Subcatchment DMA-lA+ 18 ii Property I Value Name \DMA-1A+18 . : ...................................................... , X-Coordinate -11217.098 Y-Coordinate 7656.118 Description Tag Rain Gage Oceanside Outlet BR-1 Area 0.726 Width 86 % Slope 1 % lmperv 61.23 N-lmperv 0.012 N-Perv 0.05 D store-I mperv 0.05 Dstore-Perv 4.8 %Zero-lmperv 25 Subarea Routing PERVIOUS Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infilt ration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X I GREEN_AMPT JValue 13 . :._ ........................................................... , 0.15 0.31 Subcatchment BR-1 Property Name X-Coordinate Y-Coordinate Description Tag Value BR-1 -11225.284 6616.499 Rain Gage Oceanside Outlet Vault Area 0.01843 Width 10 % Slope 0 % lmperv 0 N-lmperv 0.012 N-Perv 0.05 Dstore-lmperv 0.05 Dstore·Perv 0.1 %Zero-lmperv 25 Subarea Routing OUTLET Percent Routed 100 a Infiltration [~:~~:~:~:::~~.~.! ........ :J. Groundwater N 0 Snow Pack LID Controls Land Uses 0 Initial Buildup NONE Curb Length 0 Infiltration parameters (click to edit} Infiltration Editor X Infiltration Method GREEN_AMPT ---- Property I Value i3 Suction Head Conductivity Initial Deficit : .................................................. ~•.•·········; 0.15 0.31 Subcatchment DMA-lC ~ Property !Value I Name )DMA-1C ' : ........................... _ ...................... _· X-Coordinate -10169.293 Y-Coordinate 7631.560 Description Tag Rain Gage Oceanside Outlet BR-2 Area 0.325 'Width 71 %S lope 1 %1mperv 61.22 N-lmperv 0.012 N-Perv 0.05 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero-lmperv 25 S ubarea Routing OUTLET Percent Routed 100 ~ Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 II Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT I value \3 ............................................................ · 0.15 0.31 Subcatchment DMA-1D [iJ Property [Value I Name [DMA-1D :.,,.,,..,,.,, .... , .... ,.,,,.,.,.,,..,,,.,.,,, .. n . • X-Coordinate -9547.158 Y-Coordinate 7631.560 Description Tag Rain Gage Oceanside Outlet BR-2 i Area 0.089 [ Width 77 % Slope 1 -%1mperv 0 N-lmperv 0.012 N-Perv 0.05 Dstore-lmperv 0.05 Dstore-Perv 4.8 II %Zero-lmperv 25 Subarea Routing PERVIOUS Iii Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 I Land Uses 0 Initial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Ecfrto r Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT !Value 13 ........................................................... · 0.15 0.31 Subcatchment BR-2 ■ Property Value Name BR-2 X-Coordinate -9761.905 Y-Coordinate 6613.757 Description Tag Rain Gage Oceanside Outlet Vault Area 0.00817 Width 10 % Slope 0 %Imperv 0 N·lmperv 0.012 N·Perv 0.05 D store-I mperv 0.05 Dstore·Perv 0.1 %Zero·lmperv 25 S ubarea Routing OUTLET Percent Routed 100 Infiltration ;······································· 3. iGREEN_AMPT ••• ................................... .,......... . Groundwater NO Snow Pack LID Controls 1 Land Uses 0 Initial Buildup NONE Curb Length 0 Infiltration parameters (click to edit} Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT --~~ 1value i3 "······························· ... · ........................ , ... : 0.15 0.31 Subcatchment DMA-lF [ii Property I Value Name !DMA·1_F·····-·························' X-Coordinate -8483.607 Y-Coordinate 7590.164 Description Tag Rain Gage Oceanside Outlet BR -3 Area 0.341 lj Width 52 %Slope 1 % lmperv 96.62 N-lmperv 0.012 N·Perv 0.05 Dstore·lmperv 0.05 Dstore·Perv 0.1 I %Zero·lmperv 25 Subarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 I User-assigned name of subcatchment Infiltration Edit or Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT -----' I Value [~---······················································· 0.15 0.31 Subcatchment DMA-lG lij Property I Value I Name \DMA-1G '. X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet 1, Area Width % Slope % lmperv N-lmperv N-Perv Dstore-lmperv Dstore-Perv %Zero-lmperv Subarea Routing Percent Routed Infiltration Groundwater Snow Pack LID Controls Land Uses , Initial Buildup Curb Length ·, ........................................ .,.._ ........ , -7877.219 7598.816 Oceanside BR-3 0.053 46 1 0 0.012 0.05 0.05 4.8 25 PERVIOUS 100 GREEN_AMPT NO 0 0 NONE 0 II 1-----------1 User-assigned name of subcatchment 1 Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit X GREHJ_AMPT !value !3 : ········~···· .. ········································ .. -•-·" ! 0.15 0.31 Subcatchment BR-3 II Property Name X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N-lmperv N-Perv D store-I mperv Dstore-Perv %Zero-lmperv Subarea Routing Percent Routed Infiltration Groundwater Snow Pack LID Controls Land Uses Initial Buildup Curb Length Value BR-3 -8500.000 6590.164 Oceanside Vault 0.01279 10 0 0 0.012 0.05 0.05 0.1 25 OUTLET 100 i~:~~°E~CAM~!:::: ... 3 NO 0 NONE 0 Infiltration parameters (click to edit) Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial D elicit X GREEN_AMPT ~~-~ !value ! \3 . · ........................................................... ,,,., 0.15 0.31 .. Subcatchment DMA-lE H I Property Name X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet Area Width % Slope % lmperv N-lmperv N-Perv D store-I mperv Dstore-Perv %2ero-lmperv Subarea Routing Percent Routed Infiltration ~ Groundwater Snow Pack LID Controls Land Uses Initial Buildup Curb Length jValue !~MA-1E '. -6798.942 7548.501 Oceanside BR-4 0.506 78 1 92.52 0.012 0.05 0.05 0.1 25 OUTLET 100 GREEN_AMPT NO 0 0 NONE 0 ' . User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT !Value 13 . · .............................................................. , 0.15 0.31 Subcatchment BR-4 Property Name X-Coordinate Y-Coordinate Description Tag Rain Gage Outlet Area Width Value BR-4 -6781.305 6684.303 Oceanside Vault 0.009986 10 % Slope 0 % lmperv 0 N-lmperv 0.012 N-Perv 0.05 Dstore-lmperv 0.05 Dstore-Perv 0. 1 %2ero·lmperv 25 Subarea Routing OU TLET Percent Routed 100 II Infiltration jGREii(AMPr ....... ::I Groundwater NO Snow Pack LID Controls Land Uses Initial Buildup Curb Length 0 NONE 0 Infiltration parameters (click to edit) Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_AMPT !Value 13 . · ............................................................... , 0.15 0.31 Subcatchment DMA-lH 191 Property !value I Name )DMA-1H ' :, ................................................... ,.· X-Coordinate -6780.297 Y-Coordinate 5707.855 ,_ Description Tag Rain Gage Oceanside -Outlet VAULT Area 1.325 Width 124 % Slope 1 %Imperv 100 N-lmperv 0.012 N-Perv 0.05 Dstore-lmperv 0.05 Dstore·Perv 0.1 %Zero-I mperv 25 S ubarea Routing OUTLET Percent Routed 100 Infiltration GREEN_AMPT Groundwater NO Snow Pack ~ LID Controls 0 Land Uses 0 1 1 nitial Buildup NONE Curb Length 0 User-assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X I GREEN_AMPT I Value j3 ............... , .......................................... · 0.15 0.31 Subcatchment DMA-2A(SM) ~ Property !Value I Name )DMA-2A(SM) = ...................................................... · X-Coordinate -6058.201 -~ Y-Coordinate 4832.451 Description -Tag Rain Gage Oceanside 11 Outlet POC-1 --II Area 0.294 Width 128 %Slope 1 % lmperv 6.73 N-lmperv 0.012 N-Perv 0.05 D store-I mperv 0.05 Dstore-Perv 0.1 %Zero·lmperv 25 I, ' OUTLET 1 Subarea Routing Percent Routed 100 Infiltration GREEN_AMPT II Groundwater NO Snow Pack LID Controls 0 Land Uses 0 Initial Buildup NONE Curb Length 0 U ser·assigned name of subcatchment Infiltration Editor Infiltration Method Property Suction Head Conductivity Initial Deficit X GREEN_.6.MPT !value '3 ! ................................................ ~··············. 0.15 0.31 Detention Vault Storage Unit VAULT Property Name X-Coordinate Y-Coordinate Description Tag Inflows Treatment Invert El. Max. Depth Initial Depth Ponded Area Evap. Factor Infiltration Storage Curve F unct1onal Curve Value VAULT -8933.210 5413.160 NO NO 0 8 0 0 0 NO TABULAR Coefficient 1 000 E~ponent 0 Constant 0 Outlet OUTLET ■ Property Value Name !□UT LET . ~ ........ ...,. .. ,._ ........................................... · Inlet Node VAULT Outlet Node POC-1 Description Tag Inlet Offset Flap Gate Rating Curve 0 NO TABULAR/HEAD User-assigned name of outlet Storage Curve Editor Curve Name Description Depth (ft) 2 3 4 5 6 7 8 9 0 8 Rating Curve Editor Curve Name 111111111 Description Head (ft) 0.000 2 0.250 3 0.500 4 0.750 5 1.000 6 1.250 7 1.500 8 1.750 9 2.000 Area (ft2) 1250 1250 Outflow (CFS) 0.000 0.016 0.023 0.029 0.033 0.037 0.041 0.044 0.048 ,., ,., 'I X l !,oad... J .S,ave ... j [ OK J Cancel L J:ielp l X 4J] ~iew .. ~ ,!:oad ... ] L .S.ave ... [ OK Cancel J:ielp ] EXPLANATION OF SELECTED VARIABLES Sub Catchment Areas: Please refer to the attached diagrams that indicate the DMA and Bio-Retention BMPs (BMP) sub areas modeled within the project site at both the pre and post developed conditions draining to the POC. Parameters for the pre-and post-developed models include soil type B as determined from the site specific geotechnical investigation (attached at the end of this appendix). Suction head, conductivity and initial deficit corresponds to average values expected for these soils types, according to Appendix G of the 2016 City of Carlsbad BMP Design Manual. For surface runoff infiltration values, REC selected infiltration values per Appendix G of the 2016 City of Carlsbad BMP Design Manual corresponding to hydrologic soil type. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. Sub-catchment BMP: The area of biofiltration must be equal to the area of the development tributary to the biofiltration facility (area that drains into the biofiltration, equal external area plus bio-retention itself). Five (5) decimal places were given regarding the areas of the biofiltration to insure that the area used by the program for the LID subroutine corresponds exactly with this tributary. LID Usage Editor X LID Usage Editor X Control Name ID vi Control Name 11m vi Number of Replicate Units I 1 I~ Number of Replicate Units I 1 l[:j Area of Each Unit (sq ft or sq m) j803 Area of Each Unit (sq ft or sq m) j356 % of Subcatchment Occupied 100.0 % of S ubcatchment Occupied 100.0 Top Width of Overland Flow jo Top Width of Overland Flow jo Surface of Each Unit (ft or m) Surface of Each Unit (ft or m) % Initially Saturated jo % Initially Saturated jo % of Impervious Area Treated j100 % of Impervious Area Treated j100 LID Usage Editor X LID Usage Editor X Control Name ID vi Control Name 1mm vi Number of Replicate Units I 1 I~ Number of Replicate Units I 1 l':1 Area of Each Unit (sq ft or sq m) j557 Area of Each Unit (sq ft or sq m) j435 % of Subcatchment Occupied 100.0 % of Subcatchment Occupied 100.0 Top Width of Overland Flow jo Top Width of Overland Flow 10 Surface of Each Unit (ft or m) Surface of Each Unit (ft or m) % Initially Saturated 10 % Initially Saturated jo % of Impervious Area Treated 1100 % of Impervious Area Treated 1100 LID Control Editor X Control Name: LID Type; Bio-Retention Cel Process Layers: Surface Soil St01age Underdrain St01age Depth 17,2 [in. or mm) Vegetation Volume 10.00 Fraction Surface Roughness 10.0 (Mannings n) Surf ace Slope 10.0 [percent) LID Control Editor X Control Name: !._lmlJ_• ________ _, LID Type: Bio-Retention Cell PTocess Layers: Surface Soa St01age Underdrain Height 113 [in. or mm) ..__ ____ ...J Void Ratio 10.67 [Voids/ Solids) ..__ ___ ___, Conductivity [in/hr or mm/hr) Clogging Factor 10.041 10 Note: use a Conductivity of O l the LID unit has an impermeable bottom. OK Cancel Help LID Control Editor X Control Name: LID Type: Bio-Retention Cen Process Layers: Surface Soil StO'age Underdrain Thickness 110 (in. or mm) Porosity 10.4 [volume fraction) Field Capac~y 10.2 [volume fraction) Wilting Point 10.1 [volume fraction) Conductivity 15 [in/hr or mm/hi) Conductivity Slope 15 Suction Head 11.5 [in. or mm) OK Help LID Control Editor X Control Name; ... Imm _________ __. LID Type: Bio-Retention CeH Process Layeis: Surface Soil Storage Underd!ain Drain Coefficient I 0.3175 (in/hr °" mm/1-v) '-------' Drain Exponent ,_lo_.5 ____ _, Drain Offset Height [in. ormm) Note: use a Drain Coefficient of O l lhe LID unit has no underdrain. OK Cancel Help LID Control Editor X Control Name: ID LID Type: lsio-Retention Cen Process Layers: Surf ace Soil S t01 age U nderdi ain Storage Depth 17.2 (in. ormm) Vegetation Volume jooo Fraction Surface Roughness 10 (Mannings n) Surface Slope 10 (percent) LID Control Editor X Control Name: ._ID_• _________ ~ LID Type: Bio-Retention Cell Process Layers: Surface Soil St01age Underdrain Height 113 (in. or mm) ~----~ Void Ratio !0.67 (Voids/ Solids) ~---~ Conductivity (in/hr or mm/hr] Clogging Factor 10.041 jo Note: use a Conductivity of O if the LID unit has an impermeable bottom. LID Control Editor X Control Name: LID Type: [Bio-Retention CeU V Process Layers: Surface Soil St01age Underdrain Thickness 110 (in. ormm) Porosity 104 (volume fraction) Field Capacity 102 (volume fraction) Wilting Point 10.1 (volume fraction) Conductivity 15 (in/hr or mm/hr) Conductivity Slope 15 Suction Head 11.5 (in. ormm] LID Control Editor X Control Name:! ._D_•---------~ LID Type: Bio-Retention CeH Process Layers: Surface Soil St01age Underdiain Drain Coefficient I O. 4261 (in/hr or mm/hr) ~----- Drain Exponent !o.5 ~----~ Drain Offset Height (in. ormm] Nate: use a Drain Coefficient of O if the LID unit has no underdr ain. OK [ Help LID Control Editor X Control Name: LID Type: Bio-Retention Cen V Process Layers: Surface Soil Storage Underdrain Storage Depth 17.2 (in. or rrvn) Vegetation Volume I □-□□ Fraction Surface Roughness 10.0 (Mannings n) Surface Slope 10.0 (percent) LID Control Editor X Control Name: i.:ID=·=--------_j LID Type: %-Retention Cell Process Layers: Surface Soi Storage Undeidrain Height 112 (in. or mm) '------~ Void Ratio I 0.67 [Voids/ Solids) ~---~ Conductiv~y (in/hr or mm/hr) Clogging Factor 10 I□ Note: use a Conductivity o/ 0 ij the LID un~ has an impermeable bottom. Cancel V LID Control Editor X Control Name: LID Type: Bio-Retention Cetl Process Layers: Surface Soil Storage Undeidrain Thickness 11a (in. ormm) Porosity l□.4 (volume fraction) Field Capacity 10.2 (volume fraction) Wilting Point 10.1 (volume fraction) Conductivity 15 (in/hr or mm/hr) Conductivity Slope 15 Suction Head 11.5 (in. ormm) LID Control Editor X Control Name:!'--------------' LID Type: Bio-Retention Cetl Process Layers: Surface Soil Storage Underdlain Drai, Coefficient I 0.3362 (in/hr or mm/hr) '---------' Draii Exponent LI 0_._5 ____ ....J Draii Offset Height (in. ormm) Note: use a Drain Coefficient o/ 0 ~ the LID unit has no underdrain. OK Cancel LID Control Editor X Control Name: LID Type: Bio-Retention Cel Process Layers: Surface Soil Storage Underdrain Storage Depth 17,2 (in. 01 mm) Vegetation Volume 1000 Fraction Surface Roughness 10.0 (Mannings n) Surface Slope 100 [percent) LID Control Editor X Control Name:! ~0_•--------~ LID Type: Bio-Retention Cell Process Layers: Surface Soil St01age Underdrain Height 112 (in. or mm) -----~ Void Ratio J 0.67 [Voids/ Solids] ~----~ Conductivity (in/hr or mm/hr) Clogging Factor 10 10 Note: use a Conductivity of 0 if the LID unit has an impermeable bottom. OK V LID Control Editor X Control Name: I• LID Type: ,-- L Bio-Rete~on Cell Process Layers: Surface Soil St01age Underdrain Thickness 1,a (in. ormm) Poros~y 104 (volume fraction) Field Capacity 10.2 (volume fraction) Wilting Point 10.1 (volume fraction) Conductivity 15 (in/hr or mm/hr) Conductivity Slope 15 Suction Head 1, .5 (in. or mm) LID Control Editor X Control Name: ._ID_· ________ __, LID Type: Bio-Retention Cell Process Layers: Surface Soi St01age Underdrain Drain Coefficient I 0.4306 (in/hr or mm/hr] ~----~ Drain Exponent ._I 0_.5 ____ __. Drain Offset Height (in. ormm) Note: use a Drain Coefficient of 0 if the LID un~ has no underdrain. OK Cancel .. ... ... ... ... .. ... ... ... ... .... ... LID Control Editor: Explanation of Significant Variables Storage Depth: The storage depth variable within the SWMM model is representative of the storage volume provided beneath the surface riser outlet and the surface of the bio filtration facility . In those cases where the surface storage has a variable area that is also different to the area of the gravel and amended soil, the SWMM model needs to be calibrated as the LID module will use the storage depth multiplied by the BMP area as the amount of volume stored at the surface. Let AeMP be the area of the BMP (area of amended soil and area of gravel). The proper value of the storage depth So to be included in the LID module can be calculated by using geometric properties of the surface volume. Let Ao be the surface area at the bottom of the surface pond, and let Ai be the surface area at the elevation of the invert of the first row of orifices (or at the invert of the riser if not surface orifices are included). Finally, let hi be the difference in elevation between Ao and Ai. By volumetric definition: A S -(Ao+Ai) h BMP. D -2 i (1) Equation (1) allows the determination of So to be included as Storage Depth in the LID module. The 3-inches of gravel volume (3-inches x volume of solids (0.6) = 1.8-inches) is then subtracted from this volume. Porosity: A porosity value of 0.4 has been selected for the model. The amended soil is to be highly sandy in content in order to have a saturated hydraulic conductivity of approximately 5 in/hr. REC considers such a value to be slightly high; however, in order to comply with the HMP Permit, the value recommended by the Copermittees for the porosity of amended soil is 0.4, per Appendix A of the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. Such porosity is equal to the porosity of the gravel per the same document. Void Ratio: The ratio of the void volume divided by the soil volume is directly related to porosity as n/(1-n). As the underdrain layer is composed of gravel, a porosity value of 0.4 has been selected (also per Appendix A of the Final HMP document), which results in a void ratio of 0.4/(1-0.4) = 0.67 for the gravel detention layer. Conductivity: Per the site-specific geotechnical investigation for the project site infiltration is only feasible for basins to the east of the project site, a factored infiltration rate of 0.041 in/hr has been used for these facilities. For the western basins, a value of 0 has been assigned for conductivity accordingly . Cloqqinq factor: A clogging factor was not used (O indicates that there is no clogging assumed within the model). The reason for this is related to the fairness of a comparison with the SOHM model and the HMP sizing tables: a clogging factor was not considered, and instead, a conservative value of infiltration was recommended. Drain (Flow) coefficient: The flow coefficient C in the SWMM Model is the coefficient needed to transform the orifice equation into a general power law equation of the form: (2) where q is the peak flow in in/hr, n is the exponent (typically 0.5 for orifice equation), Ho is the elevation of the centroid of the orifice in inches (assumed equal to the invert of the orifice for small orifices and in our design equal to O) and H is the depth of the water in inches. The general orifice equation can be expressed as: Q _ ~c _D_2 29 (H-Hv) -4 g 144 -1~2 ~ (3) where Q is the peak flow in cfs, Dis the diameter in inches, Cg is the typical discharge coefficient for orifices (0.61-0.63 for thin walls and around 0.75-0.8 for thick walls), g is the acceleration of gravity in ft/s2, and H and Ho are defined above and are also used in inches in Equation (3). It is clear that: (in)X ABMP ( f) q hr 12 X 3600 = Q C S (4) Cut-Off Flow: Q (cfs) and q (in/hr) are also the cutoff flow. For numerical reasons to insure the LID is full, the model uses cut-off= 1.01 Q. .. --• -• -- • ---• • -• ---• ---• - -• ----- • Overland Flow Manning's Coefficient per TRWE (Reference [6]) ... ... .. ... - ... .. - .. ... .. - appeal of a de facto value, we anticipate that jurisdictions will not be inclined to approve land surfaces other than short prairie grass. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees with confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I -Hydrology . SWMM-Endorsed Values Will Improve Model Quality In January 2016, the EPA released the SWMM Reference Manual Volume I -Hydrology (SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User's Manual and SWMM 5 Applications Manual by providing an in-depth description of the program's hydrologic components (EPA 2016). Table 3-5 of the SWMM Hydrology Reference Manual expounds upon SWMM 5 User's Manual Table A.6 by providing Manning's n values for additional overland flow surfaces3• The values are provided in Table 1: Table 1: Manning's n Values for Overland Flow (EPA, 2016; Yen 2001; Yen and Chow, 1983). Overland Surface Light Rain Moderate Rain Heavy Rain (< 0.8 in/hr) (0.8-1.2 in/hr) (> 1.2 in/hr) Smooth asphalt pavement 0.010 0.012 0.015 Smooth impervious surface 0.011 0.013 0.015 Tar and sand pavement 0.012 0.014 0.016 Concrete pavement 0.014 0.017 0.020 Rough impervious surface 0.015 0.019 0.023 Smooth bare packed soil 0.017 0.021 0.025 Moderate bare packed soil 0.025 0.030 0.035 Rough bare packed soil 0.032 0.038 0.045 Gravel soil 0.025 0.032 0.045 Mowed poor grass 0.030 0.038 0.045 Average grass, closely clipped sod 0.040 0.050 0.060 Pasture 0.040 0.055 0.070 Timberland 0.060 0.090 0.120 Dense grass 0.060 0.090 0.120 Shrubs and bushes 0.080 0.120 0.180 Land Use Business 0.014 0.022 0.035 Semi business 0.022 0.035 0.050 Industrial 0.020 0.035 0.050 Dense residential 0.025 0.040 0.060 Suburban residential 0.030 0.055 0.080 Parks and lawns 0.040 0.075 0.120 For purposes of local hydromodification management BMP design, these Manning's n values are an improvement upon the values presented by Engman (1986) in SWMM 5 User's Manual Table A.G. Values from SWMM 5 User's Manual Table A.6, while completely suitable for the intended application to certain agricultural land covers, comes with the disclaimer that the provided Manning's n values are valid for shallow-depth overland flow that match the conditions in the experimental plots (Engman, 3 Further discussion is provided on page 6 under "Discussion of Differences Between Manning's n Values" 3 ATTACHMENT 8 Geotechnical Documentation . . . . . . . . -. . . :! ·I -:! ;e ;:;ol ,;:;;1 •:!!II . ' ,. r: .. 'i~ _---:::-.__ -..__ '·--,• :: f J ----,. ----------._ I I ~ I ~-.. -, . .... r. :: .. ' ! .. ,. .. __j--~--I . . -;;, . '· . ~ . .. -. . .. , .. ,__ r .. ~::-a,;,~ r. to ~ '--:: :: --' ~/ ---. " . ~- -\ ..___ i ·, .. ' '" ---------. ---.. ~ ,: fl; I :: -~ ' . ,. I • • Ill.I t ~ ~ ·~ ..... .;,; • J ~: rl -~.. '-t.,-.._, :: . . ~ . I ~ . ------~ ~ ' _-' \, I ~ .,,...~ • c,O "· ' , -' :: ~"' -,_, <?' / . , ~ / "~-t,, -.. ' ' I f s ,·, ...,, t,"';:--. ~ ♦ ( ., ,. ·. . • •tt..-. ., I -~' ~ / • j ~ -'·"' / .. J ~-Yto I -J -.. ,, -.-., Ce,,, ,: -. . i ·......:;,-,er..._c, .• , "& ~ , .• , ',. ~ . -' . ~...... ,i $ --=--. ., 6~.. t, --.. -, ~ll -:,-' "I .:J ·1 • :1 :,.., 4 ' --~•,,.~ I 1~:~1:f-· S,i~-'i ;. ,.,~~ !~y~:_ 'V:i•~:11i~.~1 , .... :,: .. ~;. ~..._ .... ,"<.'r'J-f!")_ •.._--• J" ,' =-u~_;., "' --~-~ ,=, u ,,_ -·~ ""-"'-= / • .,»t,,r ,,. • ,. _, .') c,,,_ • -~/. J 111111. c ·; :: . f ;: ;:;,.1 :!;, ;:;a ::;;1 ;::11 ;.,;. . .. .. l1 I ff .11 II ~ ;. r,. It U f • • I~ e"t.'""; • a l • • I a.: e-,: : • • I • . . . . . . . . . . . . . . . = Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soll Rating Polygons D A D AID DB 0 BID D C 0 CID DD D Not rated or nol available Soll Rating Lines A AID -B -BID C CID D ~ ,; Not rated or not available Soll Rating Points El A a AID ■ B ■ BID Natural Resources Conservation Service C C C CID Cl D □ Not rated or not available Water Features .,...._ Streams and Canals Transportation +-+-t Rails -Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 13, Sep 12, 2018 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 7/19/2019 Page 2 of4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Map unit symbol Map unit name Rating Acres lnAOI Percent of AOI CbB Carlsbad gravelly loamy B 1.5 sand, 2 to 5 percent slopes MIC Marina loamy coarse B 2.3 sand, 2 to 9 percent slopes Totals for Area of Interest 3.8 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. lJSD,\ Natural Resources --Conservation Service Web Soil Survey National Cooperative Soil Survey 39.4% 60.6% 100.0% 7/19/2019 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources iiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 7/19/2019 Page 4 of 4 ATTACHMENT 9 Summary Files from the SWMM Model • • -• .. • -• • • • • • -• • • .. • .. • .. • • .. • • • .. • .. • • • PRE_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* 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: 4 Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...•.. GREEN AMPT Starting Date ............ OCT-01-1951 00:00:00 Ending Date .............. SEP-30-2008 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 ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) Volume acre-feet 208.490 0.768 197.677 10.899 0.000 -0.410 Depth inches 674.360 2.485 639.388 35.251 0.000 Volume ************************** Flow Routing Continuity Volume acre-feet 10A6 gal ************************** Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) *************************** Subcatchment Runoff Summary *************************** Subcatchment OMA-A Total Precip in 674.36 0.000 10.899 0.000 0.000 0.000 10.899 0.000 0.000 0.000 0.000 0.000 Total Runon in 0.00 Analysis begun on: Tue Jul 16 12:54:08 2019 Analysis ended on: Tue Jul 16 12:54:24 2019 Total elapsed time: 00:00:16 0.000 3.551 0.000 0.000 0.000 3.551 0.000 0.000 0.000 0.000 Total Evap in 2.48 Total Infil in 639.39 Total Runoff in 35.25 Total Runoff 10A6 gal 3.55 Peak Runoff CFS 3.91 Runoff Coeff 0.052 POST_DEV EPA STORM WATER MANAGEMENT MODEL -VERSION 5.0 (Build 5.0.022) ********************************************************* 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 Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ OCT-01-1951 00:00:00 Ending Date .............. SEP-30-2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Surface Storage ... . Continuity Error (%) ************************** Flow Routing Continuity ************************** Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Internal Outflow ........ . Storage Losses .......... . Initial Stored Volume ... . Final Stored Volume Continuity Error (%) Volume acre-feet 208.398 22.944 71. 275 115. 969 0.000 -0.859 Volume acre-feet 0.000 115.969 0.000 0.000 0.000 115. 939 0.000 0.000 0.000 0.000 0.026 ******************************** Highest Flow Instability Indexes Depth inches 674.360 74.244 230.641 375.266 0.000 Volume 10A6 gal 0.000 37.790 0.000 0.000 0.000 37.780 0.000 0.000 0.000 0.000 • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .. .. POST_DEV "' ******************************** ... ... All links are stable . ************************* Routing Time Step Summary ************************* Minimum Time Step Average Time Step Maximum Time Step Percent in Steady State Average Iterations per Step -*************************** ... "' ... ... .. - ,.. .. Subcatchment Runoff Summary *************************** Subcatchment DMA-lF DMA-2A(SM) BR-3 DMA-lC DMA-lE BR-2 BR-1 BR-4 DMA-lD DMA-lG DMA-lH DMA-lA+lB Total Precip in 674.36 674.36 674.36 674.36 674.36 674.36 674.36 674.36 674.36 674.36 674.36 674.36 *********************** LID Performance Summary *********************** Subcatchment BR-3 BR-2 BR-1 BR-4 ****************** Node Depth Summary ****************** Node POC-1 VAULT LID Control BR-3 BR-2 BR-1 BR-4 Type OUTFALL STORAGE 60.00 sec 60.00 sec 60.00 sec 0.00 1.00 Total Runon in 0.00 0.00 15402.86 0.00 0.00 15205.09 59.13 28132. 37 0.00 0.00 0.00 0.00 Total Inflow in 16077.22 15879.45 733.49 28806.73 Total Evap in 81.95 6.88 822.89 50.94 78.35 694.80 412.64 871.74 2.27 2.27 87 .11 56.34 Evap Loss in 823.12 694.60 412.56 871.75 Total Infil in 21. so 596.04 0.00 247.65 47.62 2050.69 259.56 0.00 672.29 672.29 0.00 621.42 Infil Loss in 0.00 2050 .11 259.50 0.00 Total Runoff in 577. 72 74.05 15312.67 382.23 555.20 13156.86 61. 98 28059.63 0.00 0.00 592.58 1. so Surface Outflow in 2641.86 2268.82 33.09 9388.01 Average Depth Feet Maximum Maximum Time of Max 0.00 0.12 Depth HGL Occurrence Feet Feet days hr:min 0.00 7.74 0.00 0 00:00 7.74 18823 17:00 Total Runoff 10A6 gal 5.35 0.59 5.32 3.37 7.63 2.92 0.03 7.61 0.00 0.00 21. 32 0.03 Drain Outflow in 12675.01 10884.29 28.89 18672. 01 Peak Runoff Runoff Coe ff CFS 0.41 0.31 0.42 0.37 0.60 0.38 0.61 0.62 0.00 0.00 1. 60 0.66 Init. Storage in 0.00 0.00 0.00 0.00 0.857 0 .110 0.952 0.567 0.823 0.829 0.085 0.974 0.000 0.000 0.879 0.002 Final Storage in 0.00 0.00 0.00 0.00 Pent. Error -0.39 -0.12 -0.07 -0.43 ******************* Node Inflow Summary ******************* Node POC-1 VAULT Type OUTFALL STORAGE ********************** Node Surcharge Summary ********************** POST_DEV Maximum Maximum Lateral Total Time of Max Inflow CFS 0.31 3.02 Inflow CFS Occurrence days hr:min 3.33 18823 17:00 3.02 15801 21:00 Lateral Inflow Volume 10A6 gal 0.591 37.196 Total Inflow Volume 10A6 gal 37.778 37 .196 Surcharging occurs when water rises above the top of the highest conduit. Node Type VAULT STORAGE ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** Storage Unit VAULT Average Volume 1000 ft3 0.144 *********************** Outfall Loading Summary *********************** Outfall Node POC-1 System Flow Freq. Pent. 9.33 9.33 Hours Surcharged 499679.02 Avg E&I Max. Height Above Crown Feet 7.736 Pent Pent Full Loss Maximum Volume 1000 ft3 Avg. Flow CFS 0.03 0.03 1 0 Max. Flow CFS 3.33 3.33 9.670 Total Volume 10A6 gal 37.778 37.778 Min. Depth Below Rim Feet 0.264 Max Pent Full 97 Time of Max Occurrence days hr:min 18823 16:47 Maximum Outflow CFS 3.02 -------• -----• • - - • • -• • --• • - -• -• - -... -- ... ... - -... - ... - -... -.. - ... -... .. .. ******************** Link Flow Summary ******************** Link OUTLET Type DUMMY ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Oct Analysis ended on: Tue Oct Total elapsed time: 00:00:28 15 15 Maximum Time of Max jFlowj Occurrence CFS days hr:min POST_DEV Maximum jvelocj ft/sec 3.02 18823 17:00 12:19:53 2019 12:20:21 2019 Max/ Full Flow Max/ Full Depth PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: X Typical maintenance indicators and actions for proposed structural BMP{s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: □ Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) □ How to access the structural BMP(s) to inspect and perform maintenance □ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) □ Manufacturer and part number for proprietary parts of structural BMP(s) when applicable □ Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) □ Recommended equipment to perform maintenance □ When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management PDPSWQMP 26 of28 -- --- ----- ---- -----.. --- -------- PRIORITY DEVELOPMENT PROJECT (PDP) SWQMP BMW OF CARLSBAD Summary of BMP Inspection/Maintenance BMP Reponsible Inspection/ Maintenance Minimum Frequency Party(s) Activities Required of Activities Bioretention Inspect for and remove accumulated Maintain at least once Basin (w/ partial trash, sediment, and debris as per year. Inspect at least infiltration) Project necessary. Inspect for poor vegetation twice per year, prior to Owner establishment or erosion, and overgrown start of rainy season BMP No. 1 vegetation. Inspect for standing water (Oct. 1st) and after BMP No. 2 and repair or de-clog as needed. significant storm events. Biofiltration Inspect for and remove accumulated Maintain at least once Basin trash, sediment, and debris as per year. Inspect at least Project necessary. Inspect for poor vegetation twice per year, prior to BMP No. 3 Owner establishment or erosion, and overgrown start of rainy season BMP No. 4 vegetation. Inspect for standing water (Oct. 1st) and after and repair or de-clog as needed. significant storm events. Maintain at least once Modular Inspect for and remove accumulated per year. Inspect at least Wetland System Project trash, sediment, and debris as twice per year, prior to Owner necessary. Clear obstructions if standing start of rainy season BMP No. 5 water or inlet clogged. (Oct. 1st) and after significant storm events. Maintain at least once Underground Inspect for and remove accumulated per year. Inspect at least Detention Vault Project trash, sediment, and debris as twice per year, prior to Owner necessary. Clear obstructions if standing start of rainy season BMP No. 6 water or inlet clogged. (Oct. 1st) and after significant storm events. Maintain at least once Permeable Inspect for and remove accumulated per year. Inspect at least Pavers Project trash, sediment, and debris as twice per year, prior to Owner start of rainy season BMP No. 7 necessary. (Oct. 1st) and after significant storm events. PDPSWQMP 27 of 28 Chapter 7: Long Term Operation and Maintenance swale in Appendix E.15)". The vegetated BMP may or may not include amended soils, subsurface gravel layer, underdrain, and/ or impermeable liner. The project civil engineer is responsible for determining which maintenance indicators and actions shown below are applicable based on the components of the structural BMP. TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs Typical Maintenance Maintenance Actions lndicator(s) for Vegetated BMPs Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without debris damage to the vegetation. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated irrigation Repair/ re-seed/ re-plant eroded areas and adjust the irrigation flow system. Erosion due to concentrated storm Repair/ re-seed/ re-plant eroded areas, and make appropriate water runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in vegetated swales used Make appropriate corrective measures such as adjusting irrigation for pretreatment and/or site design system, removing obstructions of debris or invasive vegetation, BMPs loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, Make appropriate corrective measures such as biofiltration with partial retention, or inspecting/unclogging orifice opening, adjusting irrigation system, biofiltration areas, or flow-through removing obstructions of debris or invasive vegetation, clearing planter boxes* for longer than 96 hours underdrains (where applicable), or repairing/replacing clogged or following a storm event** compacted soils. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such Repair or replace as applicable. as weirs, inlet or outlet structures **These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. • Vegetated swales and flow-through planter boxes in regards to flow-thru treatment control BMPs are not options as structural BMPs. Carlsbad has not adopted an Alternative Compliance Program. 7-8 February 2016 Chapter 7: Long Term Operation and Maintenance TABLE 7-5. Maintenance Indicators and Actions for Detention BMPs Typical Maintenance Indicator(s) Maintenance Actions for Detention Basins Poor vegetation establishment Re-seed, re-establish vegetation. Overgrown vegetation Mow or trim as appropriate. Erosion due to concentrated irrigation Repair/ re-seed/ re-plant eroded areas and adjust the irrigation flow system. Erosion due to concentrated Repair/ re-seed/ re-plant eroded areas and make appropriate storm corrective measures such as adding erosion control blankets, adding water runoff flow stone at flow entry points, or re-grading where necessary. Accwnulation of sediment, litter, or Remove and properly dispose of accwnulated materials. debris Make appropriate corrective measures such as adjusting irrigation Standing water system, removing obstructions of debris or invasive vegetation, or minor re-grading for proper drainage. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such Repair or replace as applicable. as weirs, inlet or outlet structures 7-11 February 2016 Inspection Guidelines for Modular Wetland System -Linear Inspection Summary MODU L AR WETLANDS o Inspect Pre-Treatment, Biofiltration and Discharge Chambers -average inspection interval is 6 to 12 months. ■ (15 minute average inspection time). o NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram Access to separation chamber and pre-filter cartridges Curb Inlet Individual Media Filters Pre-filter Cartridge Vertical Underdrain Manifold G) Pre-treatment Chamber @ Biofiltration Chamber @ Discharge Chamber OioMedio GREEN M rlond MEDI A www.modularwetlands.com i_ MOD U LA fl. Inspection Overview WETLANDS As with all stormwater BMPs inspection and maintenance on the MWS Linear is necessary. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific loading conditions. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP will exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the MWS Linear: • Modular Wetland Inspection Form • Flashlight • Manhole hook or appropriate tools to remove access hatches and covers • Appropriate traffic control signage and procedures • Measuring pole and/or tape measure. • Protective clothing and eye protection. • 7/16" open or closed ended wrench. • Large permanent black marker (initial inspections only -first year) • Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. I www.modularwetlands.com MODULA I'\ WETLANDS Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other info (see inspection form). • Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. • Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. • Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetlands.com 1- M O DULAfl. WETLANDS • Through visual observation inspect the condition of the pre-filter cartridges. Look for excessive build-up of sediments on the cartridges, any build-up on the top of the cartridges, or clogging of the holes. Record this information on the inspection form. The pre-filter cartridges can further be inspected by removing the cartridge tops and assessing the color of the BioMediaGREEN filter cubes (requires entry into pre-treatment chamber -see notes above regarding confined space entry). Record the color of the material. New material is a light green in color. As the media becomes clogged it will turn darker in color, eventually becoming dark brown or black. Using the below color indicator record the percentage of media exhausted. New BioMediaGREEN 0% --Percent Clogged -- 85% 100% Exhausted BioMediaGREEN • The biofiltration chamber is generally maintenance free due to the system's advanced pre- treatment chamber. For units which have open planters with vegetation it is recommended that the vegetation be inspected. Look for any plants that are dead or showing signs of disease or other negative stressors. Record the general health of the plants on the inspection and indicate through visual observation or digital photographs if trimming of the vegetation is needed. • The discharge chamber houses the orifice control structure, drain down filter and is connected to the outflow pipe. It is important to check to ensure the orifice is in proper operating conditions and free of any obstructions. It is also important to assess the condition of the drain down filter media which utilizes a block form of the BioMediaGREEN. Assess in the same manner as the cubes in the Pre-Filter Cartridge as mentioned above. Generally, the discharge chamber will be clean and free of debris. Inspect the water marks on the side walls. If possible, inspect the discharge chamber during a rain event to assess the amount of flow leaving the system while it is at 100% capacity (pre-treatment chamber water level at peak HGL). The water level of the flowing water should be compared to the watermark level on the side walls which is an indicator of the highest discharge rate the system achieved when initially installed. Record on the form is there is any difference in level from watermark in inches. www.modularwetlands.com MODULAR WETLANDS • NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6" long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system: Mark , Using a permanent marker draw a 6 inch long horizontal line, as shown, at the It~ higher water level in the MWS Linear discharge chamber. • Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularwetlands.com MODU L A!\ WETLANDS Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Missing or damaged internal components or cartridges. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". • Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth. www.modularwetlands.com MODULAR WETLANDS • Excessive accumulation of sediment on the BioMediaGREEN media housed within the pre- filter cartridges. The following chart shows photos of the condition of the BioMediaGREEN contained within the pre-filter cartridges. When media is more than 85% clogged replacement is required. New BioMediaGREEN 0% 85% , I I --Percent Clogged -100% Exhausted BioMediaGREEN • Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter. The following photos show of the condition of the BioMediaGREEN contained within the drain down filter. When media is more than 85% clogged replacement is required. www.modularwetlands.com MODULA I'\ WETLANDS • Overgrown vegetation. • Water level in discharge chamber during 100% operating capacity (pre-treatment chamber water level at max height) is lower than the watermark by 20%. www.modularwetlands.com MODULA R WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com • • ,,... Maintenance Guidelines for Modular Wetland System -Linear Maintenance Summary i_ MO DUL A~ WETLANDS o Remove Sediment from Pre-Treatment Chamber -average maintenance interval is 12 to 24 months. • ( 10 minute average service time). o Replace Pre-Filter Cartridge Media -average maintenance interval 12 to 24 months. • ( 10-15 minute per cartridge average service time). o Trim Vegetation -average maintenance interval is 6 to 12 months. • ( Service time varies). System Diagram Access to separation chamber and pre-filter cartridge Individual Media Filters Pre-filter Cartridge Vertical Underdrain Manifold Gi oMedioGREEN \>.krlond MEDIA G) Pre-treatment Chamber @ siofiltration Chamber @ Discharge Chamber www.modularwetlands.com MO D ULA fl. Maintenance Overview WETLANDS The time has come to maintain your Modular Wetland System Linear (MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: • Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form). • Set up all appropriate safety and cleaning equipment. • Ensure traffic control is set up and properly positioned. • Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: • Modular Wetland Maintenance Form • Manhole hook or appropriate tools to access hatches and covers • Protective clothing, flashlight and eye protection. • 7/16" open or closed ended wrench. • Vacuum assisted truck with pressure washer. • Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). I www.modularwetlands.com MODULA!\ WETLANDS Maintenance Steps 1. Pre-treatment Chamber (bottom of chamber) A. Remove access hatch or manhole cover over pre-treatment chamber and position vacuum truck accordingly. B. With a pressure washer spray down pollutants accumulated on walls and pre-filter cartridges. C. Vacuum out Pre-Treatment Chamber and remove all accumulated pollutants including trash, debris and sediments. Be sure to vacuum the floor until pervious pavers are visible and clean. D. If Pre-Filter Cartridges require media replacement move onto step 2. If not, replace access hatch or manhole cover. Removal of access hatch to gain access below. Insertion of vacuum hose into separation chamber. Removal of trash, sediment and debris. Fully cleaned separation chamber. www.modularwetlands.com i:_ MODULAR WETLANDS 2. Pre-Filter Cartridges (attached to wall of pre-treatment chamber) A. After finishing step 1 enter pre-treatment chamber. B. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. Pre-filter cartridges with tops on. Inside cartridges showing media filters ready for replacement. C. Place the vacuum hose over each individual media filter to suck out filter media. Vacuuming out of media filters. D. Once filter media has been sucked use a pressure washer to spray down inside of the cartridge and it's containing media cages. Remove cleaned media cages and place to the side. Once removed the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge. www.modularwetlands.com M OD UL Af\ WETLANDS E. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. Refilling trey for media replacement. Refilling trey on cartridge with bulk media. F. Exit pre-treatment chamber. Replace access hatch or manhole cover. 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace plants with new ones: www.modularwetlands.com MODU L A~ WETLANDS 4. Discharge Chamber (contains drain down cartridge & connected to pipe) A. Remove access hatch or manhole cover over discharge chamber. B. Enter chamber to gain access to the drain down filter. Unlock the locking mechanism and left up drain down filter housing to remove used BioMediaGREEN filter block as shown below: C. Insert new BioMediaGREEN filter block and lock drain down filter housing back in place. Replace access hatch or manhole cover over discharge chamber. www.modularwetlands.com MODULAf\ WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo@modularwetlands.com www.modularwetlands.com MODULAR WETLANDS CLEAN. CHYlltOHM(HrAt UltVtCU IHC Inspection Report Modular Wetlands System Project Name For Office Use Only Project Address (city) (Z-ipCode) (Reviewed By) Owner I Management Company (Date) Office personnel to complete section to Contact Phone ( ) -lhe left. Inspector Name ___________________ _ Date Time ______ AM/PM Type of Inspection O Routine 0 FollowUp 0 Complaint 0 Storm Storm Event in Last 72-hours? 0 No O Yes Weather Condition ___________________ Additional Notes Inspection Checklist Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Is the Inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging th• unit? Is there standing water in inappropriate areas after a dry period? Is the filter insert (if applicable) at capacity and/or Is there an accumulation of debris/trash on the shelf system? Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes I Depth: specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Chamber: Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Is there a septic or foul odor coming from inside the system? Waste: Yes No Recommended Maintenance Plant Information Sediment I Silt / Clay No Cleaning Needed Damaae to Plants Trash / Bags/ Bottles Schedule Maintenance as Planned Plant Renlacement Green Waste / Leaves / Foliage Needs Immediate Maintenance Plant Trimming Additional Notes: 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo@modularwetlands.com www.modularwetlands.com MODULA fl. WETLANDS CLEAN. [NV,,tONMENTAl SEll:VICES, INC Cleaning and Maintenance Report Modular Wetlands System Project Name --------------------------------------- Project Address ---------------------------------------(city) (Zlp Code) For Office Use Only (Reviewed By) Owner / Management Company----------------------------------\U818j Contact --------------------- Inspector Name __________________ _ Type of Inspection D Routine D FollowUp D Complaint Weather Condition Site GPS Coordinates Manufacturer / Trash Map# of Insert Description / Sizing Accumulation Lat: MWS -Catch Basins Lona: MWS ---Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media -Condition Discharge Chamber -Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: Phone ( Date D Stonn Additional Notes Foliage Sediment Accumulation Accumulation Time Office personnel to complete aaction to the left. ______ AM /PM Storm Event in Last 72-hours? D No D Yes Condition of Media Operational Per Total Debris 25/50/75/100 Manufactures' Accumulation (will be changed Specifications @75%) (If not, why?) 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 I I Bio ~Clean A Forterra Comp any 398 Via El Centro Oceanside, CA 92058 T 760.433.7640 F 760.433.3176 bioclean_info@forterrabp.com www.biocleanenvironmental .com Since 1999, Bio Clean TM Environmental has been committed to providing a cleaner environment for generations to come by being the leader in stormwater technologies, solutions, research and customer care. Ready to Talk About Your Project? Call 760.433.7640 or email us at bioclean_info@forterrabp.com Bio Clean's Stormwater Management Solutions Biofiltration Media Filters Separator Products Trash Screens Specialty Filters Catch Basin Filters Detention, Retention and Infiltration C '" -I '" z -I -0 z Bio Clean's UrbanPond (UP) is a technological breakthrough in underground stormwater management. Its unique square tessellation assembly provides superior strength and material efficiency over traditional rectangular modules. Each module utilizes an offset 3 legged design with two narrow legs running parallel and one wider leg running perpendicular. This unique geometry allows for maximum strength and minimum material usage. The standard design is rated for HS-20 tandem axle live loading. Urban Pond has high void percentages to maximize stormwater volume and its robust precast form allows systems to be buried deeper without the need for specialized backfill, increased wall thicknesses or extra rebar reinforcement. Urban Pond is engineered specifically for: Detention -with controlled discharge utilizing built-in outlet orifice structures Retention -for long term retention of runoff on site to meet strict stormwater requirements Harvesting -self-contained treatment, recycling and pumping of runoff for irrigation and grey water needs Infiltration -capture and infiltration of runoff back into underlying native soils for recharge needs Treatment -utilize as an underground extended detention basin or pond for advanced treatment of stormwater -integrates well with treatment train components (bio filtration, separation, etc.) Flood Control -control of peak storm events to minimize downstream flooding and erosion Low Impact Development -maximize land use with underground storage - construct an urban infill without a pond at grade Bio ~Clean A Forterra Company UrbanPond Configurations I Urban Pond is a modular precast concrete structure which can be assembled from 1 to several hundred modules in various shapes and configurations to meet site specific constraints and volume requirements. I Each UrbanPond module is 8 ft wide x 8 ft long (O.D.) - specifically designed to fit on a standard flatbed truck. UrbanPond can be configured in a combination of modules from as low as 2 ft to as high as 14 ft inside height. Single UrbanPond The Bio Clean Single UrbanPond module is available in heights from 2 ~ to 7 ft Double UrbanPond I The Bio Clean Double UrbanPond module is available in heights from 4 ~ to 14 fr I I I UrbanPond Advantages • The square tessellation provides superior strength and load capacity. • Designed to exceed H20 loading requirements. • Can be installed deeper without the need to increase wall thickness or add additional rebar. • Higher void percentages and increased material efficiency for best in class cost per cubic foot storage. • Lighter weight means it's easier to install. • Every module drains down fully. • In 9-module arrays, a linkUP slab allows us to eliminate a module, further decreasing cost and installation time. I Access Manhole and Riser ... Inflow Pipe Double UrbanPond Module linkUP Slabs span the open cavities in a 9-module array. ---------Optional Infiltration Opening I I Urban Pond Assembly The UrbanPond is based on a square tessellation. A tessellation is created when a shape is repeated over and over again covering a plane without any gaps or overlaps. Because of the self- supporting characteristic of tessellated shaped structures, Bio Clean has been able to further reduce material usage and costs up to 20% without sacrificing structural strength. As shown in the image to the right the offset leg configuration of the modules creates a very open and channel-less internal space. Each module offers access walkways of greater than 3 ft in each module and between modules for easy inspection and maintenance. LinkUP Slab \ Sidewall \ Outflow Pipe Sidewalls easily attach using standard wedge anchors and bolts. View looking down with top slabs removed UrbanPond Sizing UrbanPond is available from heights of 2 ft (1.D.) to up to 14 ft. Single Urban Pond modules are available up to 7 ft height and the Double UrbanPond modules up to 14 ft. The system's internal offset leg configuration provides channel-less water distribution for stormwater entering and exiting the system. Single Urban Pond Double Urban Pond .. • - • .. I.D. Module Height (ft) 2 3 4 5 6 7 8 9 10 11 12 13 14 Module Storage Capacity (cu ft) 119 179 237 298 358 419 479 540 600 661 721 782 842 I I I I I I I SITE SPECIFIC DA TA* PROJECT NAME VOLTAIRE PROJECT I 5,287 PROJECT LOCAnON SAN DIEGO, CA STRUCTURE ID URBAN POND TYPE INFILTRATION STORAGE VOLUME {CF} I 2,200 PIPE DATA I.£ MATERIAL DIAMETER INLET PIPE 1 TBD OUTLET PIPE 1 TBD RIM ELEVATION TBD SURFACE LOADING REQUIREMENT HS20 FRAME AND COVER ¢Jo· CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVATION NA NOTES: *PER ENGINEER OF RECORD URBAN POND MODULES TYPE HEIGHT {FT) COUNT TOP 5 9 PANEL WALLS LENGTH {FT-IN} HEIGHT {FT-IN} COUNT 8'-o· s·-r 18 8'-10· s·-r 2 STORAGE CAPACITY TYPE VOL (CF} UNITS TOTAL {CF) URBAN POND 297.86 9 2,681 INLET & OUTLET PIPES SIZES AND INVERTS TBD ¢JO" ACCESS MANHOLE (TYP.} ~---·. " ~ ---n ·I .. <1_ .. . ., II II I c:;J ' c:, -I 0Q " cl a . ,q . •• 4 .. " ( POURED-IN-PLACE CONCRETE BASE SLAB, SLOTTED FOR INFILTRATION . " ,1 c:;J c:;J cl cl ,I. ' c:;J cl 8' X 8' X 5' INSIDE HEIGHT URBAN POND MODULE .,_ ('" " . A J INTERIOR SUPPORT LEGS _JI 8'-10" LONG WALL PANEL (1 PER SIDE) B' LONG WALL PANEL {TYP.)\ c:;J c:;J cl cl . " . II II . ~., . . ✓U -1l INLET & OUTLET PIPES_/ SIZES AND INVERTS TBD i------------------------72'-2"----------------------- PROPRIETARY AND CONADENTIAL: TIE l#ORW.1/0N COlffN/EIJ IN 1115 ~ IS TIE SCLE f'ROl'fRTY OF IIO CLEAN DM1IOIIIOITM. ~ 1/C. NtY REPIIOOUCTICN IN PNrr OR AS A JIIOC£ llflHO(ff TIE rRfTTEN POMSSION OF IIO CLEAN 7J'-1f1" INCL. 1/4" GAP BFJWEEN MODULES {TYP.) PLAN VIEW 1 "=7' Bio.Clean URBAN POND PRECAST CONCRETE STORMWATER DETENTION TIE PROO/JCT DESCRIBED A14Y II£ lflOTErnD Ill' OIE OR I/OR£ US PATENTS l#J OR Pl4TENTS PEJaNC DM1IOIIIOITM. ~ 1/C. IS PROIBTrD. A Forterra Company STANDARD DETAILS I I I I I I FINISHED SURFACE AND COMPACTED SUB-BASE ;30• M4NWAY ACCESS (TYP.) WTTH RISERS TO GRADE --------------_______________ ,__ __ __, - COMPACTED BACKFILL POURED-IN-PLACE CONCRETE BAS£ SI.NJ, SLOTTED FOR INFlLTRAnON JNSTALLA T/ON NOTES 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REOU/RED TO omoAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 5• LEVEL ROCK BASE UNLESS SPECIAED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. 3. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF oumow PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATERTIGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH AN/SHED SURFACE UNLESS SPECIAED OTHERWISE. 6. THE URBAN POND"' MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM C891-90, INSTALLATION OF UNDERGROUND ?RECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIACATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 7. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER LlmNG PROCEDURES. 8. PLACE URBAN POND MODULES ON POURED-IN-PLACE CONCRETE FOUNDATION. 9. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE. BUT GAPS SHALL NOT BE GREATER THAN 1 /2 ~ ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MIN. BN JOINT WRAP {ON SIDES AND TOP). IN A CLAMSHELL DESIGN, INSTALL ONE ROW OF CS-102 CONSEAL {OR EQUNALENT} BETWEEN PRECAST PIECES. 10. THE FIU PLACED AROUND THE URBAN POND MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE ALL BEHIND ONE SIDE BE MORE THAN 2'-0" HIGHER THAN THE ALL ON THE OPPOSITE SIDE. BACKALL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKALL MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE -1-------1 ------------------------------------------:_ TYPICAL ELEVATION VIEW NTS TAKEN TO PREVENT AND 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 SO AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL MUST BE CLEAN, CRUSHED, ANGULAR NO. 5 (MSHTO M43} AGGREGATE OR NATIVE MATERIAL IF APPROVED BY THE SITE GEOTECHNICAL ENGINEER. IF NATIVE MATERIAL IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED. 11. THE FILL PLACED ON 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 ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER 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 NOT TO EXCEED THE CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCEED THE AUOTTED DESIGN LOADING. 12. A PRE-CONSTRUCTION MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBAN POND. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACmES ARE SUBJECT TO CHANGE. FOR PROJECT SPEC/AC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 3. ANY VARIATION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. PROPRIETmY AND CONFIDENTIAL: Bio.Clean TH£ PR<XJQCT O£SCR//JED A14Y 8£ lf/OTEI:T(J) fir DIE OIi iD/£ US PA'TENTS NII) OIi PA'TENTS PE10NC TH£ ll#rJRIIATKJN CONTNIED N 1115 M4IN, IS Tl£ S()L£ PIIOPOfT'f OF IIO CLEAN DMIICNIIDITAI. ~ IIC. NIY lllPRODIJCTIOH N !'MT OIi AS A WHOLC WfTIDJT Tl£ '1Rfl'TEN POIJIIS5ION OF IIO CLEAN OM/ONIEXTAL ~ IIC. IS PROl&TED. A Forterra Company URBAN POND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS I I I I I I I I I I I I I I I SITE SPECIFIC DATA* PROJECT NAME VOLTAIRE PROJECT I 5,287 PROJECT LOCATION SAN DIEGO, CA STRUCTURE ID URBAN POND STORAGE VOLUME (CF} 1 2,200 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 TBD OUTLET PIPE 1 TBD RIM ELEVATION TBD SURFACE LOADING REQUIREMENT HS20 FRAME AND COVER CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVAnON NA NOTES: *PER ENGINEER OF RECORD URBAN POND MODULES TYPE HEIGHT (FT} COUNT TOP 5 9 PANEL WALLS LENGTH (FT-IN} HEIGHT (FT-IN} COUNT 8 4 STORAGE CAPACITY TYPE VOL (CF} UNITS TOTAL (CF} URBAN POND 297.86 9 2,681 I I r· . " • I • I',. PLAN VIEW V J/4" CHAMFER TYP. _L ,---------, I r • c:::, I ll") L L---...-1 ~" BOLT SLOT ~ e·-o· \ 1 ! D D o-n-. ..... l~J/4"_; CHAMFER TYP. ELEVATION VIEWS .......... ' f BOL 8 T,_S 1 L 0 ~T \ 1 1---\I ' L. '-----------' FRONT VIEW FRONT VIEW PROPRIETARY AND CONF1DEN11AL: Tl£ lffrJRJIATION CONTNN£D IN TIIS ~ IS Tl£ StJLC FROFfRTY OF IIO CWII EJMIIOIIIDITM. SDMn INC Nfl' REPROIJIJCTION Ii PNfT OIi AS A lf/OIE JtfTHWT' Tl£ flRfTTEN PE1tlSsloN OF IIO CWII ISOMETRIC VIEW . I',. I 1 T c:::, I ll") '-- _J BOLT SLOT DETAIL Tl£ PRODIICT O£SCIIIB£D ~y BC PROTCCTED BY OIE OIi IIOII£ tJS PATCNTS Ml) OIi PftTENTS PfJllJINC ONIROIIEJffM. ~ INC. IS PROl9TED. A Forterra Company ELEVATION VIEW URBAN POND PRECAST CONCRETE STORMWATER DETENTION STANDARD DETAILS ... ---.. ... -... ... ... ,.. .. - -... -... -.. ... ... -- .. -... -.. Bio~Clean A Forterra Company URBAN POND INSPECTION & MAINTENANCE Inspection and maintenance of the Urban Pond underground detention, retention, or infiltration system is vital for the performance and life cycle of the stormwater management system. All local, state, and federal permits and regulations must be followed for system compliance. Manway access locations are provided on each system for ease of ingress and egress for routine inspection and maintenance activities. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed and providing protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific conditions. Inspection after the first significant rainfall event and at quarterly intervals is typical. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP can exceed its storage capacity, become blocked, or damaged, which can negatively affect its continued performance . Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the underground detention, retention, or infiltration system: • Bio Clean Environmental Inspection and Maintenance Report Form • Flashlight • Manhole hook or appropriate tools to access hatches and covers • Appropriate traffic control signage and procedures • Measuring pole and/or tape measure • Protective clothing and eye protection • Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. JI Inspection Steps The key to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Urban Pond underground detention, retention, or infiltration system are quick and easy. As mentioned above, the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order llPage Bio~Clean A Forterra Company to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The Urban Pond underground detention, retention, or infiltration system can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other information (see inspection form). • Observe the upstream drainage area and look for sources of pollution, sediment, trash and debris. • Observe the inside of the system through the access manholes. If minimal light is available and vision into the unit is impaired, utilize a flashlight to see inside the system and all of its modules. • Look for any out of the ordinary obstructions in the inflow and outflow pipes. Check pipes for movement or leakage. Write down any observations on the inspection form. • Observe any movement of modules. • Observe concrete for cracks and signs of deterioration. • In detention and retention systems inspect for any signs of leakage. • In infiltration systems inspect for any signs of blockage or reasons that the soils are not infiltrating. • Through observation and/or digital photographs, estimate the amount of floatable debris accumulated in the system. Record this information on the inspection form. Next, utilizing a tape measure or measuring stick, estimate the amount of sediment accumulated in the system. Sediment depth may vary throughout the system, depending on the flow path. Record this depth on the inspection form. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Damaged inlet and outlet pipes. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables. • Excessive accumulation of sediment of more than 6" in depth. 21Page .. --------.. .. --- .. • ---• --.. ------------- Bio~Clean A Forterra Company • Damaged joint sealant. Maintenance Equipment While maintenance can be done fully by hand it is recommended that a vacuum truck be utilized to minimize time requirements required to maintain the Urban Pond underground detention, retention, or infiltration system: • Bio Clean Environmental Inspection and Maintenance Report Form • Flashlight • Manhole hook or appropriate tools to access hatches and covers • Appropriate traffic control signage and procedures • Measuring pole and/or tape measure • Protective clothing and eye protection • Vacuum truck • Trash can • Pressure washer • Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. Entry into the system will be required if maintenance is required. Maintenance Procedures It is recommended that maintenance occurs at least three days after the most recent rain event to allow for drain down of the system and any upstream detention systems designed to drain down over an extended period of time. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Once all safety measures have been set up cleaning of the system can proceed as follows: • Using an extension on a boom on the vacuum truck, position the hose over the opened manway and lower into the system. Remove all floating debris, standing water (as needed) and sediment from the system. A power washer can be used to assist if sediments have become hardened and stuck to the walls and columns. Repeat the same procedure at each manway until the system has been fully maintained. Be sure not to pressure wash the infiltration area as it may scour. If maintenance requires entry into the vault: • Following rules for confined space entry use a gas meter to detect the presence of any hazardous gases. If hazardous gases are present do not enter the vault. Follow appropriate confined space procedures, such as utilizing venting system, to address the hazard. Once it 31Page Bio~Clean A Forterra Company is determined to be safe, enter utilizing appropriate entry equipment such as a ladder and tripod with harness. • The last step is to close up and replace all manhole covers and remove all traffic control. • All removed debris and pollutants shall be disposed of following local and state requirements. For Maintenance Services please contact Bio Clean at 760-433-7640, or email info@biocleanenvironmental.com. 41Page .. .. • • • .. • • • • • • • • • .. • • • " • .. • • • • • • .. • • • Bio6Clean A Forterra Company • Project Name Inspection and Maintenance Report Underground Detention, Retention, or Infiltration For Office Use Only Project Address ------------------------------------(city) (Zlp Code) (Reviewed By) Owner I Management Company ______________________________ _ Contact Phone ( ------------------ Inspector Name _______________ _ Date • Type of Inspection □Routine D Follow Up □complaint ~torm Weather Condition Additional Notes Inspection of Inlet and Site Map GPS Coordinates Model# Outlet Pipes, Joints, and # of Vault Connections Between Modules Lat: ----------- Long: Lat: -------- Lona: Lat: i-------------- Long: Comments: Time '\Ufll"'/ -Office P81SO!lnel lo complete section lo the left. AM/PM Storm Event in Last 72-hours? D No D Yes Trash or Sediment Operational Per Accumulation (lbs) & Structural Notes Manufacturer's Depth (inches) Specifications (If not, why?) 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 -.. - .. - .. - ... .. ... -.. .. .. .. ... -... .. ... - ... .. -... PRIORITY DEVELOPMENT PROJECT {PDP) SWQMP BMW OF CARLSBAD ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] PDPSWQMP 28 of 28 ! / / I I I I I I I I I DATE INITIAL ENGINEER OF WORK / I I I I I I I I I I \ I \ \ I I I PREPARED BY: Today·s Ideas. Tomorrow's Reality. Commercial Development Resources 4121 Westerli,• Place #112 Newport 8eacl7 CA. 92660 T 9.l.9,.fi1Q.89SI •Nww.CDRwest.com I 20 0 20 40 I ~ __ 1 ! I ' _, __ ··-- I I I I I I I \ I ,, ' I I I \ I I I I I I I BMP ID# BMPTYPE GRAPHIC SCALE SCALE: 1"= 20' SWMP NO. ~TB=□~---- -PARTY RESPONSIBLE FOR MAINTENANCE: NAME AUTONATION INC. ADDRESS 200 SW 1ST AVE 14TH FLOOR FORT LAUDERDALE FL 33301 CONTACT AXAY PATEL PHONE NO. (6541769-<l!JOO PLAN PREPARED BY: NAME AARON M. ALBERTSON, PE COMPANY COMMERCIAL DEVELOPMENT RESOURCES ADDRESS 4121 WESTERLY PLACE SUITE 112 NEWPORT BEACH, CA 92660 PHONE NO. (9491610-8997 SIGNATURE BMP NOTES: CERTIFICATION R.C.E. 65513 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. BMP TABLE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) INSPECTION * FREQUENCY HYDROMODIFICATION & TREATMENT CONTROL 0-© BIOFIL TRA TION AREA WI ~ TC-32 1,411 SF TBD TBD SEMI-ANNUALLY PARTIAL RETENTION 0-0 BIOFILTRATION BASIN ,j~~12lif 1t! TC-32 1,395 SF TBD TBD SEMI-ANNUALLY TREATMENT CONTROL 0 BIOFILTRATION: -11 r=1 il= MODULAR WETLAND BF-3 1 EA. TBD TBD SEMI-ANNUALLY SYSTEM (MWS) -=ITT---=TT ©@ ·-PERVIOUS PAVEMENT "-c·" I TC-10 16,217 SF TBD TBD SEMI-ANNUALLY I HYDROMODIFICATION @ DETENTION POND ~ MP-50 3EA. TBD TBD SEMI-ANNUALLY LOW IMPACT DESIGN (L.1.D.) LANDSCAPE WI . . @ NATNEIDROUGHT • • • SD-10 24,349SF TBD TBD WEEKLY TOLERANT SPECIES • • SOURCE CONTROL @ TRASH ENCLOSURE r 7 SD-32 1 EA. TBD TBD AS-NEEDED @ INLET STENCIU SIGNAGE SD-13 13 EA. TBD TBD AS-NEEDED MAINTENANCE * FREQUENCY ANNUALLY ANNUALLY ANNUALLY ANNUALLY ANNUALLY WEEKLY AS-NEEDED AS-NEEDED . ~ 1 CITY OF CARLSBAD ~ 1 ENGINEERING DEPARTMENT SINGLE SHEET BMP SITE PLAN BMW OF CARLSBAD 1060 AUTO CENTER COURT CARLSBAD, CA 92008 RECORD COPY PROJECT NO. DEV2018-0198 DATE INITIAL DATE INITIAL DRAWING NO. REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL INlllAL DAlE I TBD I " 0 N 2 u .,,, e a_ 3