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MS 2021-0003; RACEWAY INDUSTRIAL; STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2022-08-08
CITY OF CARLSBAD FINAL PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR RACEWAY INDUSTRIAL MS 2021-0003 CITY DRAWING NO. 534-9A ENGINEER OF WORK: REINHARD STENZEL, RCE 56155 PREPARED FOR: W-H CARLSBAD OWNER IX L.P. 600 WEST BROADWAY SUITE 1150 SAN DIEGO, CA 92101 PHONE: (858) 435-4025 PREPARED BY: THIENES ENGINEERING, INC. 14349 FIRESTONE BOULEVARD LA MIRADA, CA 90638 PHONE: (714) 521-4811 DATE: August 8, 2022 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Infiltration Feasibility Analysis (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 1f: Trash Capture BMP Requirements Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Geotechnical Report CERTIFICATION PAGE Project Name: Raceway Industrial Project ID: MS 2021-0003 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. RCE 56155/EXP. 12/31/2022 Engineer of Work's Signature, PE Number & Expiration Date REINHARD STENZEL Print Name THIENES ENGINEERING, INC. Company 8/8/2022 Date Charge of design of storm water BM i~ Work's Signature, PEN PROJECT VICINITY MAP PALOMAR AIRPORT RD VICINITY MAP N .T.S. LOINSHEAD AVE [Insert City’s Storm Water Standard Questionnaire (Form E-34) here] INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (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, ‘STANDARD PROJECT’ with TRASH CAPTURE 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: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: E-34 Page 1 of 4 REV 09/21 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 I C cityof Carlsbad □ I O I O I □ II E-34 Page 2 of 4 REV 09/21 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ □ □ □ □ □ □ □ E-34 Page 3 of 4 REV 09/21 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more 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 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 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 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 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 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 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 6, 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, complete the trash capture questions.. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 09/21 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 6, check the first box stating, “My project is a PDP …” and complete applicant information. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 6, check the first box stating, “My project is a PDP …” and complete applicant information. STEP 5 TO BE COMPLETED FOR STANDARD PROJECTS Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077): YES NO Is the Standard Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘STANDARD PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the third box stating, “My project is a ‘STANDARD PROJECT’ subject to TRASH CAPTURE REQUIREMENTS …” and complete applicant information. If you answered “no”, your project is a ‘STANDARD PROJECT’. Go to step 6, check the second box stating, “My project is a ‘STANDARD PROJECT’…” and complete applicant information. STEP 6 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template 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. My project is a ‘STANDARD PROJECT’ subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: □ □ □ □ □ □ □ □ SITE INFORMATION CHECKLIST Project Summary Information Project Name Raceway Industrial Project ID MS 2021-0003 Project Address SEC of Lionshead Avenue and Melrose Drive Carlsbad, CA 92010 Assessor's Parcel Number(s) (APN(s)) 221-880-01, -02, -03 and -04 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 19.34 Acres ( 842,450 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.107 Acres ( 4,660 Square Feet) Area to be disturbed by the project (Project Area) 15.159 Acres ( 660,326 Square Feet) Project Proposed Impervious Area (subset of Project Area) 12.570 Acres ( 547,549 Square Feet) Project Proposed Pervious Area (subset of Project Area) 2.589 Acres ( 112,777 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: This project is part of a larger common plan of development known as Carlsbad Raceway Industrial Park. It was previously mass-graded and has yet to be developed. Four storm drain risers/inlets, one for each individual lot, are the only structures that exist. Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: Southerly and westerly perimeters are natural slopes. The rest was previously mass-graded with the overall development known as Carlsbad Raceway Industrial Park. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None Description / Additional Information: X X X X X X Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: Site was previously mass-graded with mild slopes. Drainage patterns are urban with four existing risers/inlets for each of the four lots. The four inlets will then outlet to a RCP located within Lionshead Avenue and discharges into an existing detention basin (used as 100-year detention for the Palomar Forum and Carlsbad Raceway Industrial Park) on the north side of Lionshead Avenue. These four lots did not qualify for grandfathering to use the existing extended detention basin, for both LID and hydromodification purposes, as it was originally designed for. The project would have needed to be issued a grading permit prior to the effective date of the BMP Design Manual (effective date 2/16/2016 and revised 9/1/2021) or commence construction activities no later than 180 days after the BMP Design Manual’s effective date to qualify for grandfathering. No offsite run-on is expected. The Palomar Forum, directly south of the project, discharges into their respective storm drain lines within Melrose Drive and Eagle Drive. Runoff from the onsite natural perimeter slopes will be diverted through a separate onsite storm drain system that does not comingle with any onsite impervious areas. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes one 222,959 SF light industrial warehouse building with loading docks on the south side and surface parking lots along the westerly, northerly, and easterly property lines. Activities include loading/unloading at the truck docks; however, the activities are occurring indoors and not outdoors. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Building, driveways, parking lots, walkways, patio seating, and truck yard loading/unloading areas. List/describe proposed pervious features of the project (e.g., landscape areas): Landscape buffers along frontage of site, natural slopes along southerly and westerly property lines, landscape amenity for employees, and two biofiltration basins along the northwesterly corner. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Grading activities will be conducted to prepare building pad, aboveground loading docks, biofiltration basins, walls, and utilities. Site topography will change but ultimately drains the same as in existing conditions towards the RCP within Lionshead Avenue. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: Several private storm drains will direct stormwater into the two biofiltration basins. Another separate private storm drain will direct the southerly and westerly natural slopes directly into the underground vault used for hydromodification, without comingling with runoff from onsite impervious areas. Three of the four existing risers/inlets will no longer be utilized in the proposed development. X X Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages Need for future indoor & structural pest control Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots X X X X X X X 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): The site will discharge stormwater offsite into the existing public storm drain within Lionshead Avenue via one (1) existing lateral. The said public storm drain will then discharge stormwater into the existing 100-year detention and extended detention basins serving the Carlsbad Raceway Industrial Park and Palomar Forum developments. It will then drain northwesterly, via a natural creek, and ultimately discharge into the Agua Hedionda Creek. Runoff will then continue draining westerly into the Agua Hedionda Lagoon. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Agua Hedionda Creek (904.31) Benthic Community Effects, Bifenthrin, Chlorpyrifos, Cypermethrin, Indicator Bacteria, Malathion, Manganese, Nitrogen, Phosphorus, Selenium, Total Dissolved Solids, Toxicity Sulfates Agua Hedionda Lagoon (904.30) Toxicity Turbidity Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X X Heavy Metals X X Organic Compounds X Trash & Debris X Oxygen Demanding Substances X X Oil & Grease X Bacteria & Viruses X Pesticides X X TABLE B.6-1. Anticipated and Potential Pollutants Generated by Land Use Type Priority Project Categories General Pollutant Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Development X X X P(1) P(2) P X Commercial Development >one acre P(1) P(1) X P(2) X P(5) X P(3) P(5) Heavy Industry X X X X X X Automotive Repair Shops X X(4)(5) X X Restaurants X X X X P(1) Hillside Development >5,000 ft2 X X X X X X Parking Lots P(1) P(1) X X P(1) X P(1) Retail Gasoline Outlets X X X X X Streets, Highways & Freeways X P(1) X X(4) X P(5) X X P(1) X = anticipated P = potential (1) A potential pollutant if landscaping exists onsite. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: All catch basins and grate inlets will be equipped Bio Clean’s Full Capture filters (5 mm screens). Bio Clean’s Connector Pipe Screen will be used within the UrbanPond’s outlet module where the orifices are located. Refer to Attachment 1f for Trash Capture Storm Water Quality Management Plan. The Waterboard’s “Certified Full Capture System List of Trash Treatment Control Devices” was last updated September 2021 at the time this SWQMP report was prepared. Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): X Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: X Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. In the predeveloped condition, there are four separate parcels that each have an existing riser/inlet that connects to individual stubs/laterals and discharges into the storm drain system within Lionshead Avenue. For ease of discussion, the existing stubs will be labeled stub 1 through stub 4 from west to east (following the lot numbers). In the developed, mitigated, condition, stubs 2 through 4 (located on lots 2 through 4, respectively) will not be utilized. Drainage from the existing southerly and westerly hillside areas will bypass the biofiltration basins and enter the underground vault (used for hydromodification detention) prior to discharging offsite via existing stub at lot 1. There is only one POC and it is located within the underground detention vault used for hydromodification purposes. Runoff from the POC will eventually discharge offsite via stub 1 located on lot 1. Has a geomorphic assessment been performed for the receiving channel(s)? No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) X 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. Site was previously mass-graded, frontage improvements exist, and private storm drain system exists. Business park has proposed landscape buffer requirements fronting Lionshead Avenue. Natural slopes located at the southerly and westerly property lines. 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. [Insert City’s Standard Project Requirement Checklist Form E-36 (here)] E-36 Page 1 of 3 Revised 10/21 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Plan ID: Permit No. DWG No. Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is infeasible to do so. Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas Other: _______________ C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. If no BMPs are selected, explain why they are infeasible in the area below. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ I □ □ □ □ □ □ □ □ □ □ □ □ □ I □ E-36 Page 2 of 3 Revised 10/21 D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 3 Revised 10/21 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: I SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. Step 1: The DCV was calculated using Appendix B.1. Step 2: The retention requirements were calculated using Appendix B.1. Table B.2-1 was used to determine infiltration to be restricted (0.000 in/hr) due to expansive soil conditions. Harvest and use was demonstrated to be infeasible through the completion of Form K-7 that is provided in Attachment 1c of this SWQMP. Step 3: The BMP Performance was determined per Appendix B. The project will construct two biofiltration basins to provide pollutant control and flow control for hydromodification. Runoff from the site will be conveyed to one of two biofiltration basins on the site. Biofiltrations are sized to treat 1.5 times the DCV. The driveway and drive aisle to Lionshead Avenue, at the northwesterly corner, will receive treatment via proprietary biofiltration. An additional underground detention vault is provided to supplement volume and provide a flow control for hydromodification purposes. A flow control structure, located within the underground detention vault, will be used to control flowrates to pre-development (natural) conditions to manage hydromodification. DMA 1: BF-1 is a volume-based design biofiltration that utilizes an upstream detention system to capture 1.5 times the DCV (23,370 CF). The detention system consisting of oversized solid 60” pipes (1,215 LF / 23,856 CF total) are used to detain stormwater runoff from DMA 1. A sump pump (0.20 CFS flowrate) will be used to slowly pump the detained stormwater into the westerly biofiltration basin (BF-1) and will drawdown within 36 hours. This method will ensure that the DCV will be routed through BF-1 when using a sump pump. The biofiltration media filtration capacity is 0.71 CFS (6,127 SF x 5 in/hr) which exceeds the maximum discharge capacity of the upstream detention system. The upstream detention system's discharge capacity is controlled by the sump pump that's designed for 0.20 CFS. DMA 2: All tributary runoff from DMA 2 is routed through BF-2 for treatment. BF-2 provides 10,283 SF of biofiltration surface area. DMA 3: All tributary runoff from DMA 3 is routed through a flow-through proprietary biofiltration system BF-3 (MWS-L-4-6-V @ 3.4’ HGL) that treats up to 0.073 CFS. Hydromodifcation: Treated flows and overflows from the two biofiltration basins will then drain to the supplemental underground detention vault for hydromodification purposes. A flow-control structure is located within the underground detention vault (outlet module with weirs and two 1.25” orifices). Both biofiltration basins are designed with an overflow/bypass that allows runoff from larger storm events to outlet into the underground detention vault used for hydromodification purposes. With the exception of the landscaped slope adjacent to the streets, all runoff from the site is directed to the hydromodification storage area located underground at the northwesterly portion of the site. See “Hydromodification Calculations for Raceway Industrial” dated 4/28/2022 and prepared by Thienes Engineering, a separate report, for more information. Structural BMP Summary Information Structural BMP ID No. BF-1 DWG No. 534-9A Sheet No. 4, 5, 13, 16, 20, 29, 31 & 33 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): The volume provided by this biofiltration basin (BF-1) is included in the hydromodification calculations. Flows greater than the DCV will overflow from the two biofiltration basins (BF-1 and BF-2) into the HMP underground detention vault (DET-1). X X Structural BMP Summary Information Structural BMP ID No. BF-2 DWG No. 534-9A Sheet No. 6, 13, 16, 20 , 29, 31 & 33 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): The volume provided by this biofiltration basin (BF-2) is included in the hydromodification calculations. Flows greater than the DCV will overflow from the two biofiltration basins (BF-1 and BF-2) into the HMP underground detention vault (DET-1). X X Structural BMP Summary Information Structural BMP ID No. BF-3 DWG No. 534-9A Sheet No. 4, 6, 13, 16, 20, 27, 29, 31 & 33 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Treats the northwesterly driveway and drive aisle to Lionshead Avenue. X X Structural BMP Summary Information Structural BMP ID No. DET-1 DWG No. 534-9A Sheet No. 4, 5, 6, 13, 16, 20-26 & 31 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Treated flows and overflows from the two biofiltration basins (BF-1 and BF-2) will drain to the supplemental underground detention vault (DET-1) for hydromodification purposes. X X ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form K-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B of the BMP Design Manual to complete Form K-7. Included Not included because the entire project will use infiltration BMPs Attachment 1d Infiltration Feasibility Analysis (Required unless the project will use harvest and use BMPs) Refer to Appendix D of the BMP Design Manual. Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and significant site design BMP design guidelines Included Attachment 1f Trash Capture BMP Design Calculations (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) X X X X X X Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: ☒ Underlying hydrologic soil group ☒ Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) ☒ Existing topography and impervious areas ☒ Existing and proposed site drainage network and connections to drainage offsite ☒ Proposed grading ☒ Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness ☒ Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) ☒ Structural BMPs (identify location and type of BMP) ☒ Tabular DMA Summary ATTACHMENT 1a – DMA EXHIBIT ATTACHMENT 1b – TABULAR SUMMARY OF DMAs (included on DMA exhibit) SWQMP NOTES:1.UNDERLYING HYDROLOGIC SOIL GROUP: SOIL TYPES C AND D2. APPROXIMATELY DEPTH TO GROUNDWATER: PER THE GEOTECHNICAL ENGINEERING REPORT BY LANGEN DATED APRIL 16,2021, GROUNDWATER WAS NOT ENCOUNTERED TO THE MAXIMUM DEPTH EXPLORED OF 26.5 FEET.3. EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS, WETLANDS): N/A4. CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED: N/A5. EXISTING TOPOGRAPHY AND IMPERVIOUS AREAS: SHOWN ON THIS EXHIBIT6. EXISTING AND PROPOSED SITE DRAINAGE NETWORK AND CONNECTIONS TO DRAINAGE OFFSITE: SHOWN ON THIS EXHIBIT7. PROPOSED GRADING: SHOWN ON THIS EXHIBIT8. PROPOSED IMPERVIOUS FEATURES: SHOWN ON THIS EXHIBIT9. PROPOSED DESIGN FEATURES AND SURFACE TREATMENTS USED TO MINIMIZED IMPERVIOUSNESS: N/A10. DRAINAGE MANAGEMENT AREA (DMA) BOUNDARIES, DMA ID NUMBERS, AND DMA AREA (SQUARE FEET OR ACREAGE), ANDDMA TYPE (DRAINS TO BMP, SELF-RETAINING, OR SELF-MITIGATING): SHOWN ON THIS EXHIBIT11. STRUCTURAL BMPS: SHOWN ON THIS EXHIBITBLDG222,959 SF (footprint)CLR. HGT: 36'T\ J:7 BOT OF MULCH TOP OF MULCH F TOP OF MEDIA BOT Of MED BOT OF ROCK I I ' I r, UNDIST\JRBED SLOPES -----SOIL lYPE D I ' , ' ' UNDIST\JRBED SLOPES I -r -.............. -\ ; 0 ' ' 12" MIN FREEBOARD 12" I 3 NVERrJiilJ\l!Wol:k 112" MIN. j . 8' MIN. . BIOFIL TRATION BASIN (TYP.) N.T.S. TC WHERE APPLICABLE ,·. 18' MIN. (lYP) BOT OF ALTER COURS P Of ROCK EX. DETENTION BASINS "' SOIL lYPE D OMA 4 4.37 M:,, ,. SOIL lYPE C --...., • ' I BIOFIL TRATlON DETAIL NOTES II] PLANTING PER LANDSCAPING PL\NS. ll) 30 MIL P.V.C. LINER. ALL JOINTS TO BE SEALED WITH 12" MINIMUM OVERLAY. SEAL ALL PENETRATIONS Ll) 6" SLOTTED P.V.C. SUBDRAIN (AsrM D-3034), 3" MIN. FROM BOTTOM. r , -UNDISTURBED SL.OPES \ ) \ . " \ l . \ / 1 ) I 7 / I I I \ \ J (!I INSTALL WELL AGED SHREDDED HARDWOOD MULCH lliAT HAS BEEN STOCKPILED OR STORED FOR AT LEAST 12 MONTHS. MULCH MUST BE NON-Fl~TING, 3" THICK LAYER rnJ ALTER COURSE TO BE 4" CLEAN AND WASHED SAND (ASTM NO. 33) OR 4" LAYER OF ASTM NO. 8 STONE. lfil SOIL MEDIA BSM SPECIACATION PER APPENDIX F.3 OF "CrTY OF CARLSBAD BMP INIFlTRATION = 5 IN/HR DESIGN MIANUAL" REVISED SEPTEMBER 1, 2021. BSM SHALL CONFORM TO 60~ TO 8~ VOWME SAND REQUIREMENTS LISTED IN SECTIONS 803-3. 803-4. AND 803-5. UP TO 20X VOWME TOPSOIL CONTRACTOR Will NEED TO SUPPLY TEST RESULTS TO Cl1Y AND/OR UP TO 20X VOWME COMPOST CONT>t:.T CML ENGINEER WITH ANY QUESTIONS. ll] AGGREGATE STORAGE LAYER ASTM NO. 57 ROCK, 12" MINIMUM. mJ 12" PONDING (ADDITIONAL 6" FREEB!l\RD) lfil OVERFlOW/CLEANOUT/DISCHARGE PIPE CORRESPONDING DMAAREA DMANAME MIT AREA (HMP) (AC.) DMAl MIT4+MITS 8.08 DMA2 MITl+MIT2+MIT3 5.73 DMA3 MIT7 0.28 DMA4 MIT6 4.37 DMAS MIT8 0.78 DMA6 0.10 I TOTAL 19.34 I ' \ \ LEGEND ™ BIOFILTRATION BASIN LANDSCAPING PROPERlY LINE --SUBAREAS GRADING LIMITS --SOIL DELINEATION ~ SURFACE FLOW ARROWS ~ SD FLOW ARROWS RD ROOF DRAIN TRASH CAPTURE BMPS CIFI CURB INLET FILTER INSERT GIFI GRATE INLET FILTER INSERT CPS CONNECTOR PIPE SCREEN BF-3 PROPRIETARY BIOFILTRATION ATTACHMENT lb: DMA SUMMARY TABLE (P.O.C.1) TREATMENT IMPERVIOUS PERVIOUS IMPERVIOUS BMP DCV DMATYPE BMPTYPE FLOW RATE (AC.) (AC.) % NAME (CF) REQ'D(CFS) 7.41 0.67 92% DRAINS TO BMP BF-1 BIOFILTRATION 15,580 N/A 4.75 0.98 83% DRAINS TO BMP BF-2 BIOFILTRATION 10,117 N/A FLOW-THRU PROPRIETARY 0.22 0.06 7':f/o DRAINS TO BMP BF-3 BIDFILTRATIDN SYSTEM 475 0.0613 (MWS L 4 6 5' 8" V) 0.17 4.20 4% SELF-MITIGATING N/A N/A N/A N/A 0.01 0.77 1% SELF-MITIGATING N/A N/A N/A N/A 0.01 0.09 100/4 SELF-MITIGATING N/A N/A N/A N/A 12.57 6.77 26,172 SOIL lYPE C r 0 25 50 100 150 - -- -SCALE:1 "=50' Fi ~FOAa =n ~-W-H CARLSBAD OWNER IX L.P. 6DO WEST BROADWAY sunr 1150 SAN DIEGO, CA 92101 PHONE: (858) 435-4025 EMAIL: ERIC.HEPFERIIHINES.COM mo Thienes Engineering, Inc. 7[J CML ENGINE£RING • LANO SURVEYING 14J49 FIRESTONE BOULEVARD £A A1Hi'A1>1. CALIFORNIA 906J8 PH.(71'1}521-"811 FAK{714}521-41T.J TREATMENT BMPAREA BMPAREA FLOWRATE REQ'D (SF) PROVIDED (SF) PROVIDED (CFS) N/A 5,564 6,127 N/A 3,613 10,283 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 9,177 16,410 DMA 2 I 5.73 >I:.. I I L.....---1 'l' !ii T -r j r I.Gal Update:8/10/22 O:\JII00-39119\3911 \3811 BMPSITDW' .dw; CITY OF CAfll SBAD OMA EXH•Brr RACEWAY INDUSTRIAL UNOSI-EAD AVE. AN:> MELROSE DRIVE Designed by Date Checked by ___ _ Dot. Approved by Date Designed by ----L ________ ..,!R~.C:::.E..===..l Date Checked by ___ _ Dot. Sheet 1 of 1 Sheets ti w :::c (/) LL. 0 ATTACHMENT 1c – FORM K-7 HARVEST AND USE FEASIBILITY SCREENING CHECKLIST Appendix K: Forms and Checklists K-2 Sept. 2021 Harvest and Use Feasibility Checklist Form K-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing Landscape irrigation Other:______________ 3. Calculate the DCV using worksheet B.2-1. 3a. Is the 36 hour demand greater than or equal to the DCV? Yes / No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes / No 3c. Is the 36 hour demand less than 0.25DCV? Yes Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. x # of Parking Spaces (424) x 5.5 gallons/person Plant Factor (Moderate) = 0.3 / Hydrozone (Moderate) = 1,470 gals/acre/36-hours x 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 424 x 5.5 = 2,332 gals/day = 3,498 gals/36-hours // Toilet Flushing Demand = 339 cu-ft/36-hours Total PerviousArea to Basins = 1.55acres x 20 cu-ft/36-hours/acre =31.0 cu-ft/36 hours (landscape irrigation) Irrigation demand = 2.7 x [[(0.3 x 1,470)/0.9] + 0] x 0.015 = 20 cu-ft/36-hours/acre x x 25% = 6,123 cu-ft x x DCV = 26,493 (cubic feet) Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. □ □ □ - - c::> ~ ~ i ,(), ATTACHMENT 1d – TABLE B.2-1 INFILTRATION RESTRICTIONS Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls No BMP is within 10’ of Sewer Utilities No BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%)No City Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil No BMP is within 10’ of Property Line No BMP is within Fill Depths of ≥5’ (Existing or Proposed)No BMP is within 10’ of Underground Utilities No BMP is within 250’ of Ephemeral Stream No Other (Provide detailed geotechnical support)* Soils are considered to be expansive, and methods to reduce soil moisture should be implemented, including the use of impermeable barriers. See Attachment 5 for geotechnical report. Yes Unrestricted. None of the restriction elements above are applicable.No Restricted. One or more of the restriction elements above are applicable.Yes Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods * Restriction Element Mandatory Considerations Optional Considerations Result Table B.2-1: Infiltration Restrictions ATTACHMENT 1e – POLLUTANT CONTROL BMP DESIGN WORKSHEETS/CALCULATIONS DMA NAME CORRESPONDING MIT AREA (HMP) DMA AREA (AC.) IMPERVIOUS (AC.) PERVIOUS (AC.) IMPERVIOUS %DMA TYPE BMP NAME BMP TYPE DCV (CF) TREATMENT FLOWRATE REQ'D (CFS) TREATMENT FLOWRATE PROVIDED (CFS) BMP AREA REQ'D (SF) BMP AREA PROVIDED (SF) DMA 1 MIT 4 + MIT 5 8.08 7.41 0.67 92% DRAINS TO BMP BF-1 BIOFILTRATION 15,580 N/A N/A 5,564 6,127 DMA 2 MIT 1 + MIT 2 + MIT 3 5.73 4.75 0.98 83% DRAINS TO BMP BF-2 BIOFILTRATION 10,117 N/A N/A 3,613 10,283 DMA 3 MIT 7 0.28 0.22 0.06 79% DRAINS TO BMP BF-3 FLOW-THRU PROPRIETARY BIOFILTRATION SYSTEM (MWS-L-4-6-5'-8"-V) 475 0.0613 0.073 N/A N/A DMA 4 MIT 6 4.37 0.17 4.20 4% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A DMA 5 0.78 0.01 0.77 1% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A DMA 6 0.10 0.01 0.09 10% SELF-MITIGATING N/A N/A N/A N/A N/A N/A N/A TOTAL 19.34 12.57 6.77 26,172 9,177 16,410 ATTACHMENT 1b: DMA SUMMARY TABLE (P.O.C. 1) MIT 8 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B-10 Sept. 2021 Figure B.1-1: 85th Percentile 24-hour Isopluvial Map San Diego County 85 th Percentile lsopluvials Legend --85th PERCENTILE ISOPLUVIAL c·:.~·_'_J INCORPORATED CITY NOTE: The 85th percentile is a 24 hour rainfall total. It represetns a value such that 85% of the observed 24 hour rainfall totals will be less than that value. N + ~Milts 0 I 2 6 8 THIS~/0,\T/AISPROVIOEO~HOUTWto.RRANTYOf'NfYKIHD,EITttER EXPRESS OR IMPLIED. Hl.LOflOIJ.IT NOTllMITEDlO TIIEIMPLIB'.l WIRRA.NT1£80f'MERCW.NTABIUTY.o.N0FITNESSFOR/AAI.RTICULAR PVRPOSe ~ Thll~ ""Y-"'°"""to,fro,, hs,.HD,l,G R9g---S,...-........:lle_..._"""""-"ll'leWrDtfl -orSANOIG rf,_PIOdUCl..,.,_.,wo, ___ _ -gr•,...:,t,y~_,_,&Oo,r,.Plll~IOS.,,OJ& T11•r1•• ~o.,,R-Mc:N•-,&~ tt•-wlu111cav,or-_..,.anyi:a<1......, ...,_,.., _ _,_.,.,_. ......,._h_......., ~olRatic1M(:Nau,10om~ OiloJIIQNS.W01S201a /AIRigNI-l'Ulll,H10IIWIIQIIIICllceCMbe Jllt,lnilll~J-UJ,ga~-- tef\"201~ P'Fl:Xld~ll6NO,V,_ATU,S_l"PCT85_AEYISITED_:!01"-'f'CT85_DISPI.AYIUII Category # Description i ii iii Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-3 unitless 2 85th Percentile 24-hr Storm Depth 0.64 0.64 0.64 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 322,780 206,910 9,583 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 0 0 0 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 29,185 42,689 2,614 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) 0 0 0 sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) 0 0 0 sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) 0 0 0 sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 0 0 0 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 351,965 249,599 12,197 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.83 0.76 0.73 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.83 0.76 0.73 unitless 26 Initial Design Capture Volume 15,580 10,117 475 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.83 0.76 0.73 unitless 32 Design Capture Volume After Dispersion Techniques 15,580 10,117 475 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.83 0.76 0.73 unitless 36 Final Effective Tributary Area 292,131 189,695 8,904 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 15,580 10,117 475 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-3 unitless 2 85th Percentile Rainfall Depth 0.64 0.64 0.64 inches 3 Predominant NRCS Soil Type Within BMP Location C C C unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted unitless 5 Nature of Restriction Other Other Other unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 1.5% 1.5% 1.5% percentage 12 Fraction of DCV Requiring Retention 0.01 0.01 0.01 ratio 13 Required Retention Volume 156 101 5 cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category #Description i ii iii Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-3 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 15,580 10,117 475 cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined Lined unitless 6 Does BMP Have an Underdrain?Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Specialized Specialized unitless 8 Provided Surface Area 6,127 10,283 sq-ft 9 Provided Surface Ponding Depth 59 12 inches 10 Provided Soil Media Thickness 18 18 inches 11 Provided Gravel Thickness (Total Thickness)12 12 inches 12 Underdrain Offset 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)6.00 6.00 inches 14 Specialized Soil Media Filtration Rate 5.00 5.00 in/hr 15 Specialized Soil Media Pore Space for Retention 0.20 0.20 unitless 16 Specialized Soil Media Pore Space for Biofiltration 0.20 0.20 unitless 17 Specialized Gravel Media Pore Space 0.40 0.40 unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.20 0.20 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.00 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 unitless 23 Effective Retention Depth 4.80 4.80 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.16 0.41 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 120 0 hours 26 Efficacy of Retention Processes 0.18 0.40 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)2,819 4,037 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 12,761 6,080 475 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 2.4864 1.6375 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 17.53 6.88 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 66.20 19.20 0.00 inches 38 Drawdown Time for Surface Ponding 12 2 0 hours 39 Drawdown Time for Effective Biofiltration Depth 13 4 0 hours 40 Total Depth Biofiltered 96.20 49.20 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 19,141 9,119 713 cubic-feet 42 Option 1 - Provided Biofiltration Volume 19,141 9,119 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 9,570 4,560 356 cubic-feet 44 Option 2 - Provided Storage Volume 9,570 4,560 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes No yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 1.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 -475 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations -This BMP does not fully satisfy the performance standards for pollutant control for the drainage area. - BMPs sized at <3% of the effective tributary areas must be accompanied by Reduced Size BMP Maintenance calculations (see last tab). False False Result -Minimum annual retention criteria are not satisfied for each individual drainage area. Implement additional site design elements, increase structural BMP retention capacity, or -Use of specialized or proprietary media requires submittal of supplemental information outlined in Appendix F of the BMPDM. Attention! Category # Description i Units 1 Drainage Basin ID or Name BF-1 unitless 2 Final Effective Tributary Area 292,131 sq-ft 3 Provided BMP Surface Area 6,127 sq-ft 4 Average Annual Precipitation 13.0 inches 5 Load to Clog (default =2.0) 2.0 lb/sq-ft 6 TSS Pretreatment Efficacy 0.80 yes/no 7 Percentage "Commercial" 0% percentage 8 Percentage "Education" 0% percentage 9 Percentage "Industrial" 59% percentage 10 Percentage "Low Traffic Areas" 0% percentage 11 Percentage "Multi-Family Residential" 0% percentage 12 Percentage "Roof Areas" 41% percentage 13 Percentage "Single Family Residential" 0% percentage 14 Percentage "Transportation" 0% percentage 15 Percentage "Vacant/Open Space" 0% percentage 16 Percentage "Steep Hillslopes" 0% percentage 17 Total Percentage of Above Land Uses 100% percentage 18 Average TSS Concentration for Tributary After Pretreatment 14 mg/L 19 Average Annual Runoff Volume 316,475 cubic-feet 20 Average Annual TSS Load 277 lb/yr 21 Available Sediment Storage within BMP 12,254 lb 22 Anticipated Major Maintenance Frequency 44.3 years False False Automated Worksheet B.4: Reduced Size BMP Maintenance Interval (V2.0) Drainage Basin Info Biofiltration Clogging Inputs No Warning Messages Result Where: 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. DMA 3 1 DCV DCV 475 cubic-feet 2 DCV retained DCVretained 0 cubic-feet 3 DCV biofiltered DCVbiofiltered 0 cubic-feet 4 DCV requiring flow-thru (Line 1 – Line 2 – 0.67xLine 3) DCVflow-thru 475 cubic-feet 5 Adjustment factor (Line 4 / Line 1)* AF=1 unitless 6 Design rainfall intensity i= 0.20 in/hr 7 Area tributary to BMP (s)A=0.28 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C=0.73 unitless 9 Calculate Flow Rate = AF x (C x i x A) Q=0.0409 cfs 10 1.5x Flow Rate = AF x (C x i x A) x 1.5 Q=0.0613 cfs 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: Worksheet B.6-1: Flow-Thru Design Flows 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. BF-3 requires 5 cubic-feet for retention. BF-1 requires 156 cubic-feet for retention. BF-1 provides 2,819 cubic-feet for retention. The excess for BF-1 is 2,663 cubic-feet. The retention requirements for BF-3 are met by the excess retention volume from BF-1 (2,663 cubic-feet > 5 cubic-feet). *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. Model MWS-L-4-6-5'-8"-V Treatment Flow Rate = 0.073 cfs 0.073 cfs > 0.0613 cfs Flow-thru Design Flows Worksheet B.6-1 TRACT No. _______ _ subject I date I job no. I sheet of 14349 Firestone Blvd.• La Mirada, CA 90638 • Tel: (714) 521-4811 • Fax: (714) 521-4173 ATTACHMENT 1f – FORM E-35A TRASH CAPTURE BMP DESIGN CALCULATIONS SITE INFORMATION CHECKLIST Project Summary Information Project Name Raceway Industrial Project ID SDP 2021-0003 Project Address SEC of Lionshead Avenue and Melrose Drive Carlsbad, CA 92010 Assessor's Parcel Number(s) (APN(s)) 221-880-01, -02, -03 and -04 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 19.34 Acres ( 842,450 Square Feet) Description of Existing Site Condition and Drainage Patterns Select applicable Land Use Category: High Density Residential R-23 (15-23 du/ac) R-30 (23-30 du/ac) Industrial PI (Planned Industrial) Commercial CF (Community Facilities) GC (General Commercial) L (Local Shopping Center) R (Regional Commercial) V-B (Village-Barrio) VC (Visitor Commercial) O (Office) VC/OS (Visitor Commercial/Open Space) Mixed Urban PI/O (Planned Industrial/Office) Public Transportation Stations Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: Site was previously mass-graded with mild slopes. Drainage patterns are urban with four existing risers/inlets for each of the four lots. The four inlets will then outlet to a RCP located within Lionshead Avenue and discharges into an existing detention basin (used as 100-year detention for the Palomar Forum and Carlsbad Raceway Industrial Park) on the north side of Lionshead Avenue. These four lots did not qualify for grandfathering to use the existing extended detention basin, for both LID and hydromodification purposes, as it was originally designed for. The project would have needed to be issued a grading permit prior to the effective date of the BMP Design Manual (effective date 2/16/2016 and revised 9/1/2021) or commence construction activities no later than 180 days after the BMP Design Manual’s effective date to qualify for grandfathering. No offsite run-on is expected. The Palomar Forum, directly south of the project, discharges into their respective storm drain lines within Melrose Drive and Eagle Drive. Runoff from the onsite natural perimeter slopes will be diverted through a separate onsite storm drain system that does not comingle with any onsite impervious areas. X Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes one 222,959 SF light industrial warehouse building with loading docks on the south side and surface parking lots along the westerly, northerly, and easterly property lines. Activities include loading/unloading at the truck docks; however, the activities are occurring indoors and not outdoors. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Grading activities will be conducted to prepare building pad, aboveground loading docks, biofiltration basins, walls, and utilities. Site topography will change but ultimately drains the same as in existing conditions towards the RCP within Lionshead Avenue. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: Several private storm drains will direct stormwater into the two biofiltration basins. Another separate private storm drain will direct the southerly and westerly natural slopes directly into the underground vault used for hydromodification; without comingling with runoff from onsite impervious areas. Three of the four existing risers/inlets will no longer be utilized in the proposed development. 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. X X SUMMARY OF TRASH CAPTURE BMPS Trash Capture BMPs All projects subject to trash capture requirements must implement trash capture BMPs (see Chapter 4 of the BMP Design Manual). Selection of trash capture BMPs must be based on the selection process described in Chapter 4. Trash capture 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 trash capture BMPs (see Section 1.12 of the BMP Design Manual). Trash capture 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 trash capture BMP implementation at the project site in the box below. Then complete the trash capture BMP summary information sheet for each trash capture BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each trash capture BMP). Describe the general strategy for trash capture BMP implementation at the site. This information must describe how the steps for selecting and designing trash capture BMPs presented in Section 4.4 of the BMP Design Manual were followed, and the results (type of BMPs selected). The project site is located within the Planned Industrial (PI) land use type which is a Priority Land Use (PLU) subjected to the city’s Trash Capture requirements. To meet these requirements, the project proposes certified full capture inlet filters designed to pretreat runoff prior to entering the onsite storm drain conveyance system. Additionally, certified full capture connector pipe screens, located within the underground vaults will pretreat runoff prior to discharging into the existing public storm drain in Lionshead Avenue. Lastly, runoff from the northwesterly driveway (along Lionshead Avenue), will receive pretreatment via a certified full capture proprietary biofiltration system. Trash Capture BMP Summary Information BMP ID No. Type of Trash Capture BMP Permit No. Drawing No. CIFI Curb inlet filter insert City Drawing No. 534-9A GIFI Grate inlet filter insert City Drawing No. 534-9A CPS Connector pipe screens City Drawing No. 534-9A BF-3 Proprietary biofiltration City Drawing No. 534-9A ATTACHMENT 1 BACKUP FOR TRASH CAPTURE BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) ☒ Included Refer to Attachment 1a of the SWQMP. Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a ☒ Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Trash Capture BMP Design Worksheets / Calculations (Required) Refer to Appendices J of the BMP Design Manual for trash capture BMP design guidelines ☒ Included Use this checklist to ensure the required information has been included on the DMA Exhibit: Refer to Attachment 1a – DMA Exhibit of the SWQMP The DMA Exhibit must identify: ☒ Site topography and impervious areas ☒ Site drainage network and connections to drainage offsite ☒ Proposed grading (if applicable) ☒ Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage) ☒ Trash Capture BMPs (identify location and type of BMP) Entire Site to Connector Pipe Screen within UrbanPond (DET-1) 1 Area weighted runoff factor (estimate using Table B.1-1) C=0.80 unitless 2 Rainfall intensity (typical i=0.471 in/hr) i =0.471 in/hr 3 Tributary area which inncludes the total area draining to the trash capture BMP, including any offsite or onsite areas that comingle with projet runoff and drain to the trash capture BMP. A=13.81 acres 4 Design flow rate Q =5.20 cfs City of Carlsbad BMP Design Manual Appendix J.2.1 Design Flow Rate Worksheet Design Flow Rate ATTACHMENT 2 Trash Capture 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 2 must identify: Typical maintenance indicators and actions for proposed trash capture BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 2 must identify: ☒ Specific maintenance indicators and actions for proposed trash capture BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the trash capture BMP(s) ☒ How to access the trash capture 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 trash capture BMP and compare to maintenance thresholds) ☒ Manufacturer and part number for proprietary parts of trash capture 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 Chapter 7: Long Term Operation and Maintenance 7-13 Sept. 2021 TABLE 7-5. Maintenance Indicators and Actions for Detention BMPs Typical Maintenance Indicator(s) for Detention Basins Maintenance Actions Poor vegetation establishment Re-seed, re-establish vegetation. Overgrown vegetation Mow or trim as appropriate. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or re-grading where necessary. Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials. Standing water Make appropriate corrective measures such as adjusting irrigation 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 as weirs, inlet or outlet structures Repair or replace as applicable. 7.7.5 Maintenance of Trash Capture Devices Trash capture devices include any device listed in the California Water Board’s certified list of Trash Capture Devices and BMPs. The project civil engineer should refer to the manufacturer’s guide for maintenance indicators and actions. TABLE 7-6. Maintenance Indicators and Actions for Trash Captures BMPs Typical Maintenance Indicator(s) for Trash Captures BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials. Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. Damage to components of the filtration system Repair or replace as applicable. Note: For trash capture BMPs, refer to the manufacturer's maintenance guide. OPERATION & MAINTENANCE Bio Clean Environmental Services, Inc. 398 Via El Centro Oceanside, CA 92058 www.BioCleanEnvironmental.com p: 760.433.7640 f: 760.433.3176 Curb Inlet Filter Bio ~Clean A Forterra Company 1 | Page OPERATION & MAINTENANCE The Bio Clean Curb Inlet Filter is a stormwater device designed to remove high levels of trash, debris, sediments and hydrocarbons. The filter is available in several configurations including trash full capture, multi‐level screening, Kraken membrane filter and media filter variations. This manual covers maintenance procedures of the trash full capture and multi‐level screening configurations. A supplemental manual is available for the Kraken and media filter variations. The innovative trough & weir system is mounted along the curb face and directs incoming stormwater toward the filter basket which is positioned “directly” under the manhole access opening regardless of its location in the catch basin. This innovative design allows the filter to be cleaned from finish surface without access into the catch basin, therefore drastically reducing maintenance time and eliminating confined space entry. The filter has a lifting handle allowing for the filter to be removed easily through the manhole. The weir also folds up to allow for unimpeded access into the basin for routine maintenance or pipe jetting. As with all stormwater BMPs, inspection and maintenance on the Curb Inlet Filter is necessary. Stormwater regulations require 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 site‐ specific loading conditions. This is recommended because pollutant loading can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding of 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. Without appropriate maintenance a BMP can exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. System Diagram: Trough Outlet Pipe Under Mount Filter Basket Bio ~Clean A Forterra Company Front Weir Back Weir Section (hinged) ~----t--Hydrocarbon Boom Screen 2 | Page Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the Curb Inlet Filter: Bio Clean Environmental Inspection Form (contained within this manual). Manhole hook or appropriate tools to remove access hatches and covers. Appropriate traffic control signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections or maintenance of the system. Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Curb Inlet Fitler 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 Curb Inlet Filter can be inspected though visual observation without entry into the catch basin. All necessary pre‐inspection steps must be carried out before inspection occurs, such as safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open access hatch or manhole. Once the manhole has 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 catch basin through the manhole. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the catch basin. Look for any out of the ordinary obstructions in the catch basin, trough, weir, filter basket, basin floor our outlet pipe. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, foliage and sediment accumulated inside the filter basket. Record this information on the inspection form. Observe the condition and color of the hydrocarbon boom. Record this information on the inspection form. Bio ~Clean A Forterra Company 3 | Page 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: Missing or damaged internal components. Obstructions in the trough, weir, filter basket or catch basin. Excessive accumulation of trash, foliage and sediment in the filter basket and/or trough and weir sections. Maintenance is required when the basket is greater than half‐full. The following chart shows the 50% and 100% storage capacity of each filter height: Model Filter Basket Diameter (in) Filter Basket Height (in) 50% Storage Capacity (cu ft) 100% Storage Capacity (cu ft) BC‐CURB‐30 18 30 2.21 4.42 BC‐CURB‐24 18 24 1.77 3.53 BC‐CURB‐18 18 18 1.33 2.65 BC‐CURB‐12 18 12 0.88 1.77 Maintenance Equipment It is recommended that a vacuum truck be utilized to minimize the time required to maintain the Curb Inlet Filter though it can easily cleaned by hand: Bio Clean Environmental Maintenance Form (contained in O&M Manual). Manhole hook or appropriate tools to access hatches and covers. Appropriate safety signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine maintenance of the system. Small or large vacuum truck (with pressure washer attachment preferred). Maintenance Procedures It is recommended that maintenance occurs at least two days after the most recent rain event to allow debris and sediments to dry out. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Cleaning of the Curb Inlet Filter can be performed from finish surface without entry into catch basin utilizing a vacuum truck. Some unique Bio ~Clean A Forterra Company 4 | Page and custom configurations may create conditions which would require entry for some or all of the maintenance procedures. Once all safety measures have been set up cleaning of the Curb Inlet Filter can proceed as followed: Remove all manhole cover or access hatches (traffic control and safety measures to be completed prior). Using an extension on a vacuum truck position the hose over the opened manhole or hatch opening. Insert the vacuum hose down into the filter basket and suck out trash, foliage and sediment. A pressure wash is recommended and will assist in spraying of any debris stuck on the side or bottom of the filter basket. If the filter basket is full, trash, sediment, and debris will accumulate inside the trough and weir sections of the system. Once the filter basket is clean power wash the weir and trough pushing these debris into the filter basket (leave the hose in the filter basket during this process so entering debris will be sucked out). Power wash off the trough, weir, debris screen, and filter basket sides and bottom. Next remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Booms can be ordered directly from the manufacturer. Follow is a replacement indication color chart for the hydrocarbon booms: The last step is to close up and replace the manhole or hatch and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. Disposal requirements for recovered pollutants may vary depending on local guidelines. In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In the case of damaged components, replacement parts can be ordered from the manufacturer. Hydrocarbon booms can also be ordered directly from the manufacturer as previously noted. Excellent Condition Good Condition Minimal Capacity Replacement Required Bio ~Clean A Forterra Company 5 | Page Maintenance Sequence Insert the vacuum hose down into the filter basket and suck out debris. Use a pressure washer to assist in vacuum removal. Pressure wash off the weir and trough and vacuum out any remaining debris. Remove manhole cover and set up vacuum truck to clean the filter basket. Ensure all traffic control and safety measures are in place. Bio ~Clean A Forterra Company -.. 6 | Page For Maintenance Services or Information Please Contact Us At: 760‐433‐7640 Or Email: info@biocleanenvironmental.com Remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Close up and replace the manhole or hatch and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. Bio ~Clean A Forterra Company For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Long: Storm Event in Last 72-hours? No Yes GPS Coordinates of Insert Catch Basin Size Evidence of Illicit Discharge? Trash Accumulation Type of Inspection Routine Follow Up Complaint Storm Lat: Long: Lat: Long: Sediment Accumulation Office personnel to complete section to the left. Functioning Properly or Maintenance Needed? 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Comments: Foliage Accumulation Long: Lat: Long: Lat: 3 Lat: 2 1 Long: Inspection and Maintenance Report Catch Basin Only Signs of Structural Damage? 5 4 6 Lat: Lat: Lat: Long: 7 Lat: Long: 10 8 Long: Project Name Project Address 12 Lat: 11 Lat: Long: Long: Bio ~Clean A Forterra Company ----- □ □ □ □ □ BIO CLEAN FULL CAPTURE FILTER WITH TROUGH SYSTEM FOR USE IN CURB INLETS WITH WINGS TROUGH POSITIONS ALTER BASKET DIRECTLY UNDER MANHOLE OPENING FOR EASY ACCESS TROUGH FIGURE 1: DETAIL OF PARTS \g~r:ING ~C"-~(:::-•::,-!'.,:•::;,i,.i,?'::,'.l. r.z,iP!Z,i!':l:,i!--t,::";"] .... · .--"· .. ..,· ; • ..,;·•-·<L-----,~----J',. .....---4-t-:.~::•.';:--...._ :.ir;·.< ;~~;.1===~:l:!a--..... ·: ;-:· 1---~~1o-. !~(_;. ;!} ::~~: .. ~-. ..... : ~:=! ·. .. •. :}/Jft\\t/(i/~f.!.t/Jj FIGURE 4: DETAIL OF PROFILE ABERGLASS DIVERTER TO CHANNEL ALL WATER FROM WING TO TROUGH ALTER BASKET OUTLET PIPE FIGURE J: DETAIL OF MOUNTING DRAWING: BIO CLEAN CURB INLET ALTER DETAILS MEETS FULL CAPTURE REQUIREMENTS TREATMENT FLOW RATE: 2.85 cfs WARRANTY: 8 YEAR MANUFACTURERS BIO CLEAN ENVIRONMENTAL SERVICES, INC. 398 VL4 EL CENTRO, OCEANSIDE CA 92058 PHONE: 760-433-7640 FAX: 760-433-3176 DATE: 10/12/2017 SCA/.£: N7S DRAFTER: M.C.P. UNffS = INCHES MODEL /: BIO-CURB-FULL PROJECT: REVISIONS: DATE: REVISIONS: DATE: REVISIONS: DATE: REVISIONS: DATE: FIGURE 2: DETAIL OF CONFIGURATION NOTES: 1. TROUGH SYSTEM PROVIDES FOR ENTIRE COVERAGE OF INLET OPENING SO TO DMRT ALL FLOW TO ALTER. 2. TROUGH SYSTEM MANUFACTURED FROM MARINE GRADE ABERGLASS, GEL COATED FOR W PROTECTION. J. SYSTEM ATTACHED TO THE CATCH BASIN WITH NON-CORROSIVE HARDWARE. 4. ALTER MANUFACTURED OF 100% STAINLESS STEEL . 5. ALTER MADE OF NON-CLOGGIN SCREEN WITH 4.7 MM OPENINGS AND MEETS FULL CAPTURE REQUIREMENTS. 6. ALTER CAN BE ATTED WITH HYDROCARBON ABSORBENT BOOM 7. ALTER IS LOCATED DIRECTLY UNDER THE MANHOLE FOR EASY REMOVAL AND MAINTENANCE. 8. LENGTH OF TROUGH CAN VARY FROM 2' TO JO' 9. OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE - CONTACT BIO CLEAN FOR MORE INFORMATION. 10. CONSIDERS A SAFETY FACTOR OF 2.0 11. BYPASS IS FACILITATED VL4 OVERFLOW OF THE TROUGH SYSTEM AND IS EQUAL TO THE CAPACITY OF THE CURB OPENING 12. STORAGE CAPACITY 84SED ON THE BASKET HALF FULL 13. ADDfflONA/.. TREATMENT AND STORAGE CAPACITY CAN BE ACHIEVED BY UTIUZING MULTIPLE ALTER BASKETS. Bio6Clean A Forterra Company PAGE J OPERATION & MAINTENANCE Bio Clean Environmental Services, Inc. 398 Via El Centro Oceanside, CA 92058 www.BioCleanEnvironmental.com p: 760.433.7640 f: 760.433.3176 Grate Inlet Filter Bio~Clean A Forterra Company 1 | Page OPERATION & MAINTENANCE The Bio Clean Grate Inlet Filter is a stormwater device designed to remove high levels of trash, debris, sediments and hydrocarbons. The filter is available in several configurations including trash full capture, multi‐level screening, Kraken membrane filter and media filter variations. This manual covers maintenance procedures of the trash full capture and multi‐level screening configurations. A supplemental manual is available for the Kraken and media filter variations. This filter is made of 100% stainless steel and is available and various sizes and depths allowing it to fit in any grated catch basin inlet. The filters heavy duty construction allows for cleaning with any vacuum truck. The filet can also easily be cleaned by hand. As with all stormwater BMPs, inspection and maintenance on the Grate Inlet Filter is necessary. Stormwater regulations require 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 site‐ specific loading conditions. This is recommended because pollutant loading can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding of 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. Without appropriate maintenance a BMP can exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. System Diagram: H!ghi Flow Bypass Outlet Pipe Bio ~Clean A Forterra Company l=fydroceubon Boom ~---Mountllng1 Flange 2 | Page Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the Grate Inlet Filter: Bio Clean Environmental Inspection Form (contained within this manual). Manhole hook or appropriate tools to remove access hatches and covers. Appropriate traffic control signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections or maintenance of the system. Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Grate Inlet Filter 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 Grate Inlet Filter can be inspected though visual observation. All necessary pre‐inspection steps must be carried out before inspection occurs, such as safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open grated inlet. Once the grate has been safely removed 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 filter with the grate removed. Look for any out of the ordinary obstructions on the grate or in the filter and its bypass. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, foliage and sediment accumulated inside the filter basket. Record this information on the inspection form. Observe the condition and color of the hydrocarbon boom. Record this information on the inspection form. Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. Bio ~Clean A Forterra Company 3 | Page 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. Obstructions in the filter basket and its bypass. Excessive accumulation of trash, foliage and sediment in the filter basket. Maintenance is required when the basket is greater than half‐full. The following chart shows the 50% and 100% storage capacity of each filter height: Model Filter Basket Diameter (in) Filter Basket Height (in) 50% Storage Capacity (cu ft) 100% Storage Capacity (cu ft) BC‐GRATE‐12‐12‐12 10.00 12.00 0.27 0.55 BC‐GRATE‐18‐18‐18 16.00 18.00 1.05 2.09 BC‐GRATE‐24‐24‐24 21.00 24.00 2.41 4.81 BC‐GRATE‐30‐30‐24 27.00 24.00 3.98 7.95 BC‐GRATE‐36‐36‐24 33.00 24.00 5.94 11.88 BC‐GRATE‐48‐48‐18 44.00 18.00 7.92 15.84 Maintenance Equipment It is recommended that a vacuum truck be utilized to minimize the time required to maintain the Curb Inlet Filter, though it can easily cleaned by hand: Bio Clean Environmental Maintenance Form (contained in O&M Manual). Manhole hook or appropriate tools to remove the grate. Appropriate safety signage and procedures. Protective clothing and eye protection. Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine maintenance of the system. Small or large vacuum truck (with pressure washer attachment preferred). Maintenance Procedures It is recommended that maintenance occurs at least two days after the most recent rain event to allow debris and sediments to dry out. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Cleaning of the Grate Inlet Filter can be performed utilizing a vacuum truck. Once all safety measures have been set up cleaning of the Grate Inlet Filter can proceed as followed: Bio ~Clean A Forterra Company 4 | Page Remove grate (traffic control and safety measures to be completed prior). Using an extension on a vacuum truck position the hose over the opened catch basin. Insert the vacuum hose down into the filter basket and suck out trash, foliage and sediment. A pressure wash is recommended and will assist in spraying of any debris stuck on the side or bottom of the filter basket. Power wash off the filter basket sides and bottom. Next remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Booms can be ordered directly from the manufacturer. Follow is a replacement indication color chart for the hydrocarbon booms: The last step is to replace the grate and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. Disposal requirements for recovered pollutants may vary depending on local guidelines. In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In the case of damaged components, replacement parts can be ordered from the manufacturer. Hydrocarbon booms can also be ordered directly from the manufacturer as previously noted. Excellent Condition Good Condition Minimal Capacity Replacement Required Bio ~Clean A Forterra Company 5 | Page Maintenance Sequence Insert the vacuum hose down into the filter basket and suck out debris. Use a pressure washer to assist in vacuum removal. Pressure wash off screens. Remove grate and set up vacuum truck to clean the filter basket. Bio ~Clean A Forterra Company 6 | Page For Maintenance Services or Information Please Contact Us At: 760‐433‐7640 Or Email: info@biocleanenvironmental.com Remove the hydrocarbon boom that is attached to the inside of the filter basket. The hydrocarbon boom is fastened to rails on two opposite sides of the basket (vertical rails). Assess the color and condition of the boom using the following information in the next bullet point. If replacement is required install and fasten on a new hydrocarbon boom. Close up and replace the grate and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. Bio ~Clean A Forterra Company For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Long: Storm Event in Last 72-hours? No Yes GPS Coordinates of Insert Catch Basin Size Evidence of Illicit Discharge? Trash Accumulation Type of Inspection Routine Follow Up Complaint Storm Lat: Long: Lat: Long: Sediment Accumulation Office personnel to complete section to the left. Functioning Properly or Maintenance Needed? 398 Via El Centro, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Comments: Foliage Accumulation Long: Lat: Long: Lat: 3 Lat: 2 1 Long: Inspection and Maintenance Report Catch Basin Only Signs of Structural Damage? 5 4 6 Lat: Lat: Lat: Long: 7 Lat: Long: 10 8 Long: Project Name Project Address 12 Lat: 11 Lat: Long: Long: Bio ~Clean A Forterra Company ----- □ □ □ □ □ INSTALLATION NOTES: PLAN VIEW (GRATE NOT SHOWN) ELEVATION VIEW FLOW DIAGRAM GRATE INLET FILTER FULL CAPTURE STANDARD DETAIL L ~"'0'"'0'"-0' "<7""'7""'7""'7""'7 V~"'0'"-0'"-0''"U' "<7 ""'7 ""'7 ""'7 ""'7 "iQ"°'i;(?'~""Q'~"'V" "'V"~~"-0'~ v~~""<:7'~"-V" "'V"~~"-0'~ L - - - - -J _---,.._,.... ""'7""'7""'7""'7 "'V"~""C"'"-0'~ "<:?'""'7""'7""'7""'7"<7 "'V"~~"'-<:7'~ "<:?' ""'7 ""'7 ""'7 ""'7 "<7 "'V"~"'0'"-0'~ "<:?' ""'7 ""'7 ""'7 ""'7 "<7 "'V"~~"'-<:7'"<':7' OUTFLOW NON-CLOGGING SCREEN MEETS FULL CAPTURE REQUIREMENTS BO"OM SCREEN MEETS FULL CAPTURE REQUIREMENTS 1. ALL HARDWARE, FLANGE, FRAME, SCREENS SHALL BE STAINLESS STEEL 2. HYDROCARBON BOOM SHALL BE r DIAMETER AND CONNECTED, MECHANICALLY TO THE FILTER FRAME WITH RAILS ALLOWING IT TO FLOAT ON THE WATER SURFACE REGARDLESS OF H£/GHT. 3. SEE PERFORMANCE REPORTS IN MANUFACTURES SPECIF/CATIONS. 4. OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE -CONTACT BIO CLEAN FOR MORE INFORMATION. 5. BASED ON 37% OPEN AREA. 6. CONSIDERS A SAFETY FACTOR OF 2. 0. 7. CONSIDERS A LOCAL DEPRESSION POND/ING DEPTH OF 6 INCHES .. 8. STORAGE CAPACITY BASED ON THE BASKET HALF FULL 9. CONCRETE STRUCTURES SOLD SEPARATELY. 1:15 SCALE MODEL# 810-GRATE-KMF 12-12-12 810-GRATE-KMF 18-18-12 810-GRATE-KMF 26-26-12 810-GRATE-KMF 24-40-12 810-GRATE-KMF 26-26-24 810-GRATE-KMF 24-40-24 810-GRATE-KMF 36-36-24 PROPRIETARY AND CONFIDENTIAL: TH£ INFORMATION CONTAINED IN THIS DOCUMENT IS TH£ SOI.£ PROP£RTY OF FOKTfRRA ANO ITS COMPANIES. THIS DOCUMENT, NOR ANY PAKT TH£R£0F, "4Y 8£ IJS£0, R£PROOUC£D OR MOOIF/£0 IN ANY "4NN£R WTTH OUT TH£ WRfTTfN CONS£NT OF FORTfRRA. Bio 6-Clean AForterraCGlnpany TREATMENT FLOW RATE {CFS) 0.97 1.86 2.78 6.71 9.49 13.53 17.14 BYPASS FLOW {CFS) 1.55 3.68 4.83 6.59 4.83 6.59 7.60 SOLIDS STORAGE CAPACITY {CF) 0.14 0.35 0.60 1.04 1.80 3.12 4.45 Hydra Connector Pipe Screen (CPS) Operation & Maintenance (O&M) Note CPS devices should be maintained by individuals who are trained in proper disposal procedures, confined space entry and traffic safety regulations. When servicing a Hydra CPS device be sure to follow all safety and traffic control protocols as well as wearing all proper personal protection equipment such as gloves, safety glasses, hard-hat, safety vest and work boots. Visual Inspection 1. Begin by inspecting the inflow of the catch basin where the Hydra CPS device is located. Check for any obstructions to inflow of the CB unit. If any large obstructions are found, have them removed. Once the inflow inspection is completed, remove the man-hole cover for further inspection. (Note: Confined Space Entry Procedures may apply if trained personnel intend to enter the interior space of any Catch Basin. Please follow all applicable confined space entry procedures) 2. Remove the manhole cover and visually estimate the amount and types of debris found in the CB unit. Look for any visual signs of damage that may compromise the CB unit to function properly. Inspect for any standing water in the CB unit as well as for large amounts of sediment and debris surrounding the CPS device. If standing water and high sediment volume is found, remove water, sediment and debris by vacuum truck or by other debris removal methods. Cleaning Procedures and Frequencies 1. Like all other storm water BMP’s, Hydra CPS devices require periodic maintenance. Bio ~Clean A Forterra Company Routine inspection and maintenance intervals for all CPS devices are typically twice per year for inspections and once per year for maintenance service. Hydra CPS devices may require more frequent maintenance service if the device is located in a high debris loading drainage area, such as certain downtown areas, retail/restaurant, or residential areas where a significant amount of vegetation/foliage is located. In such cases, Modular CPS devices may require more frequent inspection and maintenance service, which could range from twice per year to monthly inspection and maintenance service, depending on pollutant load conditions. 2. To begin Hydra CPS cleaning procedures, conduct a visual inspection of the CPS device and the surrounding area to ensure a safe working environment. Setup appropriate barriers and signage as necessary to establish a work zone surrounding the catch basin. Once the work zone has been established, remove the manhole cover from the catch basin. 3. Once the manhole cover is removed from the basin the Modular CPS is ready for servicing. All debris can be removed by either a vacuum truck or manually removing sediment and debris by hand. 4. Hydra CPS devices shall be cleaned using a pressure washer as may be necessary if any materials are found to cause occlusion or clogging of the screen. Disposal 1. All trash and debris removed from the Hydra CPS unit shall be disposed of in accordance with local, state and federal regulation. 2. Solid waste disposal can be coordinated with local landfills. Liquids may need to be disposed of by wastewater treatment plant, municipal vacuum truck decant facility or approved facility. For maintenance services please contact Bio Clean at: 760-433-7640 info@biocleanenvironmental.com Bio ~Clean A Forterra Company GENERAL NOTES INSTALLATION NOTES ISO VIEW - U SHAPE TOP SECTION VIEW - U SHAPE CONNECTOR PIPE SCREEN (CPS) U3.7 SC fEN HE/ 'HT CPS U WITH 3. 7 FT SCREEN LENGTH CPS HEIGHT {IN} SCREEN FLOW {CFS) 12 5.26 18 9.66 24 14.88 JO 20.80 36 27.35 NOT£· BYPASS FLOW RATES VARY WITH VAULT DEPTH AND BYPASS HEIGHT. CONTACT BIO CLEAN fRFORATED SS FOLDED AT EDGES FOR MOUNTING {TYP} 16 GA 5 MM PERFORATED SS, 51% OPEN ONCRETE ANCHOR FOR MOUNTING STIFFENER SUPPORT BENDS FLAT SCREEN CENTRAL PANEL FOR ADDITIONAL INFORMATION. TOTAL SCREEN LENGTH ~ 3. 7' SPAN LENGTH = 20" COMPATIBLE WITH PIPES UP TO ¢15" ----20"----' ,___---23.4" ---------' 1. BIO CLEAN TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIACATIONS, AND CAPACITIES ARE SUBJECT TO CHANG£ J. THIS CPS UNIT IS DESIGNED FOR TREATMENT FLOWS THROUGH THE SCREEN. FLOWS GREATER THAN THE TREATMENT FLOW RATE WILL BYPASS OVER THE SCREEN. 4. A BYPASS LID IS REQUIRED WHEN THE OUTLET PIPE IS DIRECTLY BELOW THE CURB OPENING. 5. CPS IS COMPRISED OF 304 STAINLESS STEEL THICKNESS IS 16 GAUGE SCREEN PERFORATIONS ARE 5 MILLIMETERS IN DIAMETER. THE SCREEN AREA IS 51% OPEN SPACE 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERtALs, AND INCIDENTALS REQUIRED TO INSTALL THE CPS UNIT AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIACATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. POSITION THE CPS SO IT IS EVENLY SPACED AROUND THE CONNECTOR PIPE, ENSURING A MIN. OF 4• SPACING AWAY FROM ANY CORNERS. SCREEN BOTTOM SHALL BE FLUSH WITH THE CATCH BASIN FLOOR, OR WITH GAPS NO GREATER THAN 5 MM. J. IF A BYPASS LID IS REQUIRED, VERIFY THE BYPASS HEIGHT NEEDED AND MARK THAT LOCATION ON THE WALL DIRECTLY ABOVE THE BASE UPRIGHTS. LIFT THE LID IN PLACE AND MARK THE HOLE LOCATIONS FOR THE LID MOUNTING BRACKETS. SECURE THE UD WITH STAINLESS STEEL NUTS. WARIWITY: 1 YEAR MANUFACTURER'S MEETS FULL CAPTURE REQUIREMENTS Bio~Clean BIO CLEAN ENVIRONMENTAL SERVICES, INC. 398 VIA EL CENTRO, OCEANSIDE CA 92058 PHONE: 760-433-7640 ~TE: 1/17/2020 SCALE: NTS DRAFTER: G.11.S. UNITS = INCHES REVISIONS: DATE: REVISIONS: DATE: REVISIONS: DATE: REVISIONS: DATE: A Forterra Company Modular Wetlands® Linear A Stormwater Biofiltration Solution OPERATION & MAINTENANCE MANUAL A FcHierra Companf Maintenance Guidelines for Modular Wetlands Linear Maintenance Summary o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months. (5 minute average service time). o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months. (10 minute average service time). o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months. (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months. (5 minute average service time). o Trim Vegetation – average maintenance interval is 6 to 12 months. (Service time varies). System Diagram Access to screening device, separation chamber and cartridge filter Access to drain down filter Pre-Treatment Chamber Biofiltration Chamber Discharge Chamber Outflow Pipe Inflow Pipe (optional) 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Maintenance Procedures Screening Device 1.Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1.Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1.Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. Maintenance 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 require irrigation. 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Yes Depth: Yes No Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.): Other Inspection Items: Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to the left. Inspection Report Modular Wetlands Linear Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? 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. Chamber: Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity: Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? 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)? Project Name Project Address Inspection Checklist CommentsNo Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Is there a septic or foul odor coming from inside the system? 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. Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Waste:Plant Information No Cleaning Needed Recommended Maintenance Additional Notes: Damage to Plants Plant Replacement Plant Trimming Schedule Maintenance as Planned Needs Immediate Maintenance 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Bio ~Clean A Forterra Company ---- □ □ □ □ □ □ I For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Site Map # Comments: Inlet and Outlet Pipe Condition Drain Down Pipe Condition Discharge Chamber Condition Drain Down Media Condition Plant Condition Media Filter Condition Long: MWS Sedimentation Basin Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat:MWS Catch Basins GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to the left. Project Address Project Name Cleaning and Maintenance Report Modular Wetlands Linear 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Bio ~Clean A Forterra Company ---- □ □ □ □ □ □ SITE SPECIFIC DATA PROJECT NUMBER 12954 PROJECT NAME RACEWAY INDUSTRIAL PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BF-3 TREATMENT REQUIRED VOLUME BASED {CF) FLOW BASED {CFS) N/A 0.073 TREATMENT HGL AVAILABLE {FT) 3.4 PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE OVERT PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 365.00 PVC 8" INLET PIPE 2 N/A N/A N/A OUTLET PIPE 363.92 PVC 8» PRETREATMENT BIOFILTRATION DISCHARGE RIM ELEVATION 369.62 369.62 369.62 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 24 11 X 4211 OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 2.08 ORIFICE SIZE {DIA. INCHES) ¢1.22" NOTES: PRELIMINARY NOT FOR CONSTRUCT/ON. 6FT OF OVERT LENGTH. 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 MANUFACTURER's CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 611 LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 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 PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER's WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANG£ FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. PATENTED -..~-~-+----+-~~ PERIMETER VOID AREA OUTLET PIPE SEE NOTES 369.62 RIM/FG PLAN VIEW C/L I DRAIN DOWN LINE INLET PIPE SEE NOTES -t --"'°:-+-..... H"""'GL .......... FLOW CONTROL RISER 363.92 IE OUT 365.00 IE IN 6._] L4•-o·_J L6- ~s·-o·~ ELEVATION VIEW LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFFICIENT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT{S) WHICH MAY CAUSE UPSTREAM FLOODING. I ·~=:tttc_ ---© -+-------- LEFT END VIEW • IC) VEGETATION PLANT ESTABLISHMENT MEDIA ----6·-o·---. L6-----r-o·---..... --1 RIGHT END VIEW TREATMENT FLOW {CFS) 0.073 OPERA TING HEAD {FT) 3. 4 PRETREATMENT LOADING RATE (GPM/SF) 2.6 WETLAND MEDIA LOADING RATE {GPM/SF} 1.0 ~ , .. , PROPRIETARY AND CONFIDENTIAL: A_ ~ETLANDS THE INFDRMA710N CONTAINED IN THIS DOCUMENT IS THE SOI.£ 8 ·1 o .DA\._.v Cl ea n PROPERTY OF FORTERRA ANO llS COUPANIES. THIS DOCUMENT, '1/: :::::ltJ; =-~~ ~4~ IT NOR ANY PAl?T THEREOF, MAY BE USED, REPRODUCED OR MOOIAED MWS-L-4-6-5'-8"-V STORMWATER 8/0FIL TRATION SYSTEM STANDARD DETAIL ~~Jis~RfZA1E11 FDIIEICN PATENTS OR IN ANY MANNER WITH OI/T THE WRITTEN CONSENT OF FOHTERRA. A foriaTa ATTACHMENT 3 City standard Trash Capture BMP Exhibit Refer to Attachment 4 – Single Sheet BMP Site Plan of the SWQMP for Trash Capture Information ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination Appendix H.6.1 Verification of Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Included X X X X 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) ATTACHMENT 2a – Hydromodification Management Exhibit L I I ,, j I I I \ \ 6.37.-, G I '• { I 1I I ,, ;,' I .. I ,, I ,, ,, I I / 1 I I I I I \ I I '; I I ' I ,. I I I... .. I• /. I I /, I ' .. .... .. ---.... -... -.. I I .. ... .. .. ... ... .... .. .. .. .. ..... .. I .. I I .. --I_ -~ ~• ..__ 1 I ; ..... 7 .. --I • ._ • --·r--.... --_,,.. .. .. .. --.. _ ----.. ---.. -.. -rr -.,.-,..""----+ -I .. --L__ ---.. I --------------..__~-fll#1ie • ... = ------....-------_,,,,._.._-.....8 -----------------~ -------./ -....,.-..-~ ----------/ --~ ------~------"?'"-.. ..,.. -------/ • .. C,NotVeg,Flat D,NatVeg,Flot C,Urban,Steep D,Urban,Steep Total --.. .. -I .. Acreage Lot 1 Lot 2 Lot 3 2.23 3.00 2.31 1 .93 0.96 0.1 0 0.28 0.22 0.56 1 .93 1.30 0.00 // , 6.37 5.48 _,,,..,, . 7 ,....,..-----,....,..-----t .• g7 .. .. -,....,..-----,....,..-----I I "' I .-..-----I ---___,,._ ---i I I I I I I .. Fi Lot 4 Total 3.75 11 .29 0.00 2.99 0.77 1.83 0.00 3.23 4.52 19.34 .. A ~FOAa W-H CARLSBAD OWNER IX L.P. 600 WEST BROADWAY SUITE 1150 SAN DIEGO, CA 92101 PHONE: (858) 435-4025 EMAIL: ERIC.HEPFERIIHINE5.COM --Lot 0 0.00 Ac LEGEND I I I I I PROJECT BOUNDARY I Project Boundary Subarea Divide Suborea Name Subarea Acreage I C,NatVeg,Flat D,NatVeg,Flat C,Urbon,Steep D,Urbon,Steep ·'"'' "" I I I PALOIAA.R AIRPORT RD I VICINITY MAP N.T.S. I I I 'L I 50 I LOINSHEAD '" 100 150 1---1 SCALE:1 "=50' L.alll Updam:6/28/22 0:\3900-3999\391 1 \3911 hyd-hydromocLpredeveloped.dwg --SUBAREA BOUNDARY Pre 0 SUBAREA ID o. 00 Ac suBAREA ACREAGE mo Thienes Engineering, Inc. 7[J CML ENGINE£RING • LANO SURVEYING 14J49 FIRESTONE BOULEVARD £A A1Hi'A1>1. CALIFORNIA 906J8 PH.(71'1}521-"811 FAK{714}521-41T.J CITY OF CAfll SBAD HYOROMOOIFICATION MAP PREDEVELOPED CONDITION RACEWAY INDUSTRIAL UONSI-EAD AVE. AN:> MELROSE DRIVE Designed by Dote Checked by ___ _ Dote Approved by Date Des~ned by ----1-_______ __:R~.C:::.E.===-I Dote Checked by ___ _ Dote Sheet 1 of 1 Sheets ti w :::c (/) LL. 0 HYDROMODIFICATION MANAGEMENT NOTES:1.UNDERLYING HYDROLOGIC SOIL GROUP: SOIL TYPES C AND DAPPROXIMATELY DEPTH TO GROUNDWATER: PER THE GEOTECHNICAL ENGINEERING REPORT BY LANGEN DATED APRIL 16,2021, GROUNDWATER WAS NOT ENCOUNTERED TO THE MAXIMUM DEPTH EXPLORED OF 26.5 FEET.2. EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS, WETLANDS): N/A3. CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED: N/A4. EXISTING TOPOGRAPHY AND IMPERVIOUS AREAS: SHOWN ON THIS EXHIBIT5. EXISTING AND PROPOSED SITE DRAINAGE NETWORK AND CONNECTIONS TO DRAINAGE OFFSITE: SHOWN ON THIS EXHIBIT6. PROPOSED GRADING: SHOWN ON THIS EXHIBIT7. PROPOSED IMPERVIOUS FEATURES: SHOWN ON THIS EXHIBIT8. PROPOSED DESIGN FEATURES AND SURFACE TREATMENTS USED TO MINIMIZED IMPERVIOUSNESS: N/A9. POINT(S) OF COMPLIANCE (POC) FOR HYDROMODIFICATION MANAGEMENT: SHOWN ON THIS EXHIBIT10. EXISTING AND PROPOSED DRAINAGE BOUNDARY AND DRAINAGE AREA TO EACH POC (WHEN NECESSARY, CREATESEPARATE EXHIBITS FOR PRE-DEVELOPMENT AND POST-PROJECT CONDITIONS): SHOWN ON THIS EXHIBIT AND ON THEPREDEVELOPED CONDITION EXHIBIT11. STRUCTURAL BMPS FOR HYDROMODIFICATION MANAGEMENT (IDENTIFY LOCATION, TYPE OF BMP, AND SIZE/DETAIL):SHOWN ON SINGLE SHEET BMP SITE PLANTI I 1, ;I ;I I ;I I )· I /f I 1 I I l 'I, I I I I \ I \ I I 'I, I 'I, I I .. .. I I I .. II II // I .. 11 .. 7,, 11 .. ... .. Mil 5 I l I I I ..... I l I .. ..... -I I I I I I I I .. .... ..... ,_ ·"' < I I ;a I I I ·!::, " I I 1 d ; I ... ... .., • ., ., .... ' ' ' Mil 2 0.91 Ac .. .. ----\ =-= .... .. .. .. Mtt 7 1 ... C,Urban,Flal C,Urban,Sleep D,Urban,Flal D,Urban,Sleep lmpervious,Flal [ lmpervious,Sleep c< -I .. I --llllt -Mil 6 4.37 Ac .. .......,,----' .. .. .. ..... • .. .., .... .. "' Mil 1 0.35 0.11 0.00 0.00 3.91 0.00 4.37 Mil 3 .45 A --.. .. ... .. -.. .. .. -... .. Mil 2 0.07 0.00 0.00 0.00 0.84 0.00 0.91 s .. = .. .... .. .. -_.,.. _.,.., _.,., Mil 3 0.39 0.06 o.oe 0.00 0.00 0.00 0.45 Mil 4 7.69 Ac .. -- -Mil 4 0.17 0.00 0.11 0.00 7.40 0.01 7.69 Mil 8 -=-~· ... ... .. .., ... .. .. Acreage Mil 5 0.32 0.07 0.00 0.00 0.00 0.00 0.39 Mil 1b EX 18 D Mil 6 0.06 0.95 0.03 3.16 0.00 0.17 4.37 4.21 Ac i-f--------------J .. ... .. .. .. .. I I I vv~ I • Mil 7 0.05 0.01 0.00 0.00 0.21 0.01 0.28 Fi Mil 8 0.36 0.50 0.00 0.00 0.00 0.02 0.88 .., _, .. .. ~FOAa W-H CARLSBAD OWNER IX L.P, 6DO WEST BROADWAY SUITE 1150 SAN DIEGD, CA 921D1 PHDNE: (858) 435-4025 EMAIL: ERIC.HEPFERIIHINES.CDM J Project Boundary - -Subarea Divide Total - -Soil Type D Limits 1.77 Lol0 Suborea Name 1.70 0.00 Ac Subarea Acreage I-I)~ ~t "' '< 0.14 ,'.> %,,_ C LOINSHEAD ~¾ PALOIAA.R AIRPORT '" 3.16 C,Urban,Flat RD s, 12.36 0.21 ~D\#;_~ "' 19.34 C,Urban,Steep VICINITY MAP N.T.S. D,Urban,Flat D,Urban,Steep lmpervious,Flat I mpervious,Steep ◊ = -• = ◊ 'C I • Mil 1a 50 100 150 I 1---1 SCALE:1 "=50' LEGEND PROJECT BOUNDARY Last Updote: 8/2!/22 --SUBAREA BOUNDARY O:\:,SOO-J999\3911 \3911 hyd-hydromod...Jnltf!i(lted.dwg Mit 0 SUBAREA ID o. 00 Ac suBAREA ACREAGE mo Thienes Engineering, Inc. 7[J CML ENGINE£RING • LANO SURVEYING 14J49 FIRESTONE BOULEVARD £A A1Hi'A1>1. CALIFORNIA 906J8 PH.(71'1}521-"811 FAK{714}521-41T.J CITY OF CAfll SBAD HYOROMOOIFICATION MAP MmOA I EL:> CONDITlON RACEWAY INDUSTRIAL UONSI-EAD AVE. AN:> MELROSE DRIVE Designed by Dote Checked by ___ _ Dote Approved by Date Des~ned by ----1-_______ __:R~.C:::.E.===-I Dote Checked by ___ _ Dote Sheet 1 of 1 Sheets ti w :::c (/) LL. 0 BLDG 222,959 SF ( f o o t p r i n t ) CLR. HGT: 3 6 ' BLDG 222,959 SF (foo t p r i n t ) CLR. HGT: 36' lO 1-w w I (/) w w (/) - ~ r(41') ---------(41~) -- / V \ (/) w [t' ;;: <O = = = = ==== ==== = = = = ==......--::--,= = = '----------' = ==== ==== ==== = = = = ==== <O LJ w 12" 12• CATCH BASIN DETAIL= N.T.S. 2 VANDAL PROOF SCREWS @ OPPOSITE CORNERS USE HEAVY DUTY TRAFFIC GRATING & FRA"'E (FRAME & GRATE TO BE HOT-DIP GALVANIZED) I 1 /2" MAX. l';J 4J ~ ,;;', "" er I" _., * R.C.E. NO. 56155 r * Exp. 12-31-22 IV\\, mo Thienes Engineering, Inc. 7[J CML ENGINEERING • LAND SIJRIID'ING 14349 RRESTONE BOULEVARD lA AURAD-1. CAiJRJRNIA 90638 PH.{71'1}521-4811 FAK{7U}521-'1l1.J Prepared Under The Supervision Of : ate :05/02/22 RCE NO. 56155 DATE INITIAL ENGINEER OF WORK STORM DRAIN CONSTRUCTION NOTES: @ CONSTRUCT 18" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @CONSTRUCT 24" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @CONSTRUCT 30" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @CONSTRUCT 42" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 60" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT HDPE PREFABRICATED FITTING, SIZE & TYPE PER PLAN. @ CONSTRUCT MONOLITHIC CONNECTION PER CITY OF CARLSBAD DS-9. '8) CONSTRUCT PIPE COLLAR PER SDRSD, DRAWING NO. D-62. @ CONSTRUCT STORM DRAIN CLEANOUT PER SDRSD D-09, TYPE PER PLAN. @ PROPOSED PERFORATED SUBDRAIN AT WALL @ CONSTRUCT CATCH BASIN -TYPE F PER SDRSD, DRAWING NO. 0-07. @ CONSTRUCT SUt.lP PUt.lP. SEE SHEET 28 FOR DETAILS. @ CONST~UCT BIOCLEAN URBAN POND MODULES, 10' HIGH. INVERT ELEVATION = 358.00, MIN. VOL.=71,769 C.F., SEE SHEETS 21-26. @ CONSTRUCT 36" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 18" NYLOPLAST CATCH BASIN WITH DOMED GRATE. SEE SHEET 26 FOR DETAIL @ CONSTRUCT CATCH BASIN TYPE G PER SDRSD DRAWING NO. D-08. @ CONSTRUCT 12"X12" CATCH BASIN PER DETAIL ON SHEET 15. ® CONSTRUCT CURB INLET TYPE C-2 PER SDRSD DRAWING NO. D-03A. @ CONSTRUCT CURB INLET PER SDRSD DRAWING NO. D-02, TYPE PER PLAN. @ PROPOSED CATCH BASIN STENCIL DETAIL, SEE SHEET 15. @ INSTALL BIOCLEAN MODULAR WETLAND. SEE SHEET 27 FOR DETAILS. @ CONSTRUCT 8" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 1 a• HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @) CONSTRUCT 12" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ PERMANENT BMP SIGNAGE, SEE SHEET 21 FOR DETAIL @ CONSTRUCT HEADWALL PER SDRSD, DRAWING NO. 0-34. MODIFICATIONS ON SHEET 22. @ CONSTRUCT CMP RISER TYPE 1, SEE SHEET 20 FOR DETAILS. @ CONSTRUCT 60" MANIFOLD. @ CONSTRUCT MODIFIED TYPE A6 CLEANOUT PER DETAIL ON SHEET 23. @ INSTALL 24' NYLOPLAST MANHOLE. SEE SHEET 24 FOR DETAIL. @) INSTALL BIO CLEAN CURB INLIET FILTER, SEE SHEET 21 FOR DETAIL. @ INSTALL BIO CLEAN GRATE INLIET FILTER, SEE SHEET 22 FOR DETAIL r;;:,. CONSTRUCT BIOFILTRATION BASIN WITH BSM MIX, SEE SHEET 20 FOR ~ BIOFILTRATION DETAILS & SHEET 27 FOR BSM MIX SPECIFICATIONS. ~ 10 11 12 23 24 25 26 49 50 51 52 61 62 65 66 68 69 STORM DRAIN DATA DELTA/BEARING RADIUS LENGTH REMARKS S 81"32'37" E -279.04' 42" HDPE /i = 45·00·00· 22.50 17.67' 42" HDPE N 5:S27'23" E -18.63' 42" HDPE N 81'32'37" W -193.80' 12" HOPE N 81'32'37" W -232.69' 12" HOPE /i • 90'00'00" 22.50 35.34' 12" HOPE N 08'27'23" E -18.70' 12" HOPE S 81'32'36" E -300.00' 18" HDPE S 81"32'36" E -300.00' 18" HDPE /i = 90'00'00" 22.50 35.49' 12" HDPE S 8'50'00" W -43.96' 12" HDPE N 8"27'23" E -36.34' 12" HDPE N 8"27'23" E -10.43' 12" HDPE N 8"27'23" E -34.96' 12" HDPE S 81"32'37" E -10.35' 12" HDPE N 8"27'23" E -34.96' 12" HDPE S 81"32'37" E -10.35' 12" HDPE SAMPLE STENCIL TO BE USED AT GRATE AND CURB OPENING INLETS SAMPLE CATCH BASIN STENCIL @ ~1tr2/e CLEAN CONNECTOR PIPE SCREEN, SEE SHEET 23 @ INSTALL BIO CLEAN DVERT, SEE SHEET 25 FOR DETAIL @ CONSTRUCT RIP RAP, SEE SHEET 22 FDR DETAIL. @ CONSTRUCT 3" PVC SCHEDULE 80 PER PUMP DETAIL ON SHEET 28. @ CONSTRUCT 21 "X21" GABION PER DETAIL ON SHEET 22. CATCH BASIN ~;ENCIL DETAIL @) SCALE:1 "=40' REVISION DESCRIPTION ' ' ,' I I ------, • I " .. 1 .... INDEX MAP ~ CITY OF CARLSBAD ~ 5 ENGINEERING DEPARTMENT 3 GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CALIFORNIA GR 2021-0045 STORM DRAIN PLAN APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DATE DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL IRVWD BY: I PROJECT NO. DRAWING NO. :CHKD BY: MS 2021-0003 534-9A T BLDG 222,959 SF (fo o t p r i n t ) CLR. HGT: 36' STORM DRAIN DATA l]2] DB.TA/BEARING RADIUS LENGTH REMARKS S 08"27'23" W 7.47' 36" HOPE 2 S 53"27'23" W 25.97' 36" HDPE 3 S 53"27'23" W 24.65' 60" HDPE 4 fl = 45"00'00" 22.50 17.67' 60" HOPE 5 S 08"27'23" W 126.90' 60" HOPE 6 S 08"27'23" W 127.06' 60" HOPE -SEE SHE 7 fl = 90"00'00" 22.50 35.34' 60" HDPE 8 S 81°32'37" E 61.54' 60" HOPE 9 S 81"32'37" E 341.30' 60" HOPE 13 N 53°27'23" E 24.73' 24" HDPE 14 N 8"27'23" E 2.56' 18" HDPE 15 fl = 45"00'00" 22.50 17.67' 18" HDPE 16 N 53'27'23" E 33.38' 18" HDPE 17 fl = 45"00'00" 22.50 17.67' 18" HDPE 18 N 08"27'23" E 137.27' 18" HDPE 19 N 08"27'23" E 128.00' 18" HDPE 20 " = 90-00·00· 22.50 35.34' 18" HDPE 21 N 81"32'37" W 219.30' 18" HDPE 22 N 81°32'37" W 292.30' 18" HDPE 45 S 08"27'23" W 8.00' 24" HOPE 46 S 08"27'23" W 6.16' 18" HDPE 47 fl = 90"00'00" 22.50 35.34' 18" HDPE 48 S 81°32'36" E 307.24' 18" HDPE 53 S 81"31'29" E 9.34' 18" HDPE 54 S 81"31'29" E 30.17' 12" HDPE 55 N 48'23'52" E 59.87' 12" HOPE 1 56 N 08"27'23" E 40.18' 12" HOPE 57 N 08"58'33" E 42.68' 12" HDPE 58 N 08"58'33" E 37.84' 12" HDPE "' 59 N 08"27'23" E 38.13' 12" ~De_E 60 N 08"27'23" E 11.96' 12" HDPE~ 63 N 08"27'23" E 41.93' 12"1:(DPE 64 N 08"27'23" E 37.23' 12· HDPE 66 N 08"24'16" E 41.93' "1z HOPE--_--.:: " . 67 N 08"27'23" E 37.23' • 12" HDPE:;: ' 68 S 81'32'37" E 242.50' "-50• HDPi;.,; I 69 S 81'32'37" E 242.50~ /4?A1 •• 367.50 STA 17+37.55 ~i;C,_30 IN (/////11 11, STA 14 ~si.06 I SlA. 10+37. 1r~crirv. STA 14+46. END PIPE 7+57.21 iT.INV. 8"X12"TEE TA 17+72.90- D PIPE 7.48 INV ~,~, (,4iJD) STA. 10+62.2 B.C. 4 361.06 INV. I A. 101-79.93 61.10 m~\ l/r---/ 0 / / \ 5 \ I " "' ~ 'M-4-i--,~ 'lllr-----'cl ~ STA. 12:06.83 ,1~.._;l;[J-36~~£2 ~~ tl/iPv.~,j A6 / / ' STA. 12+10.83 , 1 BEGIN PIPE STA 16+09:55 361. 7 INV. fiffr5~fJ. "' l+i--/11:::--.: ; (40!) I \ ' STA. 14+38.78 BEGIN PIPE 362. INV. 19+ 40 TA 10t00.75 l~~ll~~- 66 56 63 >------ 47 STA 10 47 ~GRADE_BR 12.81-NV. EMOVE EXIST. AOWAll I STA 19+50.90 45 ,._~ 3687s~ I~~: 15•x15•x12"TEE ~ ' ==----== 63 58 ~?-D Sr --~ IJ.i if\ a:: r R.C.E. NO. 56155 Exp. 12-31-22 C/V\\. ==----== I =----c: (300) (387) 0 Thienes Engineerina, Inc. 7[J CML ENGINE£RJNG • LAND SURYEYING 14349 RRESTONE BOIJLEVARO LA -CAUFORN/A 90638 PH.(7U)521-4811 FAX{714}521-417J Prepared Under The Supervision Of : -w2 ate :05/02/22 REINHARD STEN EL RCE NO. 56155 DATE INlllAL ENGINEER OF WORK rm w w U1 SCALE: 1 "=40' REVISION DESCRIPTION W✓ I STORM DRAIN CONSI AUCTION NOTES= @ CONSTRUCT 18" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @coNSTRUCT 24" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. ® CONSTRUCT 30" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 42' HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 60" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT HDPE PREFABRICATED FITTING, SIZE & lYPE PER PLAN. @ CONSTRUCT MONOLITHIC CONNECTON PER CITY OF CARLSBAD DS-9. @ CONSTRUCT PIPE COLLAR PER SDRSD, DRAWING NO. D-62. @ CONSTRUCT STORM DRAIN CLEANOUT PER SDRSD D-09, lYPE PER PLAN. @ PROPOSED PERFORATED SUBDRAIN AT WALL. @ CONSTRUCT CATCH BASIN -lYPE F PER SDRSD, DRAWING NO. D-07. @ CONSTRUCT SUMP PUMP. SEE SHEET 28 FOR DETAILS. @ CONST~UCT BIOCLEAN URBAN POND MODULES, 1 O' HIGH. INVERT ELEVATION = 358.00, MIN. VOL=71,769 C.F., SEE SHEETS 21-26. @) CONSTRUCT 36" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 18" NYLOPLAST CATCH BASIN WITH DOMED GRATE. SEE SHEET 26 FOR DETAIL. @) CONSTRUCT CATCH BASIN lYPE G PER SDRSD DRAWING NO. D-08. @ CONSTRUCT 12"X12" CATCH BASIN PER DETAIL ON SHEET 15. @) CONSTRUCT CURB INLET TYPE C-2 PER SDRSD DRAWING NO. D-03A. @) CONSTRUCT CURB INLET PER SDRSD DRAWING NO. D-02, lYPE PER PLAN. @) PROPOSED CATCH BASIN STENCIL DETAIL, SEE SHEET 15. @ INSTALL BIOCLEAN MODULAR WETLAND. SEE SHEET 27 FOR DETAILS. @ CONSTRUCT 8" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 10" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 12" HOPE N-12 PIPE WITH WATERTIGHT JOINTS. ® PERMANENT BMP SIGNAGE, SEE SHEET 21 FOR DETAIL @) CONSTRUCT HEADWALL PER SDRSD, DRAWING NO. D-34. MODIFICATIONS ON SHEET 22. @ CONSTRUCT CMP RISER TYPE 1, SEE SHEET 20 FOR DETAILS. ® CONSTRUCT 60" MANIFOLD. @ CONSTRUCT MODIFIED lYPE A6 CLEANOUT PER DETAIL ON SHEET 23. @) INSTALL 24" NYLOPLAST MANHOLE. SEE SHEET 24 FOR DETAIL. @) INSTALL BIO CLEAN CURB INLET FILTER, SEE SHEET 21 FOR DETAIL. @ INSTALL BIO CLEAN GRATE INLET FILTER, SEE SHEET 22 FOR DETAIL ~ CONSTRUCT BIOFILTRATION BASIN WITl-1 BSM MIX, SEE SHEET 20 FOR I.!.!) BIOFILTRATION DETAILS & SHEET 27 FOR BSM MIX SPECIFICATIONS. @) ~ifA/Jtr~~ CLEAN CONNECTOR PIPE SCREEN, SEE SHEET 23 @ INSTALL BIO CLEAN OVERT, SEE SHEET 25 FOR DETAIL. @) CONSTRUCT RIPRAP, SEE SHEET 22 FOR DETAIL. @ CONSTRUCT 3" PVC SCHEDULE 80 PER PUMP DETAIL ON SHEET 28. @ CONSTRUCT 21 "X21" GABION PER DETAIL ON SHEET 22. INDEX MAP .... , ...... ~ CITY OF CARLSBAD m 6 ENGINEERING DEPARTMENT 3 GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA GR 2021-0045 STORM DRAIN PLAN APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DATE DATE INITIAL DATE INITIAL RVWD BY: PROJECT NO. DRA'MNG NO. DTHER APPROVAL CITY APPROVAL CHKD BY: MS 2021-0003 534-9A f f ' I • TT ~ ~ ~ '-+--+---+---,f-+--+----,..:--+-l--+--+---+---,-+-+--+---+---,l-+--+---+--+-t--+---+-----+---4-+-+--+---+ .+-+--,.f--+--+----+---+-l-+--+---+---,f-+--+--+---+-f f f f f f * _I_ I~_±' 1 f f f f f ~ f f f f l I I r r f --1----1-1--l---l--4~e=-~+--1----+-1-+---l---1----1-1=-i-"+---+~e-+--l---1---4-1--J.;;c+c;;.f..---l'--- --1--1---l--4~e-+--i'=-1=-1---l--4~e-+--l---1---4-l=+c+--1----1-1-~ -+=+"''+ . . ' :..---: ~---.!.: ' _ _ r-i -i-~' ~ S1\£XlTIN:-t-+-+-+---1f----+-+--·t-+-..,·t-+--!~t-+-t·----1:-~t-+·--+--+-+--+"'"'T=i-~--:·=+=±--_+-+-_,..,.-+-+:-:t-+--+--+---1-t-£ExlsTING-1~-+-:-1:-t-+--+--+_....,,,....+•, ---1_-+-+--+----+---,f-!_:._+-_-+--+_....,t-+-:..,.:__,...,,_~:---,.==i---+--1--1----t--:-~--+~'\""_~,~.l'! ... 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HGL'. · '-•-----' t 100-'IR -'-----'----'----'-C"""-t----t r______rr t ' ,_ -r-r='------'------'-----'----r T I I I I I I -'-----'---~=!==---·---+-----'-------;-. t t t t --100-YR / HGL I I I I I I I I •375/72 TG I --CATCH BASIN -v lYPE ~ --■-t-Q.!itL\ , ' ' • ' '• 4 -H--:~;:;~:.:---,'-+--+--+----+---'l-+--+---+---l-+-+-lcl~-+---4f-+--+--+--+-l-+--+---+---l-+-+--+-+---,f-+--+--+---+-I-+-'le I ' T .:> U ' S=0.'1807---¥/; ~·MOOIFIED lYPE ' ' ' I I ' ' ' ' I I ' ' I I I I I 1111111 ' ' I I I I --i-= '+::::i -t--+--+-f -I , A-6 CI.EANOUT • ---+-·t----+---< -t---+--+----,..--+-1--_ -7 ~E~f ~6. ~+-·---+--,--+---+-----+--<-+---+----,..-+--<-,-, -----Z 1~5• , --+--+--+-+--+---I--+-+-+--+--+-,+--+_--+-+--+-+-+---,--+-+--+--+-I ].....--1~-l-~+-+-~----:--+-~~~=i==i==r-1 / f-s 24" HDPE URBAN POND !x SEE SHEElS 21-26 §i .f' 4 I I f : vs□ LAT A 1 TO SUMP / PUMP . ~0.0025 Q100=43.4 CFS Vmax=2.2 FPS S=0.0025 ' . ' 60" DIAMETER V MANIFOLD t t t t . Ss0.0025 . . . . Q100;=21. 70 CFS Vmax=1.1 FPS -. ' ' -60" DIAMETER/ t t r MANIFOLD t I= ' CONST. 87.29 LF. ,60" HPDE CONST. 242.50 LF. (3) 60" HPDE 60" HDPE -+-- -- -- -'-""""' ., •• ,c -+--- -~---+-+, L.--,~-H~E--1 -- -- -tCONlRACTOR TO VERIFY LOCATION AND INVERT Q=43.40 CFS - -- -- -ELEVATIONS OF EXISTING l/TIUTlES AND DRAINAGE ----t Vmax=19.6 FPS SISTEMS AND NOTIFY ENGINEER OF ,NI DISCREPANCIES PRIOR TO ,NI CONSTRUCTION. ----t . 10+00 11+00 12+00 13+00 ' ' ' - -{I -- -- -. - -. -- -- --• I I I I +-+---1-+--+---,f-+--+--+--+--+-+-+-+--+-1--t. I I ·; I I EXIST +--+--+--+--+--t---+--+--t---t---l---1---1---1---1----11----t, V1lrn +-+---1-+--+---,f-+--+--+--+--+-+-+-+--+-1--t I I - -- --- -- -- -14+00 15+00 --- -- -I I I I - -~---.....--=-F-=+-:::..+. LINE PROFILE SCALE: ( SEE SHEET HORIZ. -1" = 40' • • ,+-_+--+ .. VERT. -1" = 4' . . . 16+00 -- -"A" 15 I i=-c, ;-= - -CONST. 10.50 LF. 60" HPDE - --• . . 17+00 -- -,-' - -,_ ,-- -,-- -! ,_ -. 18+00 - --' ,_ - -- -19+00 - -. . . . - -' ,--. - -- -- -20+00 -- -' ' -. . . - -- -- -21+00 - -. - -- --- -' -- -i--, I I ,__ .,.__ f---•--,s lij" +--XISTING 4nn . -·--·. 4nn___,____Qg.f),'+-._. _____ ._._\_ .. -._._. _________ .;i;j,=• !i.-·Ji· ~~J,,...GR ____ A□-E._. ________________________________________ .. -•:-~9/'__,___ \iJW' ___ -t--______________ EXl_s~--, . -I .._ tl u-.-H u1t1 . . \. .. =--~ c., ~~ ~ , , LJ~::J ~,--.---: I' : • -+--+----,..-+---<t--+--+--+, \EXJSllNG ~ tj :-1 ES i d i r--, I I --<-1---+---+----+---<t--+---+----,..--+-t-+--+---+--<-+---+--+---+---<t---+--+--+-GRAD.E ' , f-1 l---+---+-1---+---+-----+--<>---+---+----,..--+-t--+--+---+ GRADE c.__:i[ '-' n iii "',Q; c:.H2 -~ ....J (0 ' r-, ~ . ) I ; ~~ r t-=f3 -.., 'hitl'-~ ·, __,r,__ROP_GR~~ ~ 1 I I :!r u ~ 1.. PROPOSED .1 \_ 81 SPREADER i----t I LJ "" <::!.:::! } GRADE -.il / i PIPE ' i----t-lJ,_ --~ o ..., --+ TYPE~G'.-; --...._ '-/ t==-t==-~r.~373_53+-,--+--,_-+---+-----+--<-// -I CATCH BASIN MODIFIED TYPE _.,.. ~s'' O 0200 t . E, 100-YR -TG=37-2.53 A~6 CLEAN OUT , j' . -I I ,..: > . H.G.L "--JiiJV~J: ~~-;,--_, ~ , ~ ..,a; I'-.. Z=5.0 o0 g: ~ -~' I :!: ~o..= . -... ~ +--+--+--+---+-+ - -- -,_ ' . PROPOSED r-\j .......... ~, 11 =~·, -L/_G;:::~=:::::---~:E~~~:j----100--YR ' ---, --f .1A1,---:~ HGL \' · "-.EXISTING PROPOSED 1:r'.:;::_ ___ -:----~~;=;----_;GR;;;AD;;;,E_7+_1t,-, TYPE "B" CURB INLET 375:56 TC -+--,t-+--< ---+--L-1-------+--' -.,_ ~-t--+---+-----+--<---+---~ --+-t--+---+-----+--<-+--GRADE PROPOSED /-GRADE '--jt--,+--+--+--~ -'f'\. -' HEADW~li. _ r r l r 1--+--+' T ,!-+----+_, 0 0030 1 1 , t , · ,6" PVC FIRE . - -371.83 TG f j)I/ • :: I .._•LL.I>~ :>; ~LL.I>~ > ' :--....8-9--1:t-HHHHHHHHH-l-l-l-l-l-;.+--IR_·.fllt,-t:E:~x1iSsT~ : : g-9-0 .' 3 f!0+-+-+-+-+-+-+-+-;,1H-+-:-1-;i:1-j-+-+-+--t--t--t--f"--t--t--t--t--t--t-t-:2sulMMtt-:7tli+t~-·:ia:~\;1z 1!i l!!tt !!:~1!i ltlz : ... :-, ' .. -.. -.. -.. ' -~ cSl"i < cl"i -< Cll"'i <cl"')+--"+--+ I ~~~~~~~· H 12-SD f---,-=f-,-;1----t I 1--'-+-t I f---! ! CONST, 10.50 LF. +--,,,,i-~~~~~~'-z------J~ '/ 1 t t so· HDPE ~12 HDPE I S= ·-· T + 100--YR 369.~2 BOT .~ I ' . ' ~GL I 2.90' Cl.R ' : : ,1-+I -+-I -;l-1+:-+-+11-;l-+l-+I ·l+--+-+-+-t-t-+:-+--+-+-t-t-+-+-+--;'-1\-+l-+I -+-I -;l-+1 '<1~,'·1f-t-t:r-:::!,·e=---1-111---:::!.-,:+.-:,+-t-t-+-+-+--;'---!r.>,.l-,"1_L:\-+-V \_ 1 .,..-72" C.M.P ' ;:J ("""{:'] ~ . ~ co: ~~ s . ~ > ----!--t---J;--l~;~~vc~ WATER /-------;r-,~::::;=a!,r .. -... ➔~ ✓ RISER '° i.J > ffi r..i 1-,-i !!,! • ;'.1..,>°""+--;~ g;-~ 1 ~~--l + i.JZ r 369 92 BOT ~ 9::~ <1--a.. ~ a.. 1.0 a:::>z ca> u -:) N 9:: -~ · · ...... ~ OD.." O -o +=>-+oc:i!. ::: oO -o,-. -o..-2.90' (l.R ,_ i----:zlii;-"'F~+li:"'-o:; 5!'-'c,, S!i3•:.,,+---,-,Ji!j---: "o"" <O~➔ r--~~~ ~!~~ ~!~ ~~~ J-i!§!~;;."+--iff;~f;; ~i5~ t;,~r;; r-¼ T I f-:::y~~~:: -' - -:--+-n,.,_.!:':I n . u-,·v : ' ; : I 1 ~O~R~~I\~E~P~All 1, v-f---"SD LINE A "" -,.. • CONST'.:"1;~0~F. --w ■ coN • r-,....-cnmt,r> tnl:ilt,r> f r I-+-'-'I"') ,,,,~ (0 l"'J...: r---PROPOSED +-+--+-+---lf-+--GRADE ._:, ~ OONCRETE ,-COl.lAR I ~-+-+-+--t--tt---rS=0.3078---....... J~ -~\ , ~ ~ -, 1--1--1--t--t--+ ''.......,.......-11 ., ~ +\_ I . ' r,.. 60" HDPE Sil LINE A,}._ l-351~00 INV. '-+ --S=0.0056 I CONST. 220.80 ~F. r 18" HDPE 1 +---=-f---i Q100 6.30 CFS, Vmax 3.6 FPS URB.6N POND c--., s•--k-so,m .A SEE SHEElS 21~ / a,!!,! _ -iij~::,;, ~ I o,a:::> +a:::!!: 363,12 TOP r= 6" PVC SEIER-.!;oi!.... -:::a.., ,7.76' CL!l 36339 TOP -zlxl ,..0;;; : s=a~e , 2 &•8➔-t·-·--------:..,i~! : -+--+--+--+---+--r ,z,-. ~-'+--+--+---+--<----<+--+--+--+---+--+---<-+--+--+--+----+--<----<>---+---+--+--+---+---1-+--+--+--+---+--+----<f---+--+--+--+---+--<--+--+-' ' ' -=--'-t---1' I I I I I +-➔-------t---+----------,t--+--+--+ ___ -t--___ 1--~~ r--1.151 CLR ~i':ll:g--~ffi~ cna;:u••) I I I I I I ' ' ' I I I I I ' ' ' , ~rJ-r V . £DI'"') -~ t:-~ +---+----,..-+---<t---+--+--+---+-t--+---+-----+--<-+---+----,..--+-t--+--+----+---<-t--+---+----+--<-+---+----,..--+-t--+---+-----+---f-+---+---+----+--+ . ' . 1-358.00 INV. . t --+---+--+---1----<f---t--+--+---+' +-1--"-..__ GSR PE1;---:t ~ WALL PLAN CONST. 24.27 LF. · I:;..,::,; :!! > · +--+----+---+-1---+---+-----+--<t--+---+----,..-+-t--+--+--+-100=23.20 CFS.,. 24 HDPE -,1-!=i!. +i.JiE~-+----,..-+---<t---+--+----,..--+-t--+---+-----+--<-+---+--+--+-t---+--+----+---t-t--+---+---+--<-+---+----,..-+-t--+--+----+---t-+--+---+-----+--+ 1n cE • ~a..'° ~9::o • Sw~ -~ ~ ---+--<-+--+--+--+---<t--+-~ .., > ' Nwz +o..--+---1-+-+--+-+---,f=+=+-, ~~~ Vmax=7.4 F'PS t --+--+---+---+--t--+---+-----+--<-+---+---"'.:cf:~~ <b-~ -- -- -.. -6~~ __ 1--1.1.1co i-,;:zCD ·' ..,._o ,~ (l)m..., cnw..., ..._It) tT i~~ --+--+--+--+--+-+-+-+-+-+--+--+--'SELAE•-['SH~EAET1"1a\ .t---+--1:. ~=~==2r,-.,~~~ELF. I 'IN]~"])" .~!iliii CONST.123.02LF.-24"HDPE---:t - --C:oCO t--,+---+, ti, ffi~ - -100--YEAR:j ~ +--~is~ ' \ ·-\JI I ( s·EE SHEET 20) . : Q100=29.60 CFS, Vmax=9.5± H.G.L7 ~ °' CONCRETE -l --. I --------f-----1 LINE " E " L..",,.__ COLLAR • • • .a T I""" A-21" • • ~ 1s• H□PE ~ -• "' --·· -1·-+-+ :_1 __ 1---+-+:-'-~.,,,""7,.0_. -+=-------.--------.1-+--+-+-+-+--+'_,(....,s.1--.E+E ...... _sH ..... -...... E_E._Tll .......... 16_),__,_._..__._....L.-_,__,____.___._____.'--'-__.__ .......... --L... .......... __.__.__,__,_~ .... ~__._: _.__,__,_: . ....,.'--'-...... t_..__._tt_~'--'-. __.___,__,_--L.......___.__.__._._,__,_..~~_,__,_.(_s ..... E.-...... ~__,...., ..... sH ........... ~·_E ..... T ....... :_2P .... ) ...... ....,.__._ ....... _,__,_.. ...L.-_,__,___.___._____.'--'-__.___,__,_._::i 358.9l INV. i,;r-t Iii~ +--+' -+--+--+--+-+--+--+--+--+--+:--+---+--+--+---+--+--+---t:--+--+-+--1--+----+ t-11 + 0 0 1 0 + 0 0 11 + 0 0 12 + 0 0 1 0 + 0 0 11 + 0 0 12 + 0 0 F--f ' ' r ; : . . 10+00 0 I ' I ' ' -~ : : : ~I~ i, I, , :. i, :. :, :, :, :, :. := &Lvo !1i~n_~!§.!}.!}_ lANDinee!.iJ.e:./!C. 1-----+---+--------------+----+---+---+---I ~ CITY o F CARLSBAD ~ ~•&~~~•-~=-,.-ENGINEERING DEPARTMENT ! ! I I I I ! 14349 FIRESTONE BOULEVARD ~==:'.....::===============::'...:===~ ++::. +---+-t--+-_____ -+_-·,i:,__+--+--+_,--_+-____ +·: ___ -t--_______ --+i-t--+-_____ +-____ LA -CALJFrJRNtA !J06J8 GRADING PLANS FOR: Q100=1.50 CFS • • PH.(714)521-41111 FAX{714}S2t-417J Vmax=15.6 FPS : : ec<"<" RACEWAY INDUSTRIAL CONST. 80.50 LF. I ! , ! ! ! -f.S> ~~ow., s~~ CARLSBAD, CAIJFORNIA 12 HOPE I , , , , ,~ ·" Plepcwed Under 1he ~•hn Of: I ! ! : : : ,':;,' ~ STORM DRAIN PROFILE • PROFILE SCALE: :x , -,.., 1----+---+-------------------+----+---+----+-----t -G=R===20=2=1=-=0=0=45=================: LAT ''B~a-•· ! ! ! HORIZ. -1" = 40' iQ rr r ~ ,..APPROVED: . ( SEE SHEET_-16_) . !. :. :. VERT. -1. = ,. * R.c.E. NO. 56155 * • , , • , , . ~ Exp. 12-31-22 ~ 11+00 10+00 10+00 -,, 1-:-:--C-'---'/ V'--'"I '----:c ~ ~~ or C1''-'' )'.)5/02/22 DAlE INITIAL REINHARD STIEN EL RCE NO. 56155 ENGINEER OF WORK JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE /1\ REVISION DESCRIPTION DAlE INITIAL DAlE INITIAL I RVWD BY: I PROJECT NO. DRAWING NO. f-O-TH_E_R_A_P~PR_O_V_AL-+-CI-TY-AP~P-R-O'l-AL---1 ~C:'.'.H.'.'.K~D'...'::'B'._'_Y:_: ===-I ~-M_s_2_0_2_1-_00_0_3 __ ~ ~--5_3_4-_9_A~ =1 ti i 1il i I 1, _ --±--t,-t--,+-,-+,---lc--+-,-+-,-1.>-=t--,+--+--+---±---t:--c--±--+,---1.>-=+-+,--;,--t--,t--t--+---±--+---1_.1-:_::+---±---t:--t-I 1, ~'l~B'cd I I I I ! ! i i i i I i I I I i : i I , •"8 , : . . ! ·, t't ,· : ,:~ j'j t' . i! ! ! I! 1i,1 ! ! ;, i i I i l l :-i -, i i i i I i l ! ! ! ! I i I i i i :-i -i l i i · ! ! ! ! I i -, i i i i I i i -t.J a , , 1 , "u · ' , +-:-+-... ~ --+--+---1---1>--+--+--+, R~ I I ;- S-90·-➔------t-+--t--t---t-+-➔----t--t-+-+--+--t--➔------➔--t-+--t--t---t-+----➔----1-+-+--+--t--➔------➔--t-+--t--t--➔:---1·1-+-:· ➔---➔---1-+-+--+--t--➔------➔--t-+----t-+--t--t--➔---1t-+-+---t-o. ~-.,~s1,e : . ' PUBl c I PRIVA 1E RIM El!EV. ~+--+--+~~+-+--t---1>--+--+-+--+--+--+--+--+-+-+--+--+-+-+--t---1>--+--+-+--+--+--+--+--+-+-+--+-+-+-+--t---1>--+--+-+--+--+--+--+--+-+-+--+-+-+-+--t---1>--+--+--l -+-+--+-+-+-+--t---1>--+--+-+--+--+--+--+--+-+-+--+-+--+-+--t---1>--+--+-+--+--+--t--+--r~ -- . ~ 7'"0R Pr -= + .. ------:t: ---::- EXISTING ---. \ GRADE -~ ...--• PROPOSED 1----c 18 HOPE -"' llANHtiioii'iLE;"---__ ..J , ' --EXISTING r- - -- ------------ . ·• ---- . . ----rUHJ ~ --~ ,~. --I . EXISTING , _.,.---=-. -GRADE ~I ' . / . r-,---y--+ , , t . 1 _: .*. f f , .G 0 RAD 0 E ".-1. , __:.--'--' . , . -r f--b_. EXISTING/-t : : : : : : ' +I 1,-1 -+i -+I-If..\-.c-se.:----~· ..,.__,--1· ,-·~-,:I-+-=. -+:--tl-+-+-+-Lt+-+-1 . . C _Q ~ ~-H :i--t-t-'? _ ,;>c ~ . : . : ~-2r-+-·+·--1·-t-+-+·-·1-+-·++-e· "~-,._.J'-h r+-+·-·1-+-·+·-·1-t-+-++-t-;-t-+-+-l-1-+-l-+l--;·1-t-+-++-+-;-·1--;~ ';,\':;;:-,./1-1-f'-;-t-+-+·-·1-+-·+·--11-t-+·--1·1-t-+-++-+-'+'' GRADL. • • • • i '-:,.)""m .. rv.xu ~l ... t!J"B _ , • . ~ __:_-:. , , , , EXISTING/ , , , EXIST. CURB I:-11 -GRADE -j1::>_"".-.--!!-~!;J!R~OPEN~ltJJNGS~ • ~ 3 ;e • I:-t8 N ,:--GRADE t---+--i-~ * ENING C.B. 1---+---! "" / PER DE:;TAILS ~ ,..: _,. 0 • PROPOSED GRADE 375.75 T,G. • 376.n T.G, rr.'-1 ------------( 11 .. I ' -✓ --ill $i;i I 1·11, .. ~ §~ ~~::E • • • • I t -, ,~, I_ 3• PVC-WAlER-'1 6• RVC FIRE -• r .--t--c1~ '+ 0 112 .--+-+--+--+--+ ~b GSR PER VWALL PLANS / I I 365.~4 BOT " V 36~R, BOT ---• ~ I __,..,.ill.F~pj ~ ._; c'i!i I ( E=X;a:IS~TIN\r,G~c--..!l __ r,_-I I 11 5.B5-CLR ~ , 5 69' ~ -__!-----;+--1,-,_ _ _.. ' ' ----: ' ' ~ $~ '..--+-+--+---+--+-PROPOSED -. --+---1---<- -+---t=-t-=:t--+ TYPE "A +· ~ URBAN POND -+-+--,-t::::'+=:±--+--+--+---11--+-+--+--t::=+==I ~ GRADE ~ w 18' NYLOPLAST I ClEAN<XJT TO 1t NI . . I I / CUTI.ET YAULT ~. I ' I ~ _J -+--+--+--+---+--+--+-/ DOMED INLET ~k .,----18" NYLOPLAST -+--+---+-~,· ~ 1... BE REMOVED I•-~~ , • • GRADE , , , , , lj . • / v DOMED INLET I PROPOSED 6" PVC SEWER +--+--+ "" .,; SEE SHEETS 21-26 , I -- ' ' J 11 H"'· -8c-+-~uR~ POND ' ± ' . 12· HOPE f ~~~Fi::J 11 I -~f.,'rulFT-4' ]'-~061.iJ!!CLRBOT "-· , • • -100-YR • 12· HOPE . i-so tAT e-~-\...1 T I s-0-5420--.,. ~ -~ 11 ~ ~ ~~ ~ ~-3\ t--+--+, 368.51 INV, ' ' ". 0 -. " ' 100-YEAR . . 1-'"" , . I • . • --. • . 'I. IV. ~ ~~YEAR '-I" H.G.L 7 -, ~€!fJ r:+-1~, 1' I I I I ~ ~C:""' ., I O O O • 0 0 ; • • i I I I -~laf,--11--11-----,+,1-G&~ ~ 0 ~Jf°0 0 -~ ~ ~ cJ--+--+---+--+--+--+--+--+--+--+-+-+-+--Jcl::--111--11--1 I I -.\1,2!.cHDPE I !~ ; ;\·I I O O , .,___._ J I_~ ; O O O O O ,lac/~~&,-;1-1-+-;+-;+-;+;-+•~'-",t--P/-'t".::l'"""',l--,l----+-+-,+-;,~,-9,!.f) ; I )l Ff='t · -F-+c:::+ -+--+--, ."\ · -,· !!lh!Mi~v.2~ F_f 1 ' 1 1 +-~ W 18" HOPE I --18" HDPE • '--t'""~~~ · . I !oo-YR, I gi51:~~~ -~ 11 !~ r---t:::E:;0911~3~t.,..-.1;' _.,....---'--'-.... --1"'L--+TTT---' . : f I I ---=;-;r;-+;-t .:t_:±_:,±777h1~·r:□ S=0.0050 ~ ~ ~ S=0.0050 m ~ -1.--3g5~~E1:v. f ~7~E1:v~ :;~~_J I ~.G.y-~ -----J I 11 r -· · t t µ+-,,~-.., 1-s=o.0050 t t t t ~!---+-I ~ ) ~ · al -+-r-lnffiPi 11 .----CONCRE1E8f . r . • j +-t I . --i . • . '°"'"' I W -I r-_,,..-COLLAR • I S,.0.0050 ' i i "'o.z: w .....-! +---+--+ · I · --; ~ · \ · UR~ POND 1 \ ~ · "\""1 8 t8 1-i !i:..;r al · .;!;o. 1 , -.,. 14 ~ --+ _ _ . . SJ:E SHEETS 21-26 i::: i--i 1 1 1 t8 ~t8 +-+-·' ~ ~ ~ ~>"~ ~~~~~·--. ;~~ 1 m -~ ~ ;,: i~~~ --r J J ~ t /·. ,..~:l,: +=>;;!; ."'-z_"'+ _l_in+=>>_"' ii!: .,,.; . ! :8 ii!. o · "'~ :,; -a;::3 -"' 0100=7.9 CFS $0,.:$.:,,..: 0100=6.70 CFS ... z"' -0 ~ -~•-0l00=1.20 CFS +---+--+ . -~a:;;; S?ui!l S!BgS?!z..,c<>z:~::,._ +ltl~-+--+ 1-~ > :'.! :,; ~ :,; !~ .,.. z ~~ $~;--,. r-Vmox=4.5 FPS ..--lt-,-"'"'"' v,o-, v,jSS.<111!jil!.--,-Vmox=3.8 FPS, 1 -i5!:ll~' i;j15r;; lnlll:ll Vmox=10.7 FPS 11 / -z~--1-<tii!2,<o~-J-"l-;;;~~~::J Q100='/8.6CFS. -0::8;-+--+ 8 ,_;j; ;;;~ ;;;_~!ta; -z:lll -:ll:--t-,•0100=8.20CFS ~'.:.'..c,"'"'"' 0.1.00=6.BOCFS--i -"'"'"', ' 0100-D50CFS ~ ClONST12; __ 30HD.1P7ELF. ➔ -f ~'°.,; ,-.cu,~ li,i5~~..J~<ffi"';:,,zin · :;ju,;,: -ill-8 -a:~ .ct5on <._;ui Vmox=4.6-FRS -, V 39 FPS CONST. 123.10 LF. -18" HOPE -• -f~~~~e I I '1 I I I I I I ~ -~-~ 0'1 :rao.6 cFS V>II o~t;, m~ en ~: : V~a~16.? FP:S : I ~ ~ill,-+--+-+-+--,--1'.1--<8--&ti :,t--,'.1-t-f--'. 'i½-B= 8 I I I ~ ~= fn ~~-g ~~--~ a~~t;; =•,,_Jrr~..i~="'W l-,1,-'4'--1'1-,1,-'.f-'.-l'.-1-'..f-'-1'.-1~1-~ '.4~--1'1-+-'4'--ldo""N-;1-_ -1+63 ·-.3-1-L~.1-_-+-'1""'a•,.j.'H-D~:i::":x:~· ~'.~'.'--l-'1-+:--!i::::j:::+::+:+=+=+===ir==+=:,+= ,::i,==li-+-: ... .if-:.._"" +--1:--➔+ -_ 4-+•=~·~~~'-..f.'--t _·-l--l--1-•-1)-:~ ~:i., ~.~~~r-r,+'.---11--+---+--+--+--t-l--+-+--+--+-+...,.-;~~s~e : : ll REMOVE EXISTING 30•--Vmox=16,3 FPS • _ • <tii~ _ CONST. 154,95-LF. 18" HOPE • 12" HDeE / RCP. REPLACE Wl]'I CONST. 167.86 LF. -30" HOPE I I I 1.--358.00 INV. li,l!j:1! •1 • 1 1 r wAi~r~ ~NTS • • • • • ~---•ON~ST=·~~'=·=soc--. L_F~~ ~ • • • 1 1 --• 1 ====:=:=:==:=:=:= ... 1-____ 1_+-1 ... 1 __ +-_ ..... __ __, _________ +-_--+--_-+- --+--+--1~, I (17 IMPROVEMENT PLAN I , , , , , 1 • • f-8-HOPE~ 1 1 1 1 1 --+--+---1--1 r DWG. ~34-9 +--,+--+.--+--+ , i i , • • •. !)/ . '. '. '. '. '. !>--+--+: -- LINE r-" C ,,_ r-:1 (SEE SHEET-20) . ' . --------. LINE ''B" --( SEE SHE RT t1_6) . . -- LAT "B-1" (SE..E ·s FJEET 16) . L..1 T. ''B-2" (S~E SHEET 16)_, •CONTRACTOR TO VERIFY LOCATION AND INVERT PROFILE SCALE: ELEVATIONS OF EXISTING UTILITIES AND DRAINAGE t--+---t. , -, · -- SYSTEMS AND NOTIFY ENGINEER OF Norr [ +---+--+i i HORIZ. -1 • " 40' I I T+---+--+i i I T+---+--+T I i f l1,--'-+--.... f f f DISCREPANCIES PRIOR TO Norr CONSTRUCTION. ' •· ·• VERT. -1" " ,. •· ' ·• I -. . . •---------------'--._ ......... _.._ ........................... --' . .._._ .... --'•-.._ ........................... ___ .._._..__._ ______ _, ___ . .._._ ....................... __._.._ .......................... ___ .._.._ ........................... _.._._ ............................ _.._ ........................... ___ . .._._ ....................... __._.._.,__.. ___ . .._._ ....................... __._.._ .......................... ___ .._._.._ .... _.__. _ . .._........... ................. --'_.._ ............................ ___ .._._ ........... _.._.....__,_.._.._ ..................... ___ .._._..... ...... ............ __._•~ 10+00 11+00 12+00 14+00 15+00 16+00 17+00 18+00 19+00 10+00 10+00 11+00 : 1' 11 : : 1' Ii : Ii : : 11 : 11 : : 11 : 11 : i: i: : 11 : •• : I ~ I !--+-+--t--r-+=-1'-=t--'t--+---+---t---t---lc--t-+---,-i!-=t--+--t--!---±--t--if--±-+'---l''=-t--t--t---t--r--t---l!--+-+---,-i''=-t--+--+---+---±--t---lc--t-+---,-i!'=-+-+--t---t---±---f--<f--+-+'---l'r=+-t---t---t--t---t-!--+-+---t!f-='!--t---+--+---+--1--:c--±-+--,-i'f-=+-+--t--+---±---f-J--±--t'=-<'r=+-'-+--t--t---±---t-t--+-+---t't=tl ~ ~ ~ I I i ~~i,tv~::>+-;i'-r-t-t--it-t'' --,1-1:i-r-tl-jl-r-t-t--t-t-ti1r-t'1 -t-1i1t-t-il-r-t:--ti_-j,r-r-t--t-t-t ''-1-r-t'' --t11,r-t' -t'-1'1t-t-t--t-t-ti_r-t'1-t-jr-t-t-i!_t-i, -t:--ti---:'r-r-t--t-t-t-1-t-'1 -t'' -ti_it-t-il1lr-tl -tl--J:-t-t'-1!---t-t '1-t-r-r-t--t-t-t!--j _i_t-1, -t!-t:-r-r-t-+-+-:• -j-;::i:□~•8;~:'J9'-+-;-i-..ji_j..i -+i--+i_lj,_.j.': ..... -,-ij,_j..'i -+-i-+--i--i---ii---+,= -1-11-,1.--1--1--1--1--1-1-.;.'= -1-;µ:::;~.~0 '. ----~ ~T.G. +TYPE"F" ..__(· = : r~ -~·. . EXISTING EXISTING _ -, _ --L./. GRADE --5 &iii.,:-i.,., ... )'.wAII~ . . . . - +-+---,,EXISTING +-+-,~ . . 383.61 / V T.G. i--+--i-~ 18" NYLOPLAST V DOMED INltET • / -, GRADE_ . ~ __., ~';;ii::~ r--t---r"(TYP.) ' __-,._ u!5! , r -r- 1 I Q a , l+-•tt+-f-,-1=-r -+'-l'i-=t=·=t=-~•'-""';=---l'-=bt-+=i::±-tdbl:--b±±-t:::!=~:f::±::±--"='±'::::::!'.-b'½=d'-'~L..•_!•-1•1...,.;:::t--1·=~·t--1·=·b b-.L.+--,=t=:+-+'-l''--+-'t-++-t-i-1rt-t--t'H~ CO I I I I I I I I I I I N ..J • I I I I'-I I ■-+--+--+-t:Jrl:J ""r , ■ r-L= ... T ~ ~-~:-+---+--+--+--<>--+-~-::::~:~~~:+---+--+--.,,,.. ~ I I I I N =itlio"--,..-+,---11--+-+--+--+--+--t-t--+-+--+--+--+--,-+-+--+--+---+---+-l--+-+--t--,~ ~f;; ,!,-ef li--lt-1'--t--t--t---t---l-t--t--t--t--t--t--11--1'-1',·t -, ~ ' . . + , . ~ . ~ q 112 PROROSED · I -t-t-t-t--t-1=-t----t-,1--1'--1'r -~ I I I I ,I r PR·=osED • i d ii! ~ '-' ;\tl ~GRADE w~~~~ ~ ~ ~ -+---+--+--+--<f-r-~ d ·ie ~ ~ie -\ I' • (liYP.). I l'~J~ I ~ADr :\\ ill~~. . ' I I I <n<J r 1 . \ I~" .~rofED --. : ill§~ t t r=I ~ ~ + + 100 YR I I I ~ , ~ ---- 12" HOPE SO LAT B 8\. -- 12" HOPE -- -f----- -------.. .. 5;.0:0050 ,,,,,. t: --i --,L ~ -& f .,,, -------- • ..---~>--c-"c=l SO LAT~ 6 , , ~ t . r · . ""~· lll"'> · '\ /./;; • • - ~~+Q'-1, ~ -1-•,1--+-_-+-_-+_ t~e-r-1~:-_ ..J. ~ ' I •, I FL ' • • • • F • /I l • • ~ +;,: I ~ -~l!i""z'-fl--+f -lcf--1•1--+-•-...... --=• =...1...-1--1=~~~--1•1-,1.-•-1--1•-1c1-+•-t-l-,l.--l---l--l--l-ll-+-+--l--l-•,.i.; •.Q ~O . .::Yr .':Jtl , , , · -, , , , 1c , ii! , , + a; .... o. N 8 , 1. 18" HOPE ~F,,...., · , , , ~ I L t:J ~r o • ""' ~, --,-.;la' . I;. o, N a::t, .z . I I -I • SO LINE B ' /' [ ~<-=~+--1--1--l-ll-+--I--I-+➔=+ ' 1 "'-~ •-' ~ ~ ~ ar~~ r~~ ' ~~~ ~~ ~;~ ~ ''\..;c.;e+/ t t-+---+-,+-,-_-+--+-1--+-+--+--+-+--l-t--+-+--,. w t :5 , t-&: >-CD • ~ >= t-t ~35__,t D..~ , VJ a:i,..,+ . -J r--t • w1 1 al !c~ t ~ . ilj~~-~~~ ~~ +-:~~ ~~~ a:.~~1~ ~ . , CO,N~. 1~: LF. ~ > m o ;,: ~'_J_~UJ> N~ ..fod--+,CI~ -~ ~00-r ~ """ _ "" I f .---;0100=1.40 CFS Ou,:,; +it"z'i''--ll--t--+-+--+--+--+---11--+-+--+--+--+ I &n z ~ >. +c..35 ;5l.--lc:n tiiffi~ t:;~f;; VJ~ ~ ax-· ,. T Vmox=10.7 FPS ~e=~ ~a:::co di,-:-+UJZ ca: 0100=3.70 CFS uic,,,o 0100=3.30 CFS r o-in I -~ !!!~i;f~z~ Vrnox=2.1 FPS--, ..,.,, r-·vmax=5.4 FPS Ql00=2.40 CFS I r-~ le ::)~~ '"'o'l00=0.40 CFS ~ffi~-+--,-+-+--+--+---+---+-1--+---t--+ ~~ r-~ar' i;j~~ • ! r-+-1Vmox=4.3 FPS~ r-·L _!F:__ ____ _±_ _ _JCO;Q!llNSTg.~N~·~2.!!!69L!,,!Lff;:.=:-:_1!12~,.•J:!HD!1!P~E~:::::___!:_!=l=::i._ _ _±_ _ _j r-lnlll:ll Vmax=1.8 FPS I CONST. 193.80 LF -"12" HOPE • ➔ ~ • CONST. 59.87 LF. -12" HOPE I 0100•4.90 CFS I Vmo•=2·8 FPS l-=il-=-l 'I'-,-t--t--t-~--ir-t=-t--CONST. 292.30 LF. -18" HOPE =-t--~·LA T "B-3 " C ONST. 96.19 LF. -18" HOPE ~--------!!-~➔=~~~~~~~--------~ . . ~ ~ . . . . ~ (SEE SHEET 16) =-1----t--t--t--t-t-i--t--t---i-----t= ■--t'--1-1-8 &0·,!,'.~f-+-+-+--+-+-:~-=+::+:: .++:+::+~::::+:::+--l-+-+-+~l-+--l--l--+-l--l-1-+-++-+-+--tl-+-+--l-+-l--l--l-,l:....-l--,ii-i+-+--l--l-,.J.... ,+--+--+-,➔.~f-+--l--l-+-1--1-:....:1:-,1....-1-~.f-+-,+,-lf-+--l--l-+-l--l-~l:-,l....-l--l--l--l---l-l-.J:...-l-+-l--l---ll:-+--l-+-t--+-+:....:l-,l....-l--l--1--1---l=-+-+'--l'-'1-+-·+•~j:..:i-=•4•....::j:=i=:+-:=i:-:i=-=+!. :+:~l-,l....-l--l---l--+--l:....:l:-.J:...-1-+-+-'.+! 86~0, 1:::=-t-::::t--+-+-+-+-+-+-+--t=½-::::t--1,-+--+--11--+--+--t--t::=-+=+-+-+-+-+-+ t.2,i-{~00 2f;; {,.O 0 2 10-{~00 -rc2'7-{~00 28-{~00 -1 0 · -0-0 11-+ 00 ~ ------ --I ------ -+--+---+----+--+-+---+--+----+---+-+--+-! --1-l--+-_-+-_-+--ll--!C-:::+=-!-l--+---+--+-+--ll--!C-:::+=-! --l--+-+---+--+--4--11--!C-:::+=-!--I--+-+---+--+- -- . . . . . . 'CONTRACTOR TO VERIFY LOCATION AND INVERT ELEVATIONS OF EXISTING UTILITIES AND DRAINAGE t--+---t, SYSTEMS AND NOTIFY ENGINEER OF Norr DISCREPANCIES PRIOR TO Norr CONSTRUCTION. . 19+00 -- . 20+00 -- 21+00 ~----·- PROFILE SCALE: HORIZ. -1" " 40' VERT. -1 • " ,I,' -- •· . 22+00 INE ''B" (SEEt SHEET 15) mOThienesEngineering, Inc. fsHm7 CITY OF CARLSBAD ~ 1[J CML ENGINEERING• lAND st/fMY/NG 1----+---->------------------+----+---1----1----1 ~ ENGINEERING DEPARTMENT L__::_j 14349 FIRESTONE B0Ul£VMD ~;:=:;::;::::,.'.:::;::::::;:;=:;::;:;==========-===::::; , --. Mlf/'/Jff;-~i:f:!t,TJ t---+----l------------------+----+---+-----1----1 GRADING PLANS FOR: Prepared Under The Supervision Of : 23+00 C~~b ~ __Qote :os/02/22 { REINHARD STENi EL RCE NO. 56155 RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA i----1----+-----------------+---1----+----+----1 ,=G=R=2=0=2=1=-=0=045=====S=TO=RM==D=RAIN==P=R=O=FILE========: APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION DAlE INITIAL DAlE INITIAL I RVWD BY: ---1 PROJECT NO. DRAWING NO. >-0-TH_E_R_A_P~PR_O_V_Al.-+-CI-TY-AP~P-R-OV_Al.__, CHKD BY: ~-M_S_2_0_2_1-_00_0_3 __ ~ 534-9A i1 ti i 1il ti i 1il tit li 1i it lil .i --+-+=+,=+ -= 1 i i i I i ·i : : i i I i i : ,-:-, i i i i I i ·i l l l i i I i l l ,-:-, i i i i I i ·r : : : : 1 i I i i i :-i ·i l i i i i ·r : : : : 1 1-, i i i i t::::-+._==t------t----11-= ~ Si .. "v-1-1-:· --t--t--t----1---i---1---t--1--1--1--1-----1---1---t---t---t---t--t--t----1-· --1-· -----t--t----1---i---1---t--1--1--1--1-----1---1---t---t---t---t---t--t----1-· --1-· ------t--t---------1--11--1----i----t---t---t---t---t---t--t--t--------1-1-1--1----1----t----1---t---t---t---t---t--t---------1--1------1---1----1----1---t--'i----s:,t~>E1-= --t---t---t--1'.-11 . . ' - -. - -- -- -- -- -- -- -- -- -,-~ l2. · PROPOSED .i - -. PROPOSED -, GRAD~ . 1.PROPOSED-1 GRADE TYPE G ca' - -/380:80 TG r-1--+-+-+--+--+ ' - -18 --~ ,--+--+-+-+-+-+ l'-t: GRADE----1 ;t; d , • • ..... (.) co • • • • • • . . . . . . • • • I . . . . . j . . . ~ CATCH : •l Cl f' • , 100:: .Ill il/-..,;,,;:BAS<i,i;;IN-+-,-l---l--l--l---l---l----l-'--ii;,c)"(::Tt:Jl----11--+-+-+,-11 ~ 5-~ : , i-l • I I . f 100-YR • • ' ' ' . 'J,,, . . . 1 t t t ___ I 111 I ffi,~~ . . 1 , ... .., / ""-• • , ~ ,, : 1 ~'""' ~~~t:::J::-1, I'= f---::;_cl.1.:..· _.:;l--=r.:=1.=-,::..:::.a::t::--+, I I I I I I I . ;-?f} I -1......L I I I -' . ,-......+ ----~ .--> I '.s..o.0040 ,,..___ ~ I I • ' ~ • : ~ : ,1::::-1 ·-: \_ _; r, : ~ • ill ' n ~F----1"'81~-II·· t:==i' l t I t f--+--:l µ I I ~ -' ~ -+-+-,>--+--+--+::::::;_ __I ........... ,--+, --' ~ ' ,.i:-;~,-.+--i ~ ~!~~ ,--+,r'··• i---+ .J-j__ y-1 ~ ~ ~ . t . I S=0.0056 , ,, I i8 :81---11---+ -+--+--+-\, 1---<i---. __J 4 ~z ~ a...,, 1---<1--,·"' "' "'a..i;; • """ --' I • 0_ • ;:i:·~-= • EXISTING "' ZN ""' ...,;.c.,· 0 0056 _, -D..o, • :n: • ...: < ·cc:i i:!:: zr---S= . ' ' ,._ > + :z'---' -+--+--+-L-O _.-:::::::::[ , GRADE < . < ~ >-u,._ ..J '"'"'"' ~~ . . t--+--+--+-+-+-+--+ ,_ ~ -• r, .,-.--,_ ,, ~ ~-+wz coo.. 1 -l ,, t:-.,_i~ tn~J---<t---t.nl.l.il"') 8 f n, , -l • , , , , , , "' , ,a!!,~ -:zre , , , , "'"'"' CONST. 79.45 LF. -12· HDPE , ·~ "'" El---+----+--+'-11 ■-+-+-+ ~<c:l,..a.,1-,,1....-1--1--1---1--+-,/~-s! //-\NI f f ~: f I --+--+-+-+-'1--ll--f-+-+-+--+--+---,'a,-+-+--1--11--f-+-+-+--+--+-+-+-;,J"° ' 0·--~:-+-+-+-_-+-_--+--+----l-1--f--+-+--+--+----+--+----ll--l--+-+-+--+--+---+--=-:-1a..,-~-c.,,--+-+-+---+----+--+----ll--l--+-+-+--+--+----+--+----ll--+-+-+-+--l,--+--J..;=l"-'.',=~'7.---'-'s~---+----+--+----I-I--+-+-+--'; < ~ 1 1 r-i......, _ _,,,,,,. /_ 1 1 v\' , , _ 1 / 1 1 1 1 1 1 1 1 tS=--;:r---a::::!z 1 1 1 1 1 cc.,.: ~~~ 1 1 1 1 1 1 1 1 1 1 1 1 1 Q100=4!40 CFS, Vmax=6.0 rps 1 1 t """ 1 -+-'=-i-=i-~ =,1,=t ~ "F-f-C-.,r/ +I.LI~ ~a:----&--triifi~ (ll£Clff') -'1--+--Fc+c:::+--+---' --+---1=-lf=I--+-+-+--+-·=+=+---+-. /.., -0 r-1 • 'EXISTING r .. ·· ,.,9::0 ..... zN • • -+--+--+--+-+--+ CONST. 300.00 LE -1a· HDPE 1 ·· • a:, ca ..... D..c,, -cca....s --s--------------;rriia.'c."""7-='rr-----se.'-i-----s--------~ r:,. ~ • 1------.7o ,-..,1--, GRADE ~ --; < cN i-a w,-...: • Q.1.00=:..4.MLCFS,-V,max,=8.6 EeS ,--+-+---+ I • 0 I.LI>" "Ill" ::> • ' • t ,. i-,; :zr--. U, CCII") ' ., di.LI:,; co ::> t-40.. N z OJ • ----V>Cil'1') + a.;;; + ~;;; 6 ct';;; '--6 -~ -~ , --;1 t . L-!::::l=±__±___±___±__±__± __ _JC;.(lO~NST~.t300!99J.OOl!lJL4F,,:::'=_JJ18~",J:H![l!DP~E=-._ _ _±___±:=l=::±_± ____ _j· ~~!xi_ia:sl -;;;~ ': fii -;::: • t t Q100=4.40 CFS, Vmox=7.4 FPS ,< Cid ~ i~ '--j5 ff!~;-~~~ !'I( cJ;::::-+-,+-+ . _t;~r-Cll[iJl"l tnCDI"') liJL.J~,__ ,+-+ . r-. t--+-+-+ _!_ r-Tt-~C~ONST~c:· 6"=.1~6~La'-F:,.,. =--:!c;24:;,",,;,H,e;DPE~ Q100=19.7 CFS, Vmox=7.2 FPS ,-..,I--, CONST. 346.58 LF. -18" HOPE QfOO-~.~ CFS, Vn ox•2:S FPS -. . -■--,'1--1--+-8~8,+'.--+--+--+_--+_-+_--t-___________________________ -+--+--+--+--+--+--+--+--+--+-...t-...t-...t-...t-...t-...t-...t--1'----1'----1----1-----1----1----1----1----1----1----1-----•----------------------------1---+--+--+--+--+--+--+--+-+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+--+---e1':,½€;c€l-----:-1, . . I--+,__,, LINE•" F.!!, · · i:-(SEE ?'SHEET 15 &-16) -+--+-l-l--+-+--+--+---+---+--+--+--<-l-l--+-+--+--+---+---+--+-+-+-lr-,__+-+--+---+---+--+--+--+---1-1--+-+--+--+---+---+--+--+--+-l-l--+-+--+--+---+---+--+--+--+-lr-,__+-+-. • . Ttttllll -- -- -- -- -- -- -- -- -- -- -- -•CONTRACTOR TO VERIFY LOCATION AND INVERT ! ! , i PROFILE SCALE: ElfVATIONS OF EXISTING UTILITIES AND DRAINAGE 1--+-,, -+--+---l-t--+-+-+--+--+--r,, --+--+-----t----1111--1--+-+-+--+--1,1--+-+-+--+--+----+--+-----t-----tl--l--+-+-+--+--+---+-+-----t---11--+-+-+-+--+--+---+--+--+-+ SYSTEMS AND NOTIFY ENGINEER OF Norr : : : i HORIZ. -1" "' 40' i VERT. -1" = 4/ . DISCREPANCIES PRIOR TO Norr CONSTRUCTION. ! , , , , i : i j . . . • I I I ■ I I ' •-. . 10+00 . 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 1 1 1 ~ 1 !~.,+---,,; '.~f +---t-f f _ft---t-+-t-t-+-+: __ , ,+-+-, -+---t-f f __ f +-+-f-W-+-+: --+-+-+--+--t' ,_, -+-+-f ~ l~ 0 ~ i a-ool--+--+--+-~-+--1: _, -+-+' 1-+--tf f_f -+-+f m-+--1: _f -+--+--+--I-'-+-+' m-+--1: _f -+-+f f-+--tf f_f -+-+f ~I -+--tli--+-+-+-' ,-+--t, J_f +-+-f m-+--1: _f +-+-f f-+--+--+-+-+-m-+--+: _, +-+-f f-+--tf f __ f +-+-f -+--+:--+-+-+-_3_9. ~/ : EXISTING SURFACE r • , • , ' ) 1-t--t ii A--'1-t-t 11;~ ... ~,, -+--+--+--+---+--+--+--+---+--+--+--+--+--+---11---+---11--t----lJ---<.---+ oa.. . ,--./"17--1 /_' ' EXISJ =-Cl 11 .,/iffl ,= -PROPOSED EXISTING GRADE 372.12 T.G. . ' 11/ -:a::q,--, ~,---1,-....,, 1--+-+-+--+---+---+--+-' PROPOSED /-'-1 ~ ffi~ i1 Q 9 . . SIJRl'.'!r:1-J '/ • • ~ST r, ~,--, -+--+--+--+--+--o ~ GRAD J 1~ ,+-+:~~~~~~ i---t-~ --EXISTING ' +---+,__, --~ • • 379. 73 TG GRADE , 380 08 EXISTING • 379. 75 TG I A I I •, Q g' . Q o n,~=~:•=;.~•-++--1111/.-11--+' -l--+''-++-+-11--+-+-+-+--+-+-l·----1'=_>-;;+-+· _-;-!-, -lf~./.+--+ __ i.G+: -1·1-+' -+-+-+--+-++-+-1'1-+' _su~!-,FA-+c ,-..1-\ ~--==..--:+-1111-/ +-1--+-++-+--1-+-+-+-+--+-++-+-'I I I I I I Q o n' • . :--1,--,1--+-u~ ~t.,1--+-+-+--+--+----+,-,-El:\ • \· . , • EXIST • ' ' ' ' ' l: ~Fr i:r ~1+--i,-,i:l't::Tt1r-' ' ' ' ' ' : i ' ' ' ' ' ' ' ' ' ' ' ---' ' ' ' ' ' ' --INYI.OPLAST uv·•v•cfl-,-+--+-____ ' +-+--+---+---+--+--+-+-Ir-I--+-+--+--+---+---+--+-+--<--+ I __J H ' -+--+---+---+--+-+-+-I-I--+-+--+--+---+--~ tt--~• ,--+-'+--+--+---+---+--+-+-+-I'>--' ' /1CATCH BASIN,--:+-+-+--+-- -'-t---t-'-+-Q, Q0n . . ,-i:JU'v• · ' = ! . . ! . ->-->--! I i -\-, 12" SD -_, ~9~ . -REMO\IE EXIST HEADWALL ,.-; t'. ~I AND PARTIAL SD PIPE ',I; . . . ----J ( '--COOCRETE __,.--..,-,J / , COUAR v-. r ~ . . -. ,---' ~ i:z.;=0.7176-R\ ~ ,ii: ~ -Ii 0 ~-: __ f°' d co \--=I '1t i': "'-C \ ~ ~~ __J GSR-PE _ -1J___,._:::::,-WAll PLAN f:=t =--+ \TYP.) 100-YEAR~ H.G.L r--I ' ' PROPOSED -EXIST ~ • . - -. ~ . . - -- -.. GRADE ;r 12 so r--1 - -, - -t--' - -.. - -• NYLORLAST+-.. ----+---+--+--+-+--+ 1" - -I +--+--+--+---+---+--+-+-+-I t -GSR nrn1 PROPllSED VCA TCH BASIN REMO\IE EXIST HEADWAll 1 / • • wALf~"l'PE"'<~-__, -+--+--+--+--+--+-· WALL PLAN. : t-~RF CE t\ _J,__ ·+--+-+-+-+-+ ->--->--EXISTING--'l ~ ..-.-• : .~~ •• t 379.91 TG PROPOSED -(TYP.) • PROPOSED J •--• LATERAL ll-10-'-.,, SURFACE \ Fi ''""=~~!al/; . . -+--+--+--+--+--+-GRADE-+-'\' ,.,,5• Nl'l.oeLASJ I---<---+ -+---+--+-+-1--+--1 t______l___, .J " NYI.OPLAST / DOMED INLIT i---+-+-+--+--+ lOO-YR,:--,1 / ~ -' CON~ :,.......,1--t, ~ CATCH BASIN ::=:=:--I-I--+--< +--100-~AR' H I t ~ / h -+--+--+---1---11--+-+-+-_-+-_--+--+: ~ . -GSR~PER ~~-LYEA~ ~ + t 0lG.L ~ '-+. ~:r ~~B"~/4~ /r r-X WALL RLANS 18• HDPE , ~-,a· HOPE ~ s:. 369,98 1Nv"'\ / 1-!l! ~r. ill _,__ ,+-+---+ PROPOSED SURFACE \ fJ;---~--_J-I I I I !3 ... .,_ I I L -g__, I ; W,),.:o, I 91"':1.n,~SDIHdNE-B" .7..:. . . '-. . . ... Sil.UN~ B\-_ qt,.c..'1-h-',l-+-'+'---l----l---+-l--l--ll--l--l-l-'+-'+-'+-'+'-'l':--+l-ll--ll-~,._+,>+'-+'--+'--+'--+--+---ll--t--l--+--+-+-+-+'-01:l!~ •• -!..~I I I Q~•"v-11-______ _ ----w uiju u-(TU' 368.26 INV.\~ 'JI' ~' ' , / ' ' ~ ,.; ' ' ' ~ c!;"'z ' + · c!;'"' u-(, • :/--CfT'g-H°';i'f~ i,, ~ .... : ;..,. kl!. • • / <>l ~ r--,:!l~;;; I--+-+-+--+--+---+-+-+ "' :t;-~i':'j. ~j:;;--1-~;~ :;,~~ • " ,-, ~ t l·a..··>;;;·-"'.a.-o_ '"""'" ,-.z_ • ~ ><-c:: j -, I . • I ~ • • , .., "'""' r-"'"'·· Q100=0.JO CFS v., -,-.. I!? ..-a:::l$ i:!;iS~ "'"!: B: Vmax=7.3 FPS I-~ L____ g ... :,,; ~ !i11': ~ ... ,.----1 "' "' ! ~~ c.-CONST, 10.35 LF. H.G.IL>--4 12" HDPr+--, f:>~ SDUNE~ 100-·YEAR '-"YI.CPI.AST c!;!l:;;; fc "'"' -1+!!e;;; "lz:~ ~ 12!._HIJPE H.G.L '< T-MANHOIE :l~:::i I 7~:;l .....L.. Q100=0,70 CFS r--+-+-+--+--+--+-+-+-~~~ LA 'II-!..B-11" '~ , t;"'IIL:Ql00=0.20 CFS ~~~ _ Vmox=B.1 FPS ~ .-i~~;'.'77~ ~ . ( SEE S IEET 15) ,_ ,_ 372.00 INV: -r--+ .,..:z---<1--+-+-+--+---+---+--+--+ 12" HOPE ·-,~+-+--+---+---+---+---+-+-+-• • 12-HOPE ,~ ,+-+-+--+--+-I I I I 18" HOPE~ SD LINE B"' 311.15 IN\/, \ L..J ~ co~-~ > r-: +"';;; g ~~:EBi~ .-:.,,-,,; 1m co~;;;~•;,~:3 ~~. T--l CONST, 2· 40HD. ,P8E LF.t '. I . CONST. 37 .23 LF. • ' -, ' ' ' : !:! a.e,;;;_-+---+--+--+--+-1r-+-'CONTRACTOR TO \IERIFY LOCATION AND INVERT · 0 TTAT "B-4 "-:t LAT "B-5 "ct I:-r A T "B -7 ",--.+-+-+--+--+-~~~------, ELEVATIONS OF EXISTING UTILITIES AND DRAINAGE i5 a5.1i J..il\. ( LJn ) SYSTEMS AND NOTIFY ENGINEER OF N('( -10+00 ~ > I 0~ +I.Liz -o..~ ,~~~--+----+--+----ll--l--+-+--~ .. 1--fl--+-f -'lf~§j!~ ; ~ 'c_.L~"'~.a;.+· ....,"'j ~•-=-+-~~a£\; •, (SEE-SHEET ,16) , : : , ,(SFJ!E, SHEET, 16), ' , , ~EJE, ~H;E~T 16,--+ ;-----------1 DISCREPANCIESPRIORTON>rrCONSTRUCTlON. ~~:-.~~;· : --,~u---+-+-,>-' 10+00 11+00 10+00 11+00 10+00 11+00 10+00 11+00 ' --' ; .~ I I ~ ~&j-+--+---+---+--+--+--+-1-1--+-+--,d w • LLJI"') en ,.., ~ft:~ I • H~ Li.1::>-t ll'-e,;;; •- -• -~ CONST. 11.96 LF. +--+-+-+--+--+---z~ 1--1--+-+-+--+-!~~r;; -• oo..C"<J •-I z~ Q100=0.60 CFS 'i5 ffi~ Vmox=8.3 FPS ,--..,, "'"' Jc..;. <.uiui Bi i':'jj:;; t; :ljj:;; •- -• ""'·I rl'IN< a :u; , Q100=0;90 CFS +--,-.12 HOPE Vmox=17 .3 FPS ,-..,1--t, CONST. 38.13 LP. 12"-HDPE CONST. M.96 LF.-r-e--------1 12" HOPE \ 1 . . -CONST. 35.42 LF. ~ * * ' • i i --Q100=0.80cCFS 12-HOPE Vmox=l 1.4 FPS 1~ HDPE ,_Jl1 oo .. o.60 c~ Vmox~l 4.6 FPS . . • ' = = ' i . • ' ' 11+00 +-+-"1-t--+--t • • DAT-"B-9" , (SE~-SHEE'f ,r9 ), 10+00 ' ' 10+00 11+00 PROFILE SCALE: HORIZ. -1" = 40' VERT. -1" = 4.' mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND st/fMY/NG 14349 FIRESTONE B0Ul£VMD LA -CAllRJRNfA 906.IIJ PH.(714)521-41111 FAX{714}521-417J Prepared Under The Supervision Of : C~~G~ { REINHARD STENiEL _Qate :os/02/22 RCE NO. 56155 t----+---+---------------+---+----+---+-----t ~ CIININE~!NG ~~~~~~AD ~ 1----+-----+-----------------+---1------+----+------+ GRADING PLANS FOR: l----+-----+-----------------+---1------+----+------I DAlE INITIAL OAlE INITIAL DAlE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA GR 2021 _0045 STORM DRAIN PROFILE APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE I RVWD BY: ---1 PROJECT NO. DRAWING NO. ~C~H~K~D~B~Y~=-===.t~_M_S_2_0_21_-_0_0_0_3_~ 534-9A DETAIL "A"SECTION "A-A"SEE DETAIL "A"PLANCMP INLET TYPE 1 DETAIL I 'A I , I I I I I I I / 3 I STA. 10+23.29 ~;~tJl/~9. STA. 10+21.48 END PIPE /373.79 INV. 13 STA. 10+19.6 / BEGIN PIPE / 373. 79 INV. 3 STA. 10+17.92 / ~~~l/~9 STA. 10+16. END PIPE 360.80 INV. I STA. f +07.34 FLOW ABOVE 1.5' DEEP 9,021 SQ. FT 4 3:1 lS 1.0' DEEP 8,019 SQ. FT TOP OF MULCH ElEV.=373.53 6,127 SQ. 1:1~ BOTTOM OF SOIL MEDIA ELEV.=371.78 5,092 SQ, FT. 1'-' BOTTOM OF ROCK ElEV.=370.44 4,345 SQ. FT. i CLEAN OJT \\llH SOLID OCKABLE CAP T'l'P AGGREGATE STORAGE 6" PERFORATED SUBDRAINS 370.69 INV. STA. 11+ 4.60 ~7l18 l~V. I I 39 ~ 40 40 I I I STA. 10+87.36 3'!1'.09 INV. I /;:,-111----, I ,_ I I 12" MIN FREEBOARD WSE BMP 374.53 ELEV 1.... __ _ I L 38 I -DISCHARGE TO HYDROMOO. 2]3:1 3" MULCH 4" FILTER COURSE 12" STORM DRAIN TO HYDROMOD. STORAGE SECTION "A-A" N.T.S. BIOFIL TRATION DETAIL NOTES 0 PlANTING PER LANDSCAPING PIANS. @ 30 MIL P.V.C. LINER. ALL JOINTS TO BE SEALED WITH 12" MINIMUM OVERLAY. S£N.. ALL PENETRATIONS @ 6" SLOTTED P.V.C. SUBDRAIN (ASIM D-3034), 3" MIN. FROM BOTTOM. 5' O.C. © INSTALL WEll AGED SHREDDED HARDWOOD MULCH THAT HAS BEEN STOCKPILED OR STORED FOR AT LEAST 12 MONlHS. MULCH MUST BE NON-FLOATING, 3" lHICK IAYER @ FILTER COURSE TO BE 4" CLEAN AND WASHED SAND (ASIM NO. 33) OR 4" IAYER OF ASIM NO. 8 STONE. © SOIL MEDIA BSM SPECIFICATION PER APPENDIX F.3 OF "CITY OF CARLSBAD BMP INIFLTRATION = 5 IN/HR DESIGN MANUAi." REVISED SEPTEMBER 1, 2021. BSM SHALL CONFORM TO 601 TO 801 VOWME SAND REQUIREMENTS LISTED IN SECllONS 803-3, 803-4, AND 803-5. UP TO 201 VOLUME TOPSOIL COKIRACTOR Will NEED TO SUPPLY TEST RESULTS TO CITY AND/OR UP TO 201 VOLUME COMPOST CONTACT CML ENGINEER WITH ANY QUESTIONS. 0 AGGREGATE STORAGE IAYER ASIM NO. 57 Roa<, 12" MINIMUM. @ 12" PONDING (ADDITIONAL 6' FREEBOARD) J.·7 @ OVERFLOW/CLEANOl/T /DISCHARGE PIPE BOT OF MULCH TOP OF MEDIA 365.00 INV I ! -A.. ©i I i /1 I I I I J I I , I STA. 10+99.31 B.C. 5.83 INV. I I I 41' 43 1 I I j ...!_-I I --t r--I I I I I I I , 376.JO MAX. SURFACE 375.11 MIN. SURFACE ELEV.=368.00 ELEV.=356.00 (1) 1-1/4' DIA. HOLE 3" OR 4" AC OVER 4 OR 5 BASE SECONDARY OUllET 367.00 WEIR ~ ElEV.=368.00 -10' HIGH URBAN POND 52 30" OUllET TO LINE 'A' ELEV.=356.00 (1) 1-1/+" DIA. HOLE 12" MIN FREEBOARD 3:1 DISCHARGE TO HYDROMOD. SEE DETAIL HEREON 1:1 [1;· ~ 4' ALTER COURSE -I----1 ---,---12" MIN FREEBOARO 1.5' DEEP (MAX) 12,844 SQ. FT WSE BMP 371.83 ELEV 1.0' DEEP 11,945 SQ, FT LI 3:1 3' MULCH '\., CLEAN OUT 'MlH SOLID KABLE CAP T'l'P BOTTOM OF SOIL MEDIA ElEV.=369.08 9,254 SQ, FT. ~4j!:.d~j<:i~fl6~4'~~~~ '§l! BOTTOM OF ROCK ElEV.=367.74 8,498 SQ, FT AGGREGATE STORAGE 24" STORM DRAIN TO HYDROMOD. STORAGE SECTION "B-B" N.T.S. • Q!QJ 13.1 13.2 13.3 13.4 13.5 31 32 33 34 35 37 36 39 40 41 42 43 44 63 64 65 1/4 RODDED END WG 3/4" X 1 1/2' PUNCH 1 ' HOLE IN PIPE TO RECEIVE LUG 1/4 STORM DRAIN DATA DELTA/BEARING RADIUS LENGlH REMARKS N 36"32'37' W -9.62' 12" HDPE N 40'30'47" W -3.52' 3• PVC N 40'30'47' W -3.52' 3' PVC N 23"36'02' W -10.50' 12" HDPE N 66"21 '56" E -11.30' 8" HOPE N 29"08'17" E -9.38' 36" HDPE 4 • 45'37'43" 22.50 17.92' 36" HDPE N 7.f46'00" E -26.91' 36" HDPE 4 = 23"41'23" 22.50 9.30' 36" HDPE S 81'32'37" E -107.91' 36" HDPE N 81'32'37" W -45.51' 18' HOPE 4 = 90'00'00" 22.50 35.34' 18' HOPE N 08'27'23' E -27.25' 18" HOPE 4 = 10'00'00" 22.50 31.42' 18' HOPE S 71'32'37' E -81.28' 18' HOPE S 81'32'37' E -99.31' 24' HDPE fl = 22'30'00' 22.50 8.84' 24' HDPE N 53"27'23" E -24.73' 24' HDPE N 15"14'00" W -9.63' 12" HOPE N 60'14'00" W -2.96' 8" HOPE N 29"46'00" E -+.00' 8" HOPE 1/4' CLEAR nCL 3• X 1 /2" BARS L 3' X 2 1/2' X 3/8' 1 4 i STORM DRAIN CONSTRUCTION NO I ES: @) CONSTRUCT 18" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 24" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 30' HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 42' HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 60' HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT HDPE PREFABRICATED FITTING, SIZE & lYPE PER PLAN. @ CONSTRUCT MONOLITHIC CONNECTION PER CITY OF CARLSBAD DS-9. @ CONSTRUCT PIPE COUIAR PER SORSD, DRAWING NO. 0-62. @ CONSTRUCT STORM DRAIN ClfANOUT PER SDRSD D-09, lYPE PER PLAN. @ PROPOSED PERFORATED SUBORAIN AT WALL. @ CONSTRUCT CATCH BASIN -lYPE F PER SDRSD, DRAWING NO. D-07. @ CONSTRUCT SUMP PUMP. SEE SHEET 28 FOR DETAILS. @ CONSTf!UCT BIOCl.fAN URBAN POND MODULES, 10' HIGH. INVERT ELEVATION = 358.00, MIN. VOL.=71,769 C.F., SEE SHEETS 21-26. @ CONSTRUCT 36' HOPE N-12 PIPE WITH WATERTIGHT JOINTS. ® CONSTRUCT 18' NYLOPLAST CATCH BASIN WITH DOMED GRATE. SEE SHEET 26 FOR DETAIL. @ CONSTRUCT CATCH BASIN lYPE G PER SDRSD DRAWING NO. D-08. @ CONSTRUCT 12'X12" CATCH BASIN PER DETAIL ON SHEET 15. ® CONSTRUCT CURB INLET lYPE C-2 PER SDRSD DRAWING NO. D-03A. @ CONSTRUCT CURB INLET PER SORSD DRAWING NO. 0-02, lYPE PER PLAN. @ PROPOSED CATCH BASIN STENCIL DETAIL, SEE SHEET 15. @ INSTAll BIOCLEAN MODULAR WETLAND. SEE SHEET 27 FOR DETAILS. @) CONSTRUCT 8" HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 10' HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ CONSTRUCT 12' HDPE N-12 PIPE WITH WATERTIGHT JOINTS. @ PERMANENT BMP SIGNAGE, SEE SHEET 21 FOR DETAIL @ CONSTRUCT HEADWALL PER SDRSD, DRAWING NO. D-34. MODIFICATIONS ON SHEET 22. @ CONSTRUCT CMP RISER TYPE 1, SEE SHEET 20 FOR DETAILS. @ CONSTRUCT 60' MANIFOLD. @ CONSTRUCT MODIFIED lYPE M CLEANOUT PER DETAIL ON SHEET 23. @ INSTAll 24" NYLOPLAST MANHOLE. SEE SHEET 24 FOR DETAIL. @ INSTAll BIO CLEAN CURB INLET FILTER, SEE SHEET 21 FOR DETAIL @ INSTALL BIO CLEAN GRATE INLET FILTER, SEE SHEET 22 FOR DETAIL. @ CONSTRUCT BIOFILTRATION BASIN WITH BSM MIX, SEE SHEET 20 FOR BIOFILTRATION DETAILS & SHEET 27 FOR BSM MIX SPECIFICATIONS. @) ~A/JtrR/e CLEAN CONNECTOR PIPE SCREEN, SEE SHEET 23 @ INSTAll BIO CLEAN OVERT, SEE SHEET 25 FOR DETAIL. @ CONSTRUCT RIPRAP, SEE SHEET 22 FOR DETAIL @ CONSTRUCT 3" PVC SCHEDULE 80 PER PUMP DETAIL ON SHEET 28. @ CONSTRUCT 21'X21" GABION PER DETAIL ON SHEET 22. 72" C.M.P. / ' 'o..,(p'~ ~,-~ ( \ ../ 72• C.M.P. 1 4 __:J 3e Ml¼ P.V.C. LINER. ALL JOINTS TO BE SEALED WITH 12' MINIMUM OVERLAY. SEAi/ALL PENETRATIONS NOTE~: '.'\I :,.i ~LACE GRATE BARS PARAULEL TO FLOW 2. GRATE AND FRAME SHAl.l BE GALVANIZED • :z a, ,. 1-r 6' PERFORATED SUBDRAIN ------------'66' N.T.S. \:51 mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.J fsHml CITY OF CARLSBAD ~ 1----+----+----------------+---+----+----t------t ~ ENGINEERING DEPARTMENT l__::_J ;::G==RAD==::::::IN::::G'.,.::::P==LANS===::::=FO::::::::R=: =========~=== BOT OF MED 1 71 P OF ALTER COURSE BOT OF FILTER COURS P OF ROCK Prepared Under The Supervision Of : RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA BOT OF ROCK er * R.c.E. NO. Exp. 12-31 BIOFIL TRATl<:r~ BASIN (TYP.)@ C/V I ate :os/02/22 RCE NO. 56155 DA TIE INITIAL ENGINEER OF WORK REVISION DESCRIPTION GR 2021-0045 STORM DRAIN DETAIL APPROVED: ENGINEERING MANAGER DATIE INITIAL DATE INITIAL I RVWD BY: 1-0-lH-ER-AP~P-RO_V_Al.--t-C-ITY-A~PP_R_O_VAl.----1 CHKD BY: JASON S. GELDERT RCE 63912 EXP. 9/30/22 DATIE PROJECT NO. DRAWING NO. 534-9A MS 2021-0003 Lall Updal-=1/28/22 O:\J10D--31181\311l\31111P-2111BD ~Ldiltl ~ :;; ; f'1 11 ~ SITE SPECIFIC DATA* PROJECT NUMB[R 12954 PROJECT NAM[ RACEWAY INDUSTRIAL PROJECT LOCA T/ON SAN 0/[GO, CA STRUCTUR[ ID URBANPOND R[QUIR[D STORAG[ VOLUME (CF) 71,250 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE I 364.96 HOP[ /8" INLET PIPE 2 362.50 HOPE 36' INLET PIPE 3 362.50 HOPE 24" INLET PIPE 4 365.00 HOPE 12" OUTLET PIPE I 358.00 HOPE 30" VAULT C[ILING ELEVATION 368.00 TOP OF VAULT ELEVATION 368.58 TOP OF LINKUPS ELEVATION 369. 16 FINISHED GRADE ELEVATION 375.13 TO 376.06 SURFACE LOADING R[QU/R[MENT HS20 FRAME AND COVER ¢30" CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVATION NA NOTES: CONCEPT ONLY. NOT FOR CONSTRUCTION. URBANPOND MODULES CONSIST OF 5' INSIDE H[IGHT TOP AND 5' INSIDE HEIGHT BOTTOM. *PER ENG/NffR OF RECORD URBAN POND MODULES TYPE H[IGHT COUNT 8'X/6' INT. TOP 5'-o" 21 8'!116' INT. BASE 5'-0" 21 8'X8' PERIM. TOP s'-o" 7 8'!18' PERIM. BASE s'-o" 7 8'X/6' PERIM. TOP s'-o" 18 8'XJ6' PERIM. BASE 5'-0" 78 9'!17 7' LINKUP SLAB 7" 19 B'X/6' BASE SLAB 7" 19 8'x24' OUTLET TOP 4'-o" 1 8'x24' OUTLET BASE 6'-o" 1 SIDEWALLS LENGTH (FT) H[IGHT (FT) COUNT 8'-7" I I '-2" 4 TOTAL STORAGE CAPACITY 71,769 WATER VOLUME AT 9' WATER D[PTH = 64,779 CF H[AV/[ST P/EC[: 9'!117' LINKUP SLAB = 9.09 TONS 1:200 SCALE URBANPOND ACCESSORIES UNITS G[OTEXTILE FABRIC 15' X 300' ROUS JOINT TAPE 50' ROLLS sum RUBB[R SEALANT 116' BOXES GRADE ADJUSTMENT RISERS 3• 12" 0 6 30 nns PRODUCT MAY BE PROTEC7[[) Br ONE OR MORE OF TH£ FOl.lOWINC US PATEN'fS: D795,J85; 0828.902: 0828,903; 10, 151.083: 10,151,096. REJ.ATED FORDCN PATENTS OR OTHER PATENTS PEN1JJNC. ¢ 12' INLET PIPE 4 /NV= 365.00 T 10' INS/D[ H[IGHT URBANPOND MODULES /NV= 358.00 B'x/6' INTERNIOR--7--...Jl=::::::= MODULE WITH TWO SUPPORT LEGS 8'xl6' PERIMETER----;:!;:-----111-) MODULE WITH 2 ~ INTERIOR SUPPORT E. LEGS & I EXTERIOR n WALL ~ § "' ~ 9'xl7' LINKUP SLAB-......__ ~ PLACED ON TOP OF ~ ADJACENT MODULES <!s B'x/6' BASE SLAB-d PLACED ON SUB-GRADE :;; JO"¢ MANHOLE ACCESS (TYP.) WITH RISERS TO GRADE COUNT 4 • "ll'."' ·' ~ CPS U 3.7 X 30 PLACED AROUND fACH OR/RCE ¢36" INLET PIPE 2 /NV= 362,50 • B'x24' OUTLET MODULE WfTH TWO ¢1.25" OR/RCES TO CONVEY LOW FLOWS AND 28.5' TOTAL WEIR LENGTH FOR BYPASS 9' ABOVE FLOOR. Sff DETAIL ON SEPARATE PAGE. H-"~---+---¢30 OUTLET PIPE I /NV= 358.00 ="'_-:_~1r---+---B'x8' PERIMETER MODULE WITH 2 INTERIOR SUPPORT LEGS & I EXTERIOR WALL ¢24" INLET PIPE 3 /NV= 362.50 22 9 ¢/8" INLET PIPE 1 /NV= 364.96 i------81'-~• INCL. 1/4" GAP BETWffN MODULES (TYP.}-----1 PROPRIETARY AND CONFIDENTIAL: THE INFORMATION CONTAINEf) IN THIS lJOO.J/J£Nf 15 M Sot.£ PROPERTY OF FORTERRA MD ITS COMPANIES. THIS DOCUMENT, NOR AN'/ PMT THEREOF, U1Y BE usm, R£PRODIJC£[) OR MODIFJ£D IN Afff MANNER wrrH Oifr TH£ WRffTEN CONSENr OF FORTEJH?A. PLAN VIEW Bio .Clean AFanernCompony URBANPOND PRE CAST CONCRETE STORM WATER DETENTION PLAN VIEW RN/SHED SURFACE AN~7 COMPACTED SUB-BASE \ -EXTERIOR WALL PANEL {Sff PLAN VIEW FOR LOCATIONS) PERIMETER MODULES TWO- PIECE CONSTRUCT/ON -INTERIOR MODULES TWO PIECE CONSTRUCT/ON ~LINKUP SLAB 30"¢ MANHOLE ACCESS (TYP.)- WITH RISERS TO GRADE ~GEOTEXT/LE FABRIC WRAPPED MIN. I '-6" OVER TOP --------------------------===--. --_-_ --------------_-_ ---------------------------_-_ -----_. --------------~ ------------------------------·•-=-...--. -----------=-=-=-=-=-=-=-=-=-=-=-=-=-=-1 ~-------~ =-= =-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=--=-=-=-=-=-=-=--=-=-=-=-=-=-=----=-=-=-=-=-=----------. ------~ =-=-=-=-=-=-=-=-=-=-=-=-=-=-=---_-_-~-------~ ~=-=; = = = = = = = = = = = COMPACTED- BACKRLL INSTALLATION NOTES 'i' ----------------------- -GEOTEXTILE FABRIC FOR DETENTION SYSTEM /. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS ANO INCIDENTALS REQUIRED TO OFFLOAD 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 BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE. SOIL COMPACTION REQUIREMENTS PER GEOTECHNICAL ENG/NffR . CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIF/CA T/ONS. 3. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 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 UNLESS OTHERWISE NOTED. 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 RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES ANO COVERS TO MATCH RN/SHED SURFACE UNLESS SPECIFIED OTHERWISE. 5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM C897-90, INSTALLATION OF UNDERGROUND ?RECAST UTILITY STRUCTURES. PROJECT PLAN ANO SPECIFICATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF URBAN.POND MODULES. THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE URBANPONO MODULES IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO PLACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM. 7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN BETWEEN AN INNER AND OUTER LA YER OF GEOTEXT!LE FABRIC TO PREVENT PUNCTURES. 8. WHEN A MEMBRANE LINER IS REOUIRED, PIPES SHALL BE ATTACHED TO THE LINER USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER. 9. DES/GNA TED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL EXTERIOR VIEW -----'-~-INTERIOR VIEW -BASE SLAB DIRECTLY UNDER LINKUP SLAB GROUT TD 8[ PLACED y UNDER ANY UNEVEN MODULES STEPPED OR SERRATED AND APPLICABLE OSHA REQUIREMENTS ELEVATION VIEW LIFTERS ARE £QUALL Y ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER'S LIFTING PROCEDURES. USE RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS. 10. BIO CL[AN RECOMMENDS BEGINNING INSTALLA T/ON WITH THE OUTLET MODULE. 11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSS/BL[. AND GAPS SHALL NOT BE GRfATER THAN 1/4''. 12. PLACE BASE SLABS DIRECTLY UNDER LOCATIONS FEATURING LINKUP SLABS. INSTALL LINKUP SLABS ONLY AFTER ALL 4 SUPPORTING MODULES ARE IN PLACE. INSTALL UNKUPSLABS AS PROJECT PROGRESSES TO ENSURE BEST Re 13. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6" JOINT WRAP (ON SIDES AND TOP). 14. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN WEW DRAWING. SECURE PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM. 15. THE FILL PLACED AROUND THE URBAN.PONO MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE RLL BEHIND ONE SIDE BE MORE THAN I '-D" HIGHER THAN THE RLL ON THE OPPOSITE SIDE. BACKFILL SHALL BE COMPACTED AND/OR WBRATED TO ENSURE THAT BACKFILL MATERIAL IS WELL SEA TEO AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AR[A 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 CAN BE NA TIV[ MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL IS SUSCEPI/BLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL [NGINffR AND PROVIDE PROTECTION AS REQUIRED. 16. AT NO TIME SHALL MACHINERY OR VEHICLES GRfATER 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 ULT/MA TE 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, HANO COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCEED THE ALLOTTED DESIGN LOADING. 11. A PRE-CONSTRUCT/ON MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. GENERAL NOTES I. MANUFACTURER TO PROWD[ ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIRCATIONS ANO CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 3. ANY VAR/A TION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENG/NffR. ~ ':!,~'::':C":!.t=: PROPRIETARY AND CONFIDENTIAL: • A ci URBANPOND ~ PAITTITS, Dl9S,J85; 082•902' 111£ WFORMAT/0/I CO/fWl/£D IN ms DIJCUIJEIIT IS 111£ SO/£ BIO ~=·, ea n PRE CAST CONCRETE STORMWA TER DETENTION ,~ D828,90J; 10,151,083; 10,151,096. PROPERTY OF FOFffERRA AND ITS COMPANIES. ™5 DOCUUENT, ~ ~,._1:_Bo_s_CA_L_E _________________ _,,._R£_"_re_o_"/!:""_,,,,,_rs_e_:C __ D11_o_T11£R _ _._-_'"_;;:;_~_1_':"_~_:!_oo_':'_~_BE_.,._"'fi_iN_R£_~_-_DF_~_-_"'___. _________ A---'Foo-'1ol-'-n-'•-'Coi-'-m-',po-'-ny-'----'-----G-E_N_E_R_A_L_E_L_E_V,_;l\_T._I_O_N_D_E_T,_A_I_L_S ____ _. BIO CLEAN FULL CAPTURE FILTER WITH TROUGH SYSTEM URBAN POND MODULES DETAIL @ FOR USE IN CURB INLETS WITH WINGS FILTER B4SKET STAINLESS STFEL DRM PIN WEIR >~ /!fe'' •" •" ~,-:,,, FIGURE /: DETAIL OF PARTS TROUGH TROUGH POSITIONS FILTER BASKET DIRECTLY UNDER MANHOi.£ OPENING FOR EASY ACCESS FfBERGlASS DfVE!ffER ro CHANNEL ALL WATER FROM WING TO 'fl?OUGH FlBERGlASS DIVEf?"fER TO CHANNEL Ali WA TfR FIWM WING TO TROUGH FIGURE 4: DETAIL OF PROFILE DRAWING: BIO CLEAN CURB INLEJ RLTER DETAILS TREATMENT Fl.OW RA"ff: 2.85 els WARRANTY: 8 )'[AR MANUFACTURERS 810 CLEAN ffMRONMfNTAl SffMC£S, INC. 398 ~ fl CENTRO, OCEANSIDE C4 92058 PHONE-760-433-7640 FAX.· 760-4JJ-J176 {!,4rf; 10/12/2017 Sc.41.f; l{1S l!IWITTI; M.C.P. UNITS , INCHES FIGURE 3: DETAIL OF MOUNTING MEETS FULL CAPTURE REQUIREMENTS MODEL /: 810-CURB-RJll PROJECT: R£V1SIONS: DATF: RfVISIOIIS: DATF: R£VJSIONS: (!,41£, llfVISIOIIS: DATF: ., RGURE 2: DETAIL OF CONFIGURATION NO"fES: I. rROUGH SYSTEM PROVIDES FOR ENTIRE COVERAGE OF INLET OPENING so TO DWERT ,dJj_ now TO ALTER. 2. TROUGH SYSTD.I I.WIUFAC'fURED FROM MARINE GRADE FfBERGI..ASS, GEL CQ4lED FDR W PROTECTION. J. SYST£M ATTACHED TO THE CATCH 84S/N WITH NON-CORROSIVE HARDWARE 4. FILTER MANUFACTURED OF roox STAINLESS STEEL. 5. FILTER MADE OF NON-CLOCGIN SCREEN WJTH 4.7 MM OPENINGS AND MEETS FULL CAPnJRE REQUIREMFNTS. 6. FILTER CAN BE FITTED WITH HYDROCARBON ABSORBENT BOOM 7. FILTER IS LOCATED DIRtCTl Y UNDER THE MANHOLE FOR EASY REMOVAL AND MAJNTFNANCE 8. LENGTH OF 1J?OUGH CAN VARY FROM 2' TO 30' 9. OTHER STANDARD AND CUSTOM MODEL SIZES A VA/lABiE - CONTACT BIO CLEAN FDR MORE INFORMATION. 10. CONS/[J[RS A SAFETY FACTOR OF 2.0 11. BYPASS IS FAC/LfTAlED 114 OVERA.OW OF THE TROUGH SYSTEM /iNO IS £()I.JAL TO THE CAPAC/I'( OF Tl-IE CURB OPENING 12. STORAGE CAPACfTY BASED ON THE B4SKET HALF FULL 13. ADDfTIONAL TRE,4n.f00 AND STORAGE CAPACITY CAN Bf ACH/EV[f) BY tmUZ/NG MUlT!Pl[ Rl'fm BASKETS. Bio6Clean A Forterra Company PAGE J CURB INLET FIL TEA DETAIL T 2 :::J 2 1-i z 1-i 2 " (\J .-i 1 18" PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WA fER WA YS CLEAN MAINTAIN WITH CARE -NO .MODIFICATIONS WITHOUT AGENCY APPROVAL BY 12" LANDSCAPE ORIENTATION ONLY, CONSTRUCTED OF DURABLE MATERIALS, PERMANENTLY MOUNTED IN VISIBLE LOCATIONS FOR lWO THE BIOFILTRATIONS (BF-1) AND ONE MODULAR WErlAND (BF-3). PERMANENT BMP SIGNAGE@ er * R.c.E. NO, Exp. 12-31 C/V I mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417,J Prepared Under The Supervision Of : ate :os/02/22 RCE NO. 56155 fsHml CITY OF CARLSBAD ~ 1----+-----+-----------------+--->----+----+-----1 ~ ENGINEERING DEPARTMENT l__::_J :==:::'.....::===========::...:==~ GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA 1----+------<------------------+----+---t---1-----1 ~G=R===20=2=1=-=0=0=45==S=TO=RM==D=RAIN==D=E=T=AIL========: DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION APPROVED: JASON S. GELDERT ENGINEERING MANAGER DAlE INITIAL DAlE INITIAL I RVWD BY: f-0-TH-ER-AP~P-R-OV-AL-t-C-ITY--AP~P_R_O_VAL---1 CHKD BY: RCE 63912 EXP. 9/30/22 DAlE PROJECT NO, MS 2021-0003 DRAWING NO. 534-9A PLANPROFILEl'1 1:50 SCALE I • ~ T , -------------------------------' ' ' • ' C, ' I ' ... ' ' ' ,~, I -------------------------------' ' ' ' ' ' ' ' • C, -' -' ' ' ·8· ·8· ·8· ' ' ' ·t ' ' ' ' ·' ' ' C, ' ' -' ' ' ' ' ' ' ' • C, ' ' • I ' • l ~~ ' ' ' ·~ ' /, OI.ITFI.OW : ' ...__ ... ' \~ 40•, ; ' ·' ' + ' ,\ 30• HOPE , ' "' <1' -_f.LJS§._og_ -------------------------: . ------ ----- - - - - - - - -• ~ I 10·-~· 13'-2}" __j,o·,-..1 :~---------24'-o"-----------: ~ai---ELEVATION VIEW A I "1EW C I P, I I I I P, I -' -, e --, ' . - - - - - - - - - - - - - ---- - - - - - - - - -----------------------------------n~ I ~1 'V/ -t.o 1-------------:~;·-------------voL --------------25'-8"--------------~ TOP VIEW (FRAME & COVER I GRADE ADJUSTMENT NOT SHOWN) nHS PRODVCT A«Y BE PROTECrED B'f ONE OR MORE OF rHE FOLJ.OWING US PATENTS: 079!!,385: D828,902; D828,90J: f0,151,083; 10,151,096. REUTE[) FOREIGN PATENTS OR OTHER PATEN7S PENDfNG. PROPRIETARY ANO CONFIDENTIAL: THE JNFORUA170N CONTJ..INED IN THJS DOCUMENT JS rH£ SOl£ PROPERrr' OF FOl?lfRRA AND ffS CIJMPANfES. THIS OOC/JMENT. NOR ANY PN!T mEREOF, MAY BE /JS£]), R£PROD/JC£D OR UODJFl£D IN ,WY MANNER WW1 0tJT 1Ht WfrlrTfN CONSENT OF FOl?TERRA. (4) INTERIOR W£/R OPENINGS ® ' ' '. ------f.1-_ ~Qf)_ -_' • "i' -CPS U J.1 X JO WITH LIDS FOR COVERS AROUND EACH ORIFICE STffL ORIFICE PLATES WITH ¢1.25" ORIFICE EA. ELEVATION VIEW C (2) INTERIOR WEIR OPENINGS ~----1-~---'-==-_,_.1._ ___ , ' ':::, 1. I L ,-...+---------+-----I ELEVATION VIEW D • C, ·' -10" TYP. I• TYP. ~ • C, -0 ORIFICE PLATES 3/8" THICK 316 STAINLESS STEEL 1:12SCALE URBANPOND ¢0.625" OR 5/8" HOLE, 4 TOTAL ¢1.25" HOLE PRECAST CONCRETE STORM WATER DETENTION OUTLET VAULT AFortenaCompany ~~-------------------~-------~------------~------------~~~---------------------~ ' ' r---' ' .... ---7 :cp ' C[P6 = =,. ' ' ' ' ' ' ' ' <.J ' 1::-tt-) ell-) ' I -~--~-' ' ' ' ' ' I I I •-. • <o "' ·' I -I j • " I ' )' .,., • L • " '~~/ \J~/ _l . -. ~~-~~ ---+ ~ I ¾" CHAMFER (TYP) 1'-9" ,.:u,. ,.:u,. \ ' ' I 7 - --' ' ~ ' ' ' ' ' ' • ' ' ' ' ~ ' ' -' ' _, ' ' i ' ' I ' ' ' ' 7...L ---,--,_ ' ' J ' ' ' ' ' ' .., ' ' ' ' • --' 1-----1 '-0" 1'-0"-' ,--~ ' ' -' ' I ' ' ... ' ' _J -' ' ~ - -I ' ' \ ":,p,'! ,;;-'--":,,. ,;;-'--":,,. " • ''/.Y,' ' ' <., • • ' ' ~ "" "' I ....... ----B'-o"-------a e--------8'-7"-----... ' ' ·' ·' ' ' .,., "" ' ' ELEVATION VIEW A ' ' ' ' ' ~-It-) ell-) ' -~--~-' ' '"i • ' " ' cfuF = = " ' ' "' ,c:p ' ' ' ·' "11,.__ ___ _j ' ' ' -' -----VIEW B e 7" 1'-0 4'-J" 1'-9" ~·-o" ~ 8'-7" TOP VIEW ac 'LJ THIS PROO/JCT UAY BF PROm:mJ 8Y ~ ONE OR MORE OF THE FOLLOW/NC US i PA7'f]{TS1 0795,385,• 0828,902: THE INFORMATION CONrAJNED IN THIS DOCUMENT IS THE SO!.E ~ 0828,903; 10,f51,08J,• 10,15/,096. PROPfRJY OF FOR'fERRA ANO ffS COMPANIES. THIS DOCUMENT, REL4r£D FOR£JGN PAITTITS OR OTHER NOR mt PART THfREOF, U'IY 8£ USED, REPRODUCED OR MO[)IFl[[J PROPRIETARY AND CONFIDENTIAL: ELEVATION VIEW B Bio.Clean ELEVATION VIEWC URBANPOND PRE CAST CONCRETE STORMWA TER DETENTION DOUBLE MODULE -PERIMETER ..., 1:40 SCALE PATENTS PEN/JING. 1H ANY UANNER WllH OIJT THE WRllTEN c:oNSENT 0r FDR!ERRA AFortenaCampany "·~-------------------~-------~------------~------------~~~---------------------~ TOP MOUNT PLATE URBAN POND MODULES DETAIL@ ~-MOUNT---+~~""--~~------.-1 ,,_....,.--ANGLE 2" FLANGE 4" BYPASS -'7--coNCRETE---r ~----------~ GRATE L - - - - -J_-+-~ PLAN VIEW (GRATE NOT SHOWN) HIGH FLOW BYPASS 7'V"V'"V'SD'"<7"V'<Q, FLOATING HYDROCARBON BOOM 1'~----~,,-, '"U'<'.7"'7"'>:7""'7"7"""7"'0 'CJ 1'c;'W~"V"7"V''<::?"1?'"'7 • '"U'V"<7'"'U'"x:7"'<79J'v7 'CJ ""="V'"V''SD'«l7''x7'V"'7. INLET 1;~:~~~~~:::~=~:::~=J~~:;;:~~:1._~:~~~~:1:---BOOM RAILS ; ~="l:""'V"="'U'"V'SU"'«";'"'U'"V'-="Vsu"U'97 ,;,.., NON-CLOGGING SCREEN ; ;7='V-="V'"V"V'=-"'V'="'V""'7"V'"Z7="'7 r MEETS FUU CAPTURE .' ef....,.Y"~Z" "V"V' "'O'"x? <v "V'-v "Q'..,,.="17,:: "'. REQUIREMENTS OUTFLOW FLOW DIAGRAM BOTTOM SCREEN MEETS FULL CAPTURE REQUIREMENTS INSTALLATION NOTES: 1. ALL HARDWARE, FLANGE, FRAME, SCREENS SHALL BE STAINLESS STEEL. 2. HYDROCARBON BOOM SHALL B[ 2" DIAMETER AND CONNECTED, MECHANICALLY TO THE FILTER FRAME WITH RAILS ALLOWING IT TO FLOAT ON THE WATER SURFACE REGARDLESS OF HEIGHc 3. Sff PERFORMANCE REPORTS IN MANUFACTURES SPECIF/CATIONS. 4. OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE -CONTACT BIO CLEAN FOR MORE INFORMATION. 5. BASED ON 31% OPEN AREA. 6. CONSIDERS A SAFETY FACTOR OF 2.0. 1. CONSIDERS A LOCAL DEPRESSION POND/ING DEPTH OF 6 INCHES .. 8. STORAGE CAPACITY BASED ON THE BASKET HALF FULL. 9. CONCRETE STRUCTURES SOLD SEPARATELY. 1:15 SCALE ELEVATION VIEW MODEL# 810-GRATE-KMF 12-12-12 810-GRATE-KMF 18-18-12 810-GRATE-KMF 26-26-12 810-GRATE-KMF 24-40-12 810-GRATE-KMF 810-GRATE-KMF 24-40-24 36-36-24 TREATMENT FLOW RAT£ (CFS) 0.91 1.86 2.18 6.11 9.49 13.53 17.14 BYPASS FLOW (CFS) 1.55 3.68 4.83 6.59 4.83 6.59 7.60 SOLIDS STORAGE CAPACITY (CF) 0.14 0.35 0.60 1.04 I.BO 3.12 4.45 i,i PROPRIETARY AND CONRDENTIAL: • Aci GRATE INLET FILTER ij 111£ WFORUA7ION --,, Tl/IS OOCl//,/8/T ,s 111£ 5{)/.£ Bio v:., ea n FULL CAPTURE ~ PROPERrt OF FDmf7?R.'. AND 175 COUPANJES. THIS DOCUMENT. ~ ~ NOR ,WY PART THEREOF, Jv!Y BF USED, REPRODllCED OR UOOIFl£l) ST,' A ND' A RD DET,' A IL .,,.__IN_mt_MANNER __ .,,,,_our_fllf_"'_'TTEN __ CONS_r,,r_or_ro_,_'"_""'_· _,_ ________ A=Fol.c..c•cc.•cc.•.c.c.n,=paccny,_., ___ ,-, __ ,-, ____ ,-, __ __, GRATE INLET FIL TEA DETAIL @ FENCE WHERE APPLICABLE (BF-1) COMPACTED SIDE SLOPE 3: 1 t.1AX. ROCKS 4•-t.41N. ROCKS 5•-t.1AX. 3" GRID GABION BASKET WITH 4 GAUGE WIRE NETTING LINER FROM BIORETENTION ALONG GABION LOCATIONS 21· 6.5" PIPE 6.5" I.D. 6·5DECORATIVE ROCK PER LANDSCAPE PLANS ,. 8' SLOTTED PIPE INV= TOP OF MULCH • -"' TOP OF MULCH BIO RETENTION BASIN SLOPE ,..... ___ 45"-----a OCK GABION SECTION (TYP.) N.T.S. OVERFLOW CLEANOl/T RISER 8" HDPE PIPE TO GABION -~ . • ' ·~ .. • ' . "" • -I"-.... -~--· •• . • .. vL '--24• HOPE'\_ • . . .. • • • ~ • • • • ,. • • • .. c, • . ---1' BAFFLE WALL 8" HDPE PIPE TO GABION .. . . • . , . .... ·: BAFFLE WALL • co . .. . .... • HEADWALL . . . • .. 12" DIAMETER NON-GROUTED RIPRAP MIN. 24" THICK • ..,. "' 6.0' MIN. _R_IP_R_A_P_D_E_T_A_IL_----1@ N.T.S . _H_E_A_D_W_A_L_L_W_IT_H_S_P_R_E_A_D_E_R_P_IP_E_M_O_D_IF_IC_A_T_I_O_N_@ N.T.S. er * R.c.E. NO. Exp. 12-31 C/V I mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.1 Prepared Under The Supervision Of : ate :os/02/22 RCE NO. 56155 fsHml CITY OF CARLSBAD ~ 1----+-----+-----------------+---1-----+----+----1 ~ ENGINEERING DEPARTMENT L__::_J :==:::'.....::===========::...:==~ GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA 1----+------<------------------+----+---t----t----1 ~G=R===20=2=1=-=0=0=45==S=TO=RM==D=RAIN==D=E=T=AIL========: DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION APPROVED: JASON S. GELDERT ENGINEERING MANAGER DAlE INITIAL DAlE INITIAL I RVWD BY: f-0-TH-ER-AP~P-R-OV-AL-t--C-ITY--AP~P_R_O_VAL--I CHKD BY: RCE 63912 EXP. 9/30/22 DAlE PROJECT NO. MS 2021-0003 DRAWING NO. 534-9A I L.------- VIEW B -----2'-0" 1'-11" 2'-1" --4'-o"--2'-1" 1'-11" 2'-0" - c-----------16'-o"----------' TOP VIEW (FRAME & COVER I GRADE ADJUSTMENT NOT SHOWN) j . r . ,7 ,_l A• ~ -JO 'r' -- ., ✓ • -' M --r I/ ---i' CHAMFER-'-'-----I-. (TYP) I -1" -2'-8" I- l,__ ______ ,5•-0·------___,I I I ELEVATION VIEW A ELEVATION VIEW B • " • I ., I - ---.c:, 1----- ------ 'I ->" -,, • C, _, i ' VIEW B I I I --'---2-"--~--------cb--------------------------d,--------~ • t ., • I "' • • ., <o • I I "' -;_ I • "i' -I --------~---~--------------------~---~--------,:p c:p ;1 --2'-0" 1'-11" 2'-1" --4'-o"----2'-1" 1'-11" 2'-0" - c-----------16'-o"----------i TOP VIEW j ' ,_l ~'l'.J;,. ' JCJ.~ ,.,, '~' ---------· ---------------------------·---------• I • _'i' M --r I ---i° CHAMFER-'-c--~ (7YP) ~ ... I -1" -2'-8" - 11----------16'-o"------~1 I I ELEVATION VIEW A ELEVATION VIEW B i ':7,~~:.e,:,=::: PROPRIUARY AND CONFIOENTIAL: 8 . A ci URBANPOND ¥l PATENTS, Dl9,.JB,, D82.(J{),, THE WFDRUATION --,, -D<JCUMfNT ,, 1)1£ SDI.£ 10 v:., ea n PRECAST CONCRETE STORM WATER DETENTION ~ D828,90J; 10, 151,083; 10, 15/,0{18_ PROPERTY OF FOlll£FiRA AND ITS COUPANIES. THIS DOCUMEfff, ~ ~ 1.50 SCALE REUTED "ff,ff,i/':J:!f/,/R D1l!Ell ":,J'(;;':/1:k,,rHER.f(/('o/ft,,'/f#,f'/i/'~~ DOUBLE MODULE -PERIMETER 1 '::,=~:.';:/_t'!;,,'f/l;:% PROPRIUARYAND CONFIDENTIAL 8 . A ci URBANPOND ~ O:,~":o'f ,~J;;'JJ,, "/i,~-,'f,~,._ :,:,i;,,~w;.,,co::,,~ '!:s "!:.,,.oo:,'f"' r:!s ~ 10 \'=11 ea n PRECAST CONCRETE STORMWA TER DETENTION ~._1:_so_sCA_LE __________________ .._R_™_mJ_F'f:"_TEN_';_"_;',%'_"'_0R_o_THER _ _,_NOR_IN_~_'_J:_~_THER_-_'"_·wr_"'_',,,,_BE_:,r;,,,_0·_"g_~_"'_o __ , OR ... RJRTER ... MOO/FIEJJ ... "'.;_.J._ ________ _;A::;l'oi=la=•:.:•.::Com=pa=li)':1.,__J, ____ ;;,D ... O....,;U ... B ...... L ... E ... M.;,...O....,;;D;...:U ... L:.;E;_-... P ... E:...;R ... I M:..;_ ... E ... r. ... E ... R ...... ___ ..J ~._ ____________________ _._ ________ _,_ _____________ .J... ________ _;A::;~::"'::""=••,::C:0.:m:l:,po:11)':L._J, _____ ;__=_:_,,;_:,-=.._:_:=___;_::,;_;_:_:..;__:_:_::_:_:__ ___ ..J CONNECTOR PIPE SCREEN (CPS) U3.7 SCI EEN HEl',HT YPASS LID ERFORA TED SS FOLDED AT EDGES FOR MOUNTING (TYP) I ,,,,--CONCRETE ANCHOR V FOR MOUNTING '-i;i '": ~ ROUNDED SCREEN~ STIFFENER SUPPORT BENDS FLAT SCREEN I CPS U WITH J.7 FT SCREEN LENGTH CPS HEIGHT (IN) SCREEN FLOW (CFS) 12 5.26 18 9.66 o, ,, JO 20.80 JV LI.J::J NOTE BYPASS FLOW RA TES VARY WITH VAULT DEPTH AND BYPASS HEIGHT. CONTACT BIO CLEAN FOR ADDITIONAL INFORMATION. GENERAL NOTES /. BIO CLEAN TO PROWO[ ALL MATERIALS UNLESS OTHERWISE NOTEO. 2. ALL OIMENSIONS, ELEVAnONS, SPEC/RCATIONS, AND CAPACITIES AR[ SUBJECT TO CHANGE. J, THIS CPS UNIT IS DESIGNED FOR TREATMENT FLOWS THROUGH THE SCREEN FLOWS GREATER THAN 71-/E TREATMENT FLOW RATE WILL BYPASS OVER THE SCREEN. 4. A BYPASS LID IS REQUIRED WHEN THE 0/JTLET PIPE IS DIRECT! Y BELOW THE CURB OPENING. 5. CPS IS COMPRISED Of 304 STAINLESS STEEL. THICKNESS IS 16 GAUGE. SCREEN PERFORATIONS ARES Mill/METERS IN 0/AMETER. THE SCREEN AREA IS 51% OPEN SPACE. ISO VIEW -U SHAPE CENTRAL PANEL < - I I l TOT1~L SCREEN L[NGTl-1 ~, J. 7' SPAN LENGTi-i = 20" COMPATIBLE 1MTf-i PiPES UP TO ¢i5" I '------20"-----' '-----23.4"---~ TOP SECTION VIEW -U SHAPE INSTALLATION NOTES /. CONTRACTOR TO PROV/OE All LABOR, EQUIPMENT, MATERIALS, ANO INCIDENTALS REQUIRED TO INSTALL 71-1£ CPS UNIT AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND TH[ MANUFACTURER'S SPEC/flCAnONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. POSlnDN TH[ CPS SO IT IS EVENLY SPACED AROUND TH[ CONNECTOR PIP[, ENSURING A MIN. Of 4' SPACING AWAY FROM ANY CORNERS. SCREEN BOTTOM SHALL BE FLUSH WITH TH[ CATCH BASIN FLOOR, OR WITH GAPS NO GREATER THAN 5 MM. J_ If A BYPASS LJD IS REQUIRED, VERIFY THE BYPASS HEIG/fT NEEDED AND MARK THAT LOCATION ON TH[ WALL DIRECTLY ABOVE THE BAS[ UPRIGHTS, LIFT TH[ LID IN PLACE AND MARK THE HOLE LOCAnONS FOR THE LID MOUNTING BRACKETS. SECURE TH[ LID WITH STAINLESS STEEL NUTS. WAR~N/Y: 1 ~R MANUFACTURER'S MEETS FUil CAPTURE REOU/REMENTS Bio6Clean BIO CLEAN ENVIRONMENTAL SERVICES, INC 398 WA [L CENrRO, OCEANSIDE CA 92058 PHONE: 760-433-7640 DATE: 1/17/2020 I SC</.f; NTS DRAFTER: G.Af.S. I UNITS = INGHES REVfS/ONS: OATE: RruS/ON& OATF: RNS/ONS, [),47£ RruS/ON& [),47£ A Forterra Company _C_O_N_N_E_C_T_O_R_P_IP_E_S_C_R_E_E_N_D_E_T_A_IL___,@ URBAN POND MODULES DETAIL@ >- 'lo 8" X I #5 BARS 0 I 6" 0,C. E.W. 8" i • • • • j -• ~ / CONCRill SHALl BE 560-C-4000 ---- / j ~~ f5 BAAS 0 ~ 8" O.C. Hall. ~f ----~ #4 BAAS 0 * • • • j • "' \ • • i 12'° O,C, 'fmT. M/ (TIP) ~ #6 BAAS 0 If O,C. E.W, MODIFICATION TO SAN DIEGO REGIONAL STANDARD DRAWING NUMBER D-11A MODIFIED TYPE A CLEANOUT DETAIL@ mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOULEVARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.J Prepared Under The Supervision Of : REINHARD STEN EL RCE NO. 56155 1----+----1-----------l------l----l---------L-----l fsHml3 CITY OF CARLSBAD ~ ~~==:::'._'.::==EN=G=I=NE=E=:R::::I:=NG=:::::D::::E:=P:=AR::::T:=M::::E:=N::::T=='.__'L___::_J===='. 1----+----f-----------------+---+------11-------11------1 GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA 1----+----f-----------------+---+------11-------11------1 =G=R==20=2=1=-=0=0=45===S=TO=RM==DRAIN===D=E=TAIL=========c APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE /1\ DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION DAlE INITIAL DAlE INITIAL I RVWD BY: I PROJECT NO. DRAWING NO, f--O-TH_E_R_A_PLPR-O-VAL-+-::cCl-"-TY=---AP-'-P-"-R"-'Oll-"-AL=----1 L'.C~H~K~D~B--'-'Y:'----===:J c__M_S_2_0_2_1-_00_0_3 __ _J ___ 5_3_4-_9_A_J ~ VIEW B 4'-o" >------------16'-o"---------~~ 2'-0" 1'-11" 2'-1" 2'-1" 1'-11" 2'-0" TOP VIEW (FRAME & COVER I GRADE ADJUSTMENT NOT SHOWN) • <::, .1 4'-6" L ~~ I I-• _"'_'_·_·--8,'-o·--·-·_'_'_, al ELEVATION VIEW A 4'-0" 4'-0" ¾" CHAMFER (TY/') -----------16·-o·-----------i ELEVATION VIEW B "" PRO/JlfiJT • ., BE PflOIWEIJ If)' PROPRIETARY AND CONFIDENTIAL: A u R BA NPO I ON[p~~r:5,~ ~w::f us TH£ !NfORW,,llON C()NTJ,,IN£D IN THIS OOCUltfBff JS TH£ SOLE s·,o .u;»,._ Clean ND R'!;TEl!'·'°!i..!f:!.:'c'!!!i,.'.~OR"'o·~ PROPERrr OF FOli'fE/IRA AND 1,s COA/PAIIIES THIS DOCt1MENr, \~J PRE CAST CONCRETE STORMWATER DETENTION ,... 1:50 SCAL£ "'·" rvru:""'' ,.,,,c.,,,~ mu. NOR ANY PN?T THEREOF, .u,iy BE USED, REPRODUCED OR UOD/FIED .,,,__ ________________ _J_ _ __::PA:::rrms::.::::PfNDII/C:::::::· __ L.:::".:"'::.;YMANNER=:_:Wflll:::_::01JT::..:::_M_:WR1TT£N:::;::__::c=::::..'.:'.or:.'.:FOli'fE/IRA'::::::::.::.·...L ______ __!.A~FOl!!!!-teo!!!!no!!..!:!!Company!!!!!L...l.. ___ .!_D~O~U~B~LE_E_!_M~O:}_D:::_U~L~E_:-!_fNIY..!_T,E_f!:!_R!.!_f0'-!_R~ __ _J • "' I - • • • <::, "' ... .I I • I ., ... ..., • "' I - L ' ""' IS : :s'' ' VIEW B 4'-0" i---------16'-o"---------1 2'-0" 1'-11" 2'-1" 2'-1" 1·-11" 2'-0" TOP VIEW • ~ • I -e-----8'-o"-----" ELEVATION VIEW A I '--:1--' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' hSL ' ' , ' ' ' ' ' ' ' ' ' . ' ' 1----4'-o'-+ ' ' ' . ' ' ' ' ' I ,"", . '-¾' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' :u1._ ~, ' ' ' ' ' ' ' ' ' ' -:------4 '-0 " ---- ' ' ' ' ' ' ' ' ' . ,-"-, I ~i" CHAMFER (TY/') I e-----------16'-o"----------~ ELEVATION VIEW B "" PRODUCT l«Y BE PflOTWEIJ I!)' PROPRIETARY AND CONFIDENTIAL: A VRBA NPO ONE OR MORE OF THE FOUOWING us B ■ Cl ND PATfl{l'S: 0795,385; D8Z8,902; TH£ INFORMAl70N CONTNNEO IN lHIS OOCUME/ff rs TH£ SOLE: IO ea n DB2B,,oJ, 10,151,0BJ, 10,151,,,,. PROPERrr OF FORTERRA AND ns COAIPAIIIES. THIS DOCIMNT, \~ PRE CAST CONCRETE STORM WATER DETENTION ,-.. 1:50 SCAL£ REl)JE[) FOREIGN PATENTS OR OTHER NOR ANY PART rHEREOF. .u,iy BE USED, REPRODUCE[) OR i,l(}[)fFIEO .,,,__ _________________ ...1.. _ _::PA::::rrms::::.::Pflll)///::::::::':..· _--1.:..":;ANY::::_:IMIIN£R:::::::.:~::::"'_:::01JT:_111£::._:WRffT£ll=_:::===:'..'.or:.:a:::O/IIDI/IA'.'.:'.'.::....l _______ ..;A~~~--!!!le!!:rra!_!:Cam~-!!!!..' _J ___ ___.:D~O~U:,:,B~L~E~M~O'.:D~U:::L~E:..:_-!_fNf.:!,!_Ti.E_E:_t,R~/O~R~ __ _J URBAN POND MODULES DETAIL@ NYLOPLAST 24" DRAIN BASIN: (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN 0.0. l {3} VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLAN SIT AKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION IMIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE / 4" -24' FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, / / ADS/HANCOR SINGLE WALL). N-12 HP, PVC SEWER (EX: SOR 35) PVC DWV {EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) C] 1 -GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASH.: A536 GRADE 70~-05. 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM .11636 GRADE 70·50·05. 3 -DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDII\G TO PLAN DETAILS RISERS ARE NEEDED FOR BASINS OVER &4" DUE TO SHIPPING RESTRICTIONS SEE DRAWING NO. 7001· 110-065 ,:: -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORrJ TO ASTM 03212 FOR CORRUGATED HOPE (ADS N-12/HANCOR DUAL '/'/Alli, N· 12 HP & PVC SEWER (5) ADAPTER ANGLES 18'" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS. TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS SEE DRAWING NO 7001-110-111 FOR NON TRAFFIC INSTALLATION 4" MIN (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING REQ.) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTl-lER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS 111 MATERIAL AS DEFINED IN ASTM 02321 BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASnA 02321. GRATE OPTIONS I LOAD RATING PART# DRAWING# FECESTRIAN MEETS H-10 2499CGP 7001-110·216 STANDARD I MEETS H-20 2499CGS 7001-110·217 SOLID COVER I MEETS H-20 2499CGC 7001-110·218 DOME I NIA 2499CGD 7001-1 10·219 DROP INGRA TE I LIGHT DUTY 240101 7001-110.075 DRAWN BY EBC MATERIAL Nyliasf 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (7701 932·2490 www.nyloplasl•us.com DATE 04-03--06 REVISED BY NMH PROJECT NOJNAME TITLE DATE 03-14-16 24 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL 5 -ADAPTERS CAN BE JVOUI\ TED ON Al\ Y ANGLE O" TO 360'. TO DETERlvllNE t/I1\IMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110.012 THIS PRINT DISCLOSES SUBJECT MATTER IN \/o/HICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER; OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRlt,,T OR ANY INFORMATION CONTAINED HEREIN. OR MAI\UFACTURE OF ANY ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS IS FORCJIDDEN, EXCEPT IJY SPECIFIC WRITTEN r:::::-,-::::---:-+-:cc::---c-:-------+---------------l PERMISSION FROM NYLOPLAST ~,;,,:1! ~YWPL.,\SI DWG SIZE A SCALE 1 :40 SHEET 1 OF1 DWGNO. 1001.110.192 REV E 24" NYLOPLAS~r-~ANHOLE DETAIL@ mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.J Prepared Under The Supervision Of : ate :os/02/22 RCE NO. 56155 CITY OF CARLSBAD ~ t------+---+-------1----------l------1--------l-__J 4 3 ENGINEERING DEPARTMENT DAlE INITIAL ENGINEER OF WORK REVISION DESCRIPTION ~G::;:RAD;::;::;::;IN:;:G;..'.:::;P::;:LANS==::=::::::FO:::::::::R:::::: =::::::::::::::::::::::::::::::::::::::::::=::::::::::==::::'--'===::: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA GR 2021-0045 STORM DRAIN DETAIL APPROVED: ENGINEERING MANAGER DAlE INITIAL DAlE INITIAL I RVWD BY: f-0-=TH-'--E-'--R'---APJ_P.::_R::.:OV.::_AL=--i---=C::.:ITY:.:.=_A_PJ_P_::_R::.:Oll.::_AL.:::__i CHKD BY: JASON S. GELDERT RCE 63912 EXP, 9/30/22 DAlE PROJECT NO. MS 2021-0003 DRAWING NO. 534-9A >l 1:40 SCALE l1_ ~ • • ~~---~,~,"'~-------------,,-.,-----~ __ !_ 1 t 16·~----------,5·-o·-----·-----<•50 LINKUP SLAB • • "' "' ' I I 0, " ELEVATION VIEW ' ' qp qp ' ' f----=-=_ =_ =_ =-_--_--_--_-_-=_=_=_=_=_=_=_=_=_=_=_:;;;:-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_--_ _.I LINKUP SLAB TOP VIEW THIS PROlJIJCT M4Y BE PROTECTED BY ONE OR JJORE OF rH£ FOlLOWING /JS PATENTS: 10,151,083 82 & 1~ 151,096 B2. REIArElJ FOREJCN PATENTS OR OTHER PATENTS PENDING PROPRIETARY AND CONFIDENTIAL: THE INFORIM'flON CONTNNED IN THIS O<JCUIJEWT IS 'THE SOLE PROPERT'I OF FORTERRA AND llS C(}IJPANJES. THIS DOCUI.IEl(f. NOR ANY PART THEREOF. WIY BE USED, RfPRODtJC£D OR MOlJ{ff£[) IN ANY MANNER WITH OIJT THE WRlrrEN CONSENr OF FORT£RRA. LINKUP SLAB ' ' ' "' ' ' ' BASE SLAB LINKUP SLABS BEAR ON TOP EDGES OF 4 ADJACENT MODULES ' ' ' ' ' ' ' ' ' ' ' ' f,. ~ ' ' ' ' ' ' ' ' ' ' ' ' ELEVATION VIEW (QUARTER SCALE) TOP VIEW (QUARTER SCALE) LINKUP SLAB ' ' ' ~ ' ' BASE SLAB ' Bio 6 Clean URBANPOND PRE CAST CONCRETE STORMWA TER DETENTION LINKUP SLAB Al'orlemlCompany 1:40 SCALE -----,, ----------_,,----,- l_~-~---~-~ ~ ~ ~ 1 .__ ___________ ,,6·-a·-----------.j BASE SLAB ELEVATION VIEW cb cb f--------------.16'-o"------------j BASE SLAB TOP VIEW THIS PROMCT ~y BE PROTECT[{) 8Y ONE OR MORE OF THE FOLLOWING US PATENrs: D795,J85; 0828,902; 0828,BOJ: 10.151,0BJ: 10,151,096. RWJ[f) FOR£/GN PArENTS OR OTHER PAlENTS PENDING. PROPRIETARY AND CONFIDENTIAL: Tift INFORMATION CONrAINEO IN THIS DOC/JUENT IS T1IE SOLE PfWPE{ff( OF FOR"fERRA AND ffS COMPANIES. lH!S DOCUUENT. NOR ANY P,4/?1 THERE.OF. M-tY BE USED, R£PRODIJCE{) OR MODiFl£D IN #IY NANNER WllH OUT THE WRffIDI CONSENT OF FORTERRA. ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' LINKUP SLAB ' ' ' ~ ' ' ' BASE SLAB --c.,_: r'l l, f fl, '-J ,, -'7 [,] ~ C-,) C-J " r'l c_: c'J C-:J C-,) r'l '-J:? 'i]:? -'7 -- I' ' ' 1: 1: ' ' 1: ' ' ~ ~ 1: ' ' 1: i: ' ' 1: ' ' ' ' ELEVATION VIEW (QUARTER SCALE) l~ l ::ti l l::ii C-,) C-J ~ ~ . " 11 1: c_: c'J C-:J ~ . ~ ~ " " ~ ( . c_: o/ C-,) C-J ;) . " " ' ~· c'J C-:J 'i: i 'i: :? 'i:(? L BASE SLABS _( BOTTOM VIEW (QUARTER SCALE) LINKUP SLAB ' ' ' ~ ' ' BASE SLAB ' --Lr-' ' ' ' l~ l I'-, ' ' Lr' ' ' ' ' 17-, ' C-,) C-J ;-,i C-J ' ' " ' c'J C-:J ~ r-, ' ' C-J ' ' ' ' r-, ' 'i:J' 'i: Lr' ' ' ' ' 17-, ' -- Bio .Clean URBAN POND PRE CAST CONCRETE STORM WATER DETENTION BASE SLAB Ar«terroCom- URBAN POND MODULES DETAIL@ a· DVERT II" _l_ M OD U L A l<.1 MODULAR WATER QUALITY DIV ERSION WEIR SYSTEM WETLANDS S=0.010 MIN /NV PER PLAN CURB TYPE CATCH BASIN MANHOLE CO\IE R S=0.010 111/N PROFILE -CATCH BASIN MANHOi.[ COVER\ I PEAK FLOW ' ,, ' " PIPE\ (o ' / / / . , / 1/. / / 1/. /_ 7 ---; ---; -~ / ·, I ~- CURB OP[NING 5=0.010 TOP VIEW -CATCH BASIN Jt:; r"",LL,,.· JU\ r-.JlJ L~;: L TRlll.liH T□ BE CONNECTED rn c□~RETE BELOV CURB CPENING U:Slt-Ki 1/2' x 1-1/2' 316 STA!fUSS STEEL SP[KE MUSI-ROCN HEAD DRIVE ANCHORS SPACED 12' ON CETNTER 2. LISE DAP C□OCRETE \JATERTIGHT FILLER g, SEALANT T□ SEAL SEAM DEH/EEN FIBERGLASS WEIR L CO~RETE 'w'ALL □r CATCH BASIN. MIN ( ) 1ROUGH START /NV JROUGH/PIPE FLOW RATE Pff Sf1£ OIi,. (In,;~) ' sr,UIC HfAD (1,n:t,es) ' SAFm' FAcri::R ' Fl.OW R,Ur (cfll-) ·" 10" 1110[ X 8" HIGH BIAXIAL FIBERGLASS 0/VERSJON 1ROUGH = .74 CFS TROUGH ISOMETRIC VIEW DRAWINGS NOT TO SCALE H□I LL '·,~· ',.,n_t.·[i SY:E '-E }.: F·.n RT/ i;<:a □C[OLJ[, :r, ':ll'.Cf :1 TH[ .ND'Mo-JO'.J cm ~r·u J. TH_; f,,.'lf¥, I\ IH> ':II f FH H i;· 1 11- i'I :1.1 ~Ii ·~· 'l'I I \'(; II M:; HI: SW Rmmc[[\ :·1 PPRT [R ;: h ~·-L E ·~·n -;JUT -H:: '-" :mn . r'=f:'CUll DI 1-mu, '.,·C L~llJ '.i(STEn 11·1[, IS r?~l[I:1-=J. DRAVN EDITED Cl:NHENTS, PA IDJT PENDING NAHE DATE T T_[ S!Zc A SCt _E OVERT SYSTEM D,,G II[ _Cl IJi·<TS :l,ICf :: \ [[! 1 T . BIO CLEAN DVERT (CURB) @ mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.1 Prepared Under The Supervision Of : ate :os/02/22 RCE NO. 56155 fsHml CITY OF CARLSBAD ~ l---l---+----------------+-----11-----1-----l-----1 ~ ENGINEERING DEPARTMENT l_::_J ~=::::'...'.:===========~=~ GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA 1---1---+----------------+-----ll-----l-----l-----l ~G=R=2=0=2=1=-=00=45====S=TO=RM==D=RAIN==D=ET=AIL========c DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION APPROVED: JASON S. GELDERT ENGINEERING MANAGER DAlE INITIAL DAlE INITIAL I RVWD BY: f--O-=TH::.:Ec.:R:_AP.1-P.::_R::.:OV.::_AL=-i---=C::.:ITY:.:=_A_P.1-P.::_R::.:O'l.::_AL.:::__i CHKD BY: RCE 63912 EXP. 9/30/22 DAlE PROJECT NO. MS 2021-0003 DRAWING NO, 534-9A >' ~ ~ t %' 1:40 SCALE 1 '¢ SLOTTED HOLE FOR USE WITH ¾ "¢ EXPANSION ANCHORS/NUTS/WASHERS I BOLT HOLE DETAIL THIS PROlJIJCT M4Y BE PROTECTED BY ONE OR JJORE OF rH£ FOlLOWING /JS PATENTS: 10,151,083 82 & 1~ 151,096 B2. REIArElJ FOREJCN PATENTS OR OTHER PATENTS PENDING PROPRIETARY AND CONFIDENTIAL: THE INFORIM'flON CONTNNED IN THIS O<JCUIJEWT IS 'THE SOLE PROPERT'I OF FORTERRA AND llS C(}IJPANJES. THIS DOCUI.IEl(f. NOR ANY PART THEREOF. WIY BE USED, RfPRODtJC£D OR MOlJ{ff£[) IN ANY MANNER WITH OIJT THE WRlrrEN CONSENr OF FORT£RRA. --= fl n I I H u u -r; " u J ~"'"1---(4) SEE BOLT HOLE DETAIL -~ L_ _____________ __J lf--___ 8,_,. ___ __,I I I EXTERIOR VIEW l_ t-=:1 ==1 ::1 =·-="'-;.; .. ;,,.;.;::. ====·;-"'-;;: ... ;,,.;.:. :::;1::::1==1..I -BOTTOM OF FORM ~f-.-----8'-7"---~-'! TOP VIEW Bio 6 Clean Al"orlemlCompany URBANPOND PRE CAST CONCRETE STORMWA TER DETENTION DOUBLE MODULE -EXTERIOR WALL PANEL ' UFTERS FOR TIPPING UPRIGHT----... MUST USE SPREADER BEAM OR OTHER RIGGING Tl/AT EQUALIZES THE LOAD 8£TWEEN ALL LIFTERS ANO REMAINS VERTICALLY ALIGNW TO THE CONCRETE AND VERTICAL HANDLING "-.,._.. n I I l'l: ·--io:---. !'I ----- H 1l !\ IL u u . ' u u EXTERIOR WALL PANEL I I l LINKUP & BASE SLAB t$ ----7 r ---~ ~ I " . STRUTTED FRAME I I I) .. \l~ ( '-1r/ '--.}-/ \ ' ' I -r ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' LL ~ rr -I"-,-1-1 ' .~ ' ' ' ' ' ' ' ' ' "'I ' -+- I ' f \ ' \ -• 1--::-~ . ... 1::-, * SINGLE MODULE INTERIOR & PERIMETER I I • SOME MODULES MUST USE RIGGING THAT EQUALIZES THE LOAD BETWEEN All LIFTERS I '!:':'';%;!,/1}/#f/'!rfil.'f;:J,'{J, PROPRIETARY AND CONFIDENTIAL A URBAN POND ~ ,;,~r::1 ,~7ff,3tll"1£~tf:ri,. ~':rr°":"7:J.:'":$ ~ ~,_, n:s ::~, Bio \~' Cl ea n PRE CAST CONCRETE STORM WATER DETENTION i._1._·1_o_s_c_'A_LE ____________________ ....1.._-_rm_'F'_,_=_PPS_""_:Jk_."_"0_'"ER_J....""'_., __ ~--'--' :!. __ "'(k,, ____ THB1£ __ W11H ____ °' __ our __ "' __ ~ __ oc __ ~ __ sm __ .--R£P/IOD//C[{) __ CON==----°'--OR __ = __ -__ 1111A ____ . ....1. __________ A~r..!!w~,..?..::Com~-~L...J. _________ -=L::.IF:....:T....:..R:.:l..:G::..::G::.:l:.:N..:..:G::.... ________ _J URBAN POND MODULES DETAIL@ NYLOPLAST 18" DRAIN BASIN: (1 2) INTEGRATED DUCTILE IRON FRAM E & GRATE TO MATCH BASIN 0.0 MINIMUM PIPE BURIAL DEPTH PER PIPE MAN UFACTURER RECOMMENDATION (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) L (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE 4" -18" FOR CORRUGATED HOPE (ADS N-12/HANCOR DUAL WALL, ADSlHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SOR 35), PVC DWV (EX SCH 40). PVC C900/C905. CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HOPE SHOWN) [, .,,,---~ ;·· ./ (5) ADAPTER ANGLES .L@ VARIABLE 0' -360" /4,;?f/ ACCORDING TO PLANS ~~ 18" MIN WIDTH GUIDELINE -8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I. CL.ASS II, OR CL.ASS Ill MATERIAL AS DEFINED IN ASTI\/102321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321. GF!:ATE OPTIONS LOAC RATINCai P-AF!:T # CF!::A\NING# PEDESTRIAN MEETS H 10 "16'ci903P 7lJOH IJ 2·12 GTMJDAr-:D MCCT::; 11-20 11'.J'<l9COO 7001-11]-21'.! !,QLIC· CO\'ER MEETG 1120 1(3:89-CGC 1001-1 lJ 214 DC~E Ni.'I 16=:l9COO 1001-11]-215 DROP ti GP.ii TE U3HT DUTY 130101 7001-11HP4 1 -GRA TES.'S0LID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRAOC 70-50-05 2 -FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-~-05 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130VERONAAVE BUFORD, GA 30518 PHN \770) 932-2443 FAX (77D) 932-2490 -w.nyloplast-us,,;;om 3 -DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS RISERS ARE NEEDED FOR BASINS OVER 84'' DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-W5 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM 03212 FOR CORRUGATED HOPE (ADS N-12'HANCOR DUAL WALL), N-12 HP, & PVC SEWER 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE O" TO 360'. TO DETERMINE MINIMUM ANGLE BET'.VEEN ADAPTERS SEE DRAWING NO. 7001-110-012. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 l!/NJS TRANSFER, OR LICENSE THE USE OF THE DESIGN OR Nyloplaou TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NOJNAME REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN. OR MANUFACTURE OF ANY DATE 03-14-16 ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN f-----f----------+-------------1 PERMISSION FROM NYLOPLAST. =·i ~YLOFI.A'IT DWG SIZE A SCALE 1:30 SHEET 1 OF1 18 IN CRAIN BASIN QUICK SPEC INSTALLATION OETAIL DWG NO. 70D1-11D-191 REV E _18_"_C_A_T_C_H_B_A_S_I_N_D_E_T_A_I_L ___ --"@ mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417.1 Prepared Under The Supervision Of : REINHARD STEN EL RCE NO. 56155 fsHml CITY OF CARLSBAD ~ l---l---+----------------+----11----1----l----1 ~ ENGINEERING DEPARTMENT l__::_J ~=::::'..'.:===========~=~ GRADING PLANS FOR: /1\ DAlE INITIAL ENGINEER OF WORK REVISION DESCRIPTION RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA GR 2021-0045 STORM DRAIN DETAIL APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE DAlE INITIAL DAlE INITIAL I RVWD BY: I PROJECT NO. DRAWING NO. f-O-=TH.:.:E.:.::R:_A_Pc.:PR:.::O..::VAL=-+-':::.Cl.:.:TY=--AP.1.P.::.R::.:Oll.::.AL=-i L'.C:'.H'.':K~D~B.-"Y::..===:J ~-M_S_2_0_2_1-_00_0_3 __ _J ___ 5_3_4-_9_A_J SITE SPECIFIC DATA PROJECT NUMBER 72954 PROJECT NAME RACEWAY INDUSTRIAL PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BF-J TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) N/A 0.0613 TREATMENT HGL AVAILABLE (FT) J.4 PEAK BYPASS REQUIRED {CFS} -IF APPLICABLE OVERT PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE I 365.00 HOPE 8" INLET PIPE 2 N/A N/A N/A OUTLET PIPE 363.92 HOPE 8" PRETREATMENT 8/0FILTRATION DISCHARGE RIM ELEVATION 369.62 369.62 369.62 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 24" X 42" OPEN PLANTER N/A WETLANDMEDIA VOLUME (CY) 2.08 ORIFICE SIZE (DIA. INCHES) ¢ 722" NOTES: PRELIMINARY NOT FOR CONSTRUCT/ON. 6FT OF OVERT LENGTH. INSTALLATION NOTES 7. 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 MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERlmNG PROJECT ENGINEER'S RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTAll ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST 8[ FLUSH WITH INSIDE SURFACE or CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH) INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHAU BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION or ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HA VE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING 810 CLEAN FOR ACT/VA TION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. GENERAL NOTES I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, W[IGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. C/L -WETLANDI./EDIA BED PATENTED·'-'·-~--+-+.a~~ =~-],~--~ ~ . ~.,_l--~ __ : PRE-FILTER ' '-' , CARTRIDGE I-I : j""I "".~ : "" ~~i--INLET PIPE OUTLET PIPE - SEE NOTES I ~ SEE NOTES PLAN VIEW C/L 369.62 RIM/FG I I ' I ' ' ' ' ' -t --~:-1.~;.1l"G.ut..:1'1,1n ' ' FLOW CONTROL---.__ J' R=;ai ' =' RISER .,_ • 1 • (( 111 363.92 !;;'~ "I ~: /[OUT i , IE IN I B"_J L4'-o"_J LB" ~s·-o·~ ELEVATION VIEW LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A sumCl[NT VARIATION IN ELEVATION BETWEEN TH[ INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE -TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. • i PROPRIETARY AND CONFIDENTIAL: OD ULAI'. ETLANDS 1H[ IHfORIMTION CONrAINBJ IN TlifS 0/XI.Hlfllf ts rH[ SOI.£ PROPERTY OF FORTfl1//A AND 115 COMPANIES. THIS DOCUM£/ff. :-~ ": :~~ ~~~ fl" NOR ANY PART THEREOF. ~y BE USED, R£PRODIJCllJ OR MO[)/f/£D Bio t-Clean 7,61~ 8,Jtll,a,6; /E,11[!) roR£»/ PAIINTS OIi /N ANY lilANNEff WITH our TH£ WRllTEN CONSENT OF FORTERRA. rmERPArrMS!'EJIOfNG A Forlwn Com .. •- •C/L I ....__. I --•... -~. ~~'1'7 I 6"A rv. BASE LEFT END VIEW '/J r VEGETATION I/~ PLANT ESTABLISHMENT • lfEDIA I I RIGHT END VIEW TREATMENT FLOW {CFS} OPERATING HEAD (FT) PRETREATMENT LOADING RATE {GPM/SF} WETLAND MEDIA LOADING RATE {GPM/SF) 0.073 3.4 2.6 M WS-L-4-6-5 '-8"-V STORM WATER 8/0FIL TRA TION SYSTEM STANDARD DETAIL Appendix F: Biofiltration Standard and Checklist 803-3 SAND FOR BSM. 803-3.1 General. Sand used in BS.1\l should preferably be vrnshed prior to delivery. lf sand is not washcJ it must still meet sieve analysis rcc1uircmcnts in Table 1. 803-3.2 Gradation L1mits. A sieve analysis shall be performed in accordance \Vith California 'fest 202, ASTi.\f D 422, or approved equivalent method to demonstrate compliance "\Vith the gradation limits shmvn in Table 803-3.2. Fines passing the N o. 200 sieve shall be non-plastic. Appendix F: Biofiltration Standard and Checklist or appruved equivalent method to demonstrate compliance with the gradation limits show in Table 803-5.1.1. Sieve Size (ASTM D422) 1/2" 2mm Table 803-5.1.1 Percent Passing Sieve (by weight) 97 to 100 411 to 911 803-5.1.2 Material Content. Organic :i\faterial Content shall he 35(1/ii to 10()!(1{, by dry weight and moisture shall be 25% to 60%.1 \Vet weight basis. Physical contaminants (mai1111adc inert materials) shall not exceed 1 ~/(1 by dry weight. 803-5.2 Compost Testing. Compost shall meet the follo\ving requirements as demonstrated through standard agronomic testing methods: Appendix F: Biofiltration Standard and Checklist TABLE 803-3.2 Percentage Passing Sieve (by weight) Sieve Size (ASTM D422) Minin101n Maximum .1/8inch 100 100 #4 90 100 #8 70 100 #16 40 95 #30 15 70 #40 5 55 #100 0 15 #200 0 5 803-4 TOPSOIL FOR BSM. 803-4.1 General. Topsoil shall be free of hazardous materials and shall be consistent with a common definition of topsoil. Decomposed granite ::md derivatives of decomposed granite arc not considered to be topsoil for the purpose of this specification. 803-4.2 Textura] C1ass. Topsoil shall be classified as a sandy 1oam or a loamy sand according to the LS Department of .Agriculture soil classification system. In addit:.i.on, a textural class analysis shall be performed in accordance with AS'f':;\,f D422, or an approved alternative method to demonstrate compliance \Vith the gradation limits in Table 803-4.2. Textural Class (ASTM D422) Gravel Clay 803-5 COMPOST FOR BSM. Table 803-4.2 Size Range Larger than 2 mm Smaller than 0.00:5 mm Mass Fraction (percent) 0 to 25 of total sample 0 to 15 of non-gravel fraction 803-5.1 General. Compost shall be produced at a facility inspected and regulated by the local enforcement agency for CalRecycle. Compost should abo preferably be certified by the U.S. Composting Council's Seal of Testing Assurance Program (USCC STA) or an approved equinlent program. Compost shall not be produced from biosolids feedstock.. 803-5.1.1 Gradation Limits. A sieve analvsis shall be Joerformed in accordance with AST:cl D 422 ' ' F-19 Sept. 2021 MODULAR WETLANDS SYSTEM DETAIL @) a) Carbon to nitrogen (C:N) ratio. C:N shall be between 15: I and 40:1, preferably above 20:1 to reduce the potential for nitrogen leaching/\vashout. b) pH. pH shall be between 6.0 and 8.5. c) Soluble Salt Concentration. Soluble Salt Concentration shall be less than 10 dS/m. (Method Th!ECC 4.10-A, USDJ',. and t:.S. Composting Council). d) Stability. Carbon Dioxide evolution rate shall be less than 3.0 mg CO2-C per g compost organic matter (Oivf) per day or less than G mg CO2-C per g compost carbon per day, whichever unit is reported. (1-kthod Tj\fECC 5.08-B, USDA and U.S. Composting Council). Alternatively a Solvita rating of 5.5 or higher is acceptaLle. 803-5.2.1 Pathogens and Pollutant Limits. Select pathogens shall pass US EPA Class A standard, 40 CFR Section 503.32(a). Trace Metals shall pass US EPA Class A standard, 40 CFR Section 503.13, Table 1 for Ceiling Concentrations. F-20 Sept. 2021 BIOFIL TRATION BSM MIX PER CITY OF CARLSBAD BMP DESIGN MANUAL REVISED 2021 @ mo Thienes Engineering, Inc. 1[J CML ENGINEERING • lAND SIIRllE'tlNG 14349 F1R£STONE BOUL£VARD LA-CALJFrJRNIA!J06JB PH.(714)521-4811 FA/1(714)521-417,J Prepared Under The Supervision Of : REINHARD STEN EL RCE NO. 56155 1----+----l---------+.-----l----l------L----l fsHml1 CITY OF CARLSBAD ~ ~L.E_j==:::'...'.:::==EN=G=I=NE=E=:R::::I:=NG=:::::D::::E:=P:=AR::::T:=M::::E:=N::::T=='....'L_::_J===='. GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CAIJFORNIA l----+----f-----------------+---+----11-----11----l =G=R==20=2=1=-=0=0=45===S=TO=RM==DRAIN===D=E=TAIL========c APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE /1\ DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION DAlE INITIAL DAlE INITIAL I RVWD BY: I PROJECT NO. DRAWING NO. f--0-TH_E_R_A_PLPR-O-VAL-+-:c.Cl.cc.TY=---AP-'-P.::.Rc..:Oll.::.AL=-i L'.C~H~K~D~B..cY=:...===:J c__M_S_2_0_2_1-_00_0_3 __ _J ___ 5_3_4-_9_A__J RACEWAY INDUSTRIAL -CARLSBAD, CA PACKAGED STORM WATER LIFT STATION -M.ANUFACTURED BY PACIFIC SOUTHWEST INDUSTRIES SCOPE OF SUPPLY: Furnish and install complete pre-packaged duplex Lift Station model #PSI-THl102721 , as manufactured by Pacific Southwest Industries (national phone # 800-358-9095) NOTE: Due to the specific nature of this pump station/ equipment and its operational sequence, any contractor not intending to purchase and supply as specified , by model number, must provide full submittals for review and approval prior to ordering, no exceptions. send fu ll submittals to , www.submittalapproval.com, allow one week for a response. The pre-packaged Lift Station, in its entirety, is to be non-corrosive and shall incorporate a quick removal system manufactured by the pump manufacturer. The pump(s) shall be guided to the d ischarge base elbow by stainless steel guide rails. The rails shall extend from the discharge base elbow to the upper guide bracket mounted on fiberglass channel j ust below the basin cover. Stainless steel lifting chain or cable shall be suppli ed and properly installed to remove the pump from the wet well. The internal discharge piping shall be completely pre-plumbed in PVC pipe and extend 12" beyond the wet well side wall fo r contractor connection to the fo rce main pi ping. The pump(s) discharge pipe shall have a check and bail valve install ed on each discharge line . The Lift Station shall include three liquid level controls on a removable float tree and a control panel suitable for surface mounting. The pump(s), quick removal system and the I eve.I sensors shall be housed in a fiberglass wet well (basin) and shall be of sufficient length to maintain the rim of the wet well at grade. PUMP(S)::: Furnish and install HCP. F Series Model F-31 U submersible pump(s) .. Each unit shall be capable of delivering 90 GPM at 18.04 Feet TOH. The pump(s) shall be designed to pump waste water, sewage or effluent conta'ining 1.5 inch diameter solids W:ithout damage during operation. The pump(s) shall be designed so that the shaft power required (BHP)/(kW) shall not exceed the motor rated output throughout the entire operating range of the pump performance curve. A.two year warranty "out of the box" shall be standard. MATERIALS OF CONSTRUCTION: Construction of major parts of the pumping unit(s) including casing, impeller and discharge elbow shall be manufactured from gray cast iron, ASTMA48 CLASS 35. Internal and external surfaces com ing info contact with the pumpage shal l be protected by a fused polymer coating. All exposed fasteners shall be stainless steel. All units shall be furnished with a discharge elbow with 150 lb. (10 Kg./Cm2) flatface flange and NPT companion flange. Impellers shall be of the semi-vortex, solids handling design equipped with back pump out vanes and shall be slip fit to the shaft and key driven. MECHANICAL SEAL: All units shall be furnished with a dual inside mechanical shaft seal located completely out of the pumpage, running in a separate oil filled chamber and further protected by an exclusionary oil seal located between the bottom seal faces and the fl uid being pumped . The oil chamber shall be fitted with a device that shall provide positive lubrication of the top mechanical seal, (down to one third of the standard oil level). The device shall not consume any additional electrical power. Mechanical seals shall be rated to preclude the incursion of water up to 42.6 PSI . (98.4 Ft.). Units shall have silicon carbide mechanical seal faces. Mechanical seal hardware shall be stainless steel. MOTOR: The pump motor(s) shall be 1 Hp, .75 kW, 230V, 60 Hz. 1 Phase and shall be NEMAMG-1, Design Type B equivalent. Motor(s) shall be rated at5.0full toad amps. Motor(s) shall have a 1.1.5 service factor and shall be ratedfor 1 O starts per hour. Motor(s) shall be air filled, copper wound, class B insulated with built in therma.l and over amperage protection for each winding. Motor shaft sha.11 be 403 stainless steel and shall be supported by two permanently lubricated, high temperature ball bearings, with a B-1 O life rating at best efficiency point of 60,.000 hours. The bearings shall be single row, double shielded, C3, deep groove type ball bearing. Motor housing and bearing housing shall be gray cast iron, ASTM A48 CLASS 30. Motors shall be suitable variable speed applications, utilizing a properly sized variable frequency. POWER CABLE AND CABLE ENTRANCE: The pump power cable shall be suitable for submersible pump applications. Th.e cable entrance shall incorporate built in strain rel ief, a one piece, three way mechanical compression sealing with a fatigue reducing cable boot. The cable entrance assembly shall contain an anti-wicking block to el iminate water incursion into the motor due to Capillary wicking should !he power cable be accidentally damaged. QUICK REMOVAL SYSTEM; The pumping unit{s) shall be equipped with quick removal system (QRS). The construction shall be such that the pump(s)will automatically connect to the discharge piping when lowered into place on the discharge connector. There shall be no need for personnel to enter the wet well to accomplish installation or removal of the pump(s). The pumping unit(s) shall be fitted with stainless steel lifting chain(s) of sufficient length and strength to permit the raising and lowering of the unit(s). The chain(s) shall be fastened at the top of the structure near the access opening. All parts of the QRS system including base elbow, sliding guide bracket, and guide support shall be manufactured from recyclable, application appropriate resins. The need for a protective coating shall not be required. A sliding guide bracket shall be an integral part of the pumping unit and the pump casing shall have a machined connection with a bracket to connect with the discharge connection. Sealing of the pumping unit to the discharge connection shall be accomplished by a single linear downward motion of the pump with the entire weight of the pumping unit guided by a pawl, thereby wedging the pumping unit fightly against the discharge connector. No portion of the pump shall bear directly on the floor of the sump nor shall a rotary motion of the pump be required for sealing. All fasteners coming into contact with the pumpage shall be stainl.ess steel. Two corrosion resistant guide pipes shall be furnished and installed for each pump to permit raising and lowering of the pump. Guide pipes shall be 1. 5 inch (40 mm) in diameter and shall be of adequate length to extend from the lower guide holder to the upper guide bar bracket(s) mounted on the access frame .. CONTROL PANEL: The control panel shall have a NEMA4X semi dead front enclosure suitable for wall mounting. The outer face of the door shall have only the following: 1 high water alarm light with silence switch, 1 buzzer, and 2 green run lights . The inner workings of the control panel shall have no less than motor drcuit protectors (overloads) that shall be adjustable, motor contactors, HOA selector switches, Smart. relay, Elapsed Time Meters, Exercise Timers, c'ircuit breakers, dry contact connection , numbered term'inal strip, and shall be listed by U.L. 508. FIBERGLASS WET WELL: The fiberglass wet well with an anti-flotation flange shall have a minimum inside diameter of 36 inches and 228 inches in length to maintain the rim at grade., The wet well v.lill be constructed with 11 re-inforcing ribs for added structural support of the tank. The laminate shall have a barcol hardness of at least 90% of the resin manufactures minimum specified hardness for cured resin on both the interior and exterior surfaces. The minimum wall thickness of the wet well shall not be less than 3/16". A steel plate will be encapsulated 'in the bottom of the wet well to allow the mounting of the polypropylene bottom and the qui'ck removal system. The top rim flange will be straight to allow for the installation of the traffic rate frame over the OD of the fiberglass rim. The wet well shall be provided with "uniseal" fittings that can be installed in the field to insure proper elevation of the inlet, vent, and electrical on the side of the wet well. STEEL FRAME AND COVER H20 SUITABLE: The cover of the wet well shall be no less than 1/2" thick steel plate with bracing and a 1/4" angle iron frame suitable for off-street vehicular load locations. The cover shall be equipped with an access hatch through the top and shall be cast into a class A bed of concrete 8" minimum thickness. The cover will have a grey primer paint coat wit ha sand finish for a non skid surface. The cover shall maintain a 1 /2" air gap from the frame tank. 5 I D ( 4 HZO STEEL FRAME AND COVER 4-FLOAT OPERATED I .I 2" CONDUIT 00 All PIPING IS 3" SCH 80 PVC ) 3 2 I 1 T/RIM = 37 6.32 P.O.C INV. ELEV.= 373.79 (INTO 24" NYLOPLAST . D 36" 40" DRAIN BASIN)· ~~___________,___l --1 I} , •ALARM - .. I , C . I LAG ~ I 1 t • • ON ---~ ~ --.. 228" - . z - -~ B 4- ~ FLOAT ELEVATIONS A PUMP MODEL: F-31U ALARM 362.00· 1 HP 230V 1 PH FLA 5,0 /\MPS LAG 360.50- PERFORMANCE: ON 360.00' 90 GPM AT 18.04 FT TDH Off 3':57.77' 5 I 4 LIFT STATION PROFILE & CAL CULATIONS EQUIVALENT PIPE RUN CALCULATIONS 3:• SCH 40 PVC PIPE 40=3.04880=2.90 TOTAL LENGTH OF PIPE:RUN 3:• PVC SCH 80 90 ELBOW 3:• PVC SCH 80 45 BEND :¥' PVC SCH 80 TEE 3" GATE VALVE 3" CHECK VALVE TOTAi. EQUIVALENT LENGTH {QTY.) 1 X {QTY.) 0 X (QTY.) 0 X (QTY.) 1 X (QTY.) 1 X 8.1 FT •= 3.8 FT •= 17 FT 1= 1.7 FT ·= 20 FT ·= FRICTION LOSS PER 100 FT3"" PVC 90GPM@ 2.3 FT PER :100 FT FRICTION LOSS 3" 79.8 / 100 X 2.3 FRICTION LOSS STATI C HEAD + TOTAL DEVELOPED HEAD = PERFORMANCE 90 GPM @ 18.04 FT TOH THRU .3" PVC LINE FITTING THE TRAFFIC FRAME AND COVER ) ) 50 FT 8.1 FT 0 FT 0 FT 1.7 FT 20 FT 79,8 FT 1.84 FT 1.84 FT 16,2 FT 18.04 FT The, frame and cover Is meant lo telescope arour.d lhe OD of ihe lank. This will a now you l o iloat the cover LO grade and will insure the frame does noi resl on the fibe"rglass tank, FSI sugges!s setting lhe. lank a min, 01'1~ and no, more than 2~ lo-we:r than the finish 6Urfece fo allow for the, installation. of the frame and cover as stated above. Concrete is recommended lo be poured al least 6" lhicK and 24" wide around the frame and tank lo support ltie traffic·loads . .Sizes and dimensions am for exampla arld will differ from site lo sile, ---43"0D F &C lilH*l 38 " ID • FRAME CROSS SECTION 3" BALL VALVES INLET INV. ~✓j~ ~~ -J i-'K--:::-r--\\---,-,-----'·~ C ELEV.=360.80 ~ . ,. JO' I \ 3 " .;1 ~ " • r· i " ... " • C 12~ INLET 3" CHECK VALVES \ 1.25" STAINLESS STEEL GUIDE q f--- RAILS (11) RE INFORCING !f,'./4S RIBS -t 1 - .. -~,1 , <f C I II 36" --------+l "NOTE, TO CONTRACTOR OR OTHERS: FORCE MA.IN PIPES TO RUN SEPARATELY TO Tl-IE P.O.C. POINT OF CONNECTION. (3"•PVC OJSCt-l_A_R_GE PIP!=S RUN STRAJGHT lNTO THE 24!' NYLOPLAST' ORAlN BASIN.) *CONTRACTOR OR OTHE:RS TO FIELD VERIFY: ALL ELEVATIONS, INVl:RTS CONNEC:TIONS. ALL DlMENSIONS AND INVERTS MUST BE 'VERIFIED PRIOR TO CONSTRUCTION, IF THERE IS ANV :DISCREPANCY THE! CONTRACTOR IS TO NOTIFY THE :ENGlNEER PROMPTLY. B ~----------~--------------< A THIS DRAWING CONTAINS CONFIDENTIAL INFORMATION AND IS THE EXCLUSIVE PROPERTY OF PSI. IT MAY NOT BE :f -- PSI pacific southwest industries STORM WATER PACKAGED LIFT STATION TOLL FREE 800-358-9095 2. I -'-. l • 0 -l___ r COPIED OR REPRODUCED IN ANY FORM WITHOUT THE EXPRESS WRITTEN PERMISSION OF PSI. 1 ~ ----+-------- "' 10 .. -I •L-j " ,. "----'-' -------='""";, ' t' I L. r " .;'+------------------~-----~---~--1---'7~11_'"'_'--l',--+' ... ' l II ~C -.l Jl 11 I I I -. I . -- r -l I I ~ k ' ' [ I J l J '-~ , __ . -a '" --·-' w , " ''" 1~J '" Company: Pllcific Sou11'1west Industries HCP PumpsAmeric:a Size: F~31U, 1ph 3450 rpm 3,54 In Name: RACEWAY INDUSTRIAL Catalog: HCP.60, Vers 0.3 D.ail!l: 10/27/202·1 F Selie~. 3600 rpm Design Point 90 US gpm, 18 rt Staiio Heeid: 16.2 rt Speed: -----Curve: ------!' ~ ---.II --- C: 0 s. ·c: ~ 0 ~ "' 0 0 z (/) _J -~ w 0 z 0 -~ t,-: (/) r- LL -_J 0:: w ~ s ~ 0:: 0 r- (/) Cl) Q) "' I,.. " Ul +-' Iii Cl) >-::::, (/) __, "O <( (/) C a 0. ·-,!2 □ +-' "' Cl) " Q) z ::; s □ z <( ..c :i: □ -5 ::::, __, ~ 0 iii Cl) 0. ::; :, (.) 0. ' ..= □ Ul 0: (.) Ul UJ ro ;; Q_ \@ ,_ Cf) CL T"" I C ti) ...J Ul " ~ 0 % " ~ 0 al :i: 0. 0 ~ " "' ~ <( 0 ui 0: a z ui __, UJ UJ Y'. :5 . w " "' "' __, a " ~ ::,; "' ~------------------------------------=S=U=cM=P=P=UCCCCM=P=D=E~T=A~l~L~..,1-+--+--------+----,,'-" • Thienes-Engineering,-lne.~----+----+---+-------------+----+--¼-------+---'_[sHml CITY OF CARLSBAD ~ 7J)_D1[J CML ENGINEERING• WID SIIRllE'tlNG ~ ENGINEERING DEPARTMENT L___::_j 14349 F1R£STONE BOUL£VARD ~==:'...'.::==============:::'.._:===::::: D M#f;/f:-~4J:f!/,7.1 GRADING PLANS FOR: RACEWAY INDUSTRIAL Prepared Under The Supervision Of : CARLSBAD, CAIJFORNIA t---+-----<------------------+----+---t---1-----, ~G=R=20=2=1=-=0=0=45==S=TO=RM==D=RAIN==D=E=T=AIL========: APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE REINHARD STEN EL RCE NO. 56155 /1\ DA 1E INITIAL ENGINEER OF WORK REVISION DESCRIPTION DAlE INITIAL DAlE INITIAL I RVWD BY: I PROJECT NO. DRAWING NO. f-O-TH_E_R_A_P~PR_O_V_AL-+-CI-TY-AP~P-R-OV-AL--1 ~C:'.'.H.'.'.K~D'.._':'B'._'_Y:_: ===I ~-M_S_2_0_2_1-_00_0_3 __ ~ ~--5_3_4-_9_A~ ATTACHMENT 2b – Management of Critical Coarse Sediment Yield Areas 22 11 88 1616 101044 2525 2727 2323 2222 99 55 1212 1515 1414 33 2424 66 2626 1313 2121 2020 77 1717 1818 1919 1111 RedMountainReservoir LAKEHENSHAWTURNERLAKE LAKEWOHLFORD BUENAVISTALAGOON DIXONRESERVOIR AQUAHEDIONDALAGOON SAN MARCOSLAKE SUTHERLANDRESERVOIRBATIQUITOSLAGOON SANDIEGUITORESERVOIR RESERVOIR LAKEPOWAY SAN ELIJOLAGOON EL CAPITANRESERVOIR SAN VICENTERESERVOIR MIRAMARRESERVOIR SANTEERECREATIONALLAKES MISSIONBAY LOVELANDRESERVOIRLAKEMURRAYMOUNTHELIXLAKE SAN DIEGOBAY CHOLLASHEIGHTSRESERVOIR HANSENRESERVOIR MORENARESERVOIRSWEETWATERRESERVOIRBARRETTLAKE LOWER OTAYRESERVOIOR LOSPENASQUITOSLAGOON LAKERAMONA UPPER OTAYRESERVOIR SANDIEGUITOLAGOON LAKEHODGES SAN VICENTERESERVOIR LAKE LINDO CARLSBADCARLSBAD CHULACHULAVISTAVISTA EL CAJONEL CAJON LA MESALA MESA NATIONALNATIONALCITYCITY OCEANSIDEOCEANSIDE POWAYPOWAY S.D.S.D.COUNTYCOUNTY S.D.S.D.COUNTYCOUNTY SANSANDIEGODIEGO SANSANMARCOSMARCOS SANTEESANTEE VISTAVISTA San D iegoR iv erChollasC reekSanDiegu itoRiverSanMarcosCreek Rattles n ak eCreekDulzuraCreekSanMarcosCreek E scondidoCreekTijuanaR i ver JamulCr e ekSycamoreCreek C o ttonwood CreekB u ena V is taCre e k Poway Cr ee k O tay R i v er Ca rrol C a nyon Lusardi Cr e ek Los Pen asquit o s C r eekEn cinita s Cree kWoodglenVistaCreekA gua Hedionda Cre ekSantaMargaritaRiverSweetwa terRiverRoseC reek Sa n L u isR e yRive rO tayR i v erSanta Ysa be lC ree kPotential Critical Coarse Sediment Yield Areas Exhibit Date: Sept. 8, 2014Regional San Diego County Watersheds Aerial Imagery Source: DigitalGlobe, 06/2012 Legend Regional WMAA Streams Watershed Boundaries Municipal Boundaries Rivers & Streams Potential Critical Coarse Sediment Yield Areas NORTH 0 5 10 15Miles REACH ID NAME 1 Santa Margarita River 2 San Luis Rey River 3 Buena Vista Creek 4 Agua Hedionda Creek 5 San Marcos Creek 6 Encinitas Creek 7 Cottonwood Creek (Carlsbad WMA) 8 Escondido Creek 9 San Dieguito Creek - Reach 1 10 San Dieguito Creek - Reach 2 11 Lusardi Creek 12 Los Penasquitos / Poway Creek 13 Rattlesnake Creek 14 Carroll Canyon Creek 15 Rose Creek 16 San Diego River 17 Sycamore Creek 18 Woodglen Vista Creek 19 San Vicente Creek 20 Forester Creek 21 Chollas Creek 22 Sweetwater River - Reach 1 23 Sweetwater River - Reach 2 24 Otay River 25 Jamul / Dulzura Creek 26 Tijuana River 27 Cottonwood Creek (Tijuana WMA) ~ ) ,,.,.. ( ! ~, _)"'-.~• ~l!e JI'., , 1)1 , i~ ! ' _/" II ..: r ,----' 7 _j L Geosyntec C> RICK 0 consultants E NGJNEERJNG C OMPANY ATTACHMENT 2d – Flow Control Facility Design and Structural BMP Drawdown Calculations DISCUSSION The project site encompasses approximately 19.34 acres. Proposed improvements include one warehouse type building with approximately 223,000 square feet. There is a truck loading/unloading area located on the southerly side of the building. Vehicle parking is proposed on the westerly, northerly and easterly sides of the proposed building. There are existing sideslopes at the southerly and westerly portions of the site that will remain. There are two biofiltration areas at the northwesterly portion of the site and landscaping adjacent to Lionshead Avenue and Eagle Drive. Master Plan Hydrology The project site is part of the Agua Hedionda Creek Watershed, Basin “B”, per the City of Carlsbad Master Plan of Drainage. The site is within Plate C-4 of the Master Plan of Drainage Facilities map. However, this map does not show the existing storm drain facilities within the site and Lionshead Avenue. See Appendix “A” for Master Plan of Drainage reference material. Existing Hydrology The project site is part of an existing larger commercial development known as the Carlsbad Raceway. The project site was previously studied by O’Day Consultants in a report titled “Hydrology and Hydraulic Study for Carlsbad Raceway”, dated June 20, 2003. This study analyzed the project site as four separate lots assuming Industrial development for a 100-year storm event. The peak flow rates from this study are the same peak flow rates found on the existing storm drain plans for Lionshead Avenue. See Appendix “A” for reference O’Day hydrology calculations and drainage map relative to the project site. Existing Storm Drains There is an existing storm drain system in Lionshead Avenue (Carlsbad Raceway, Lionshead Avenue, prepared by O’Day Consultants). The storm drain conveys runoff from the project site and areas tributary to the street from east to west, and daylights out to a natural drainage course on the northerly side of Lionshead Avenue. The storm drain varies in size from 42” to 54” and indicates 100-year peak flow rates. The plans also indicate a lateral for each of the four lots that comprise the area of the project site. See Appendix “A” for reference existing storm drain plans. Predeveloped Condition The project site is currently graded dirt lots with natural grasses and vegetation. Each lot is graded to a C.M.P. riser located near Lionshead Avenue. The lots feature desilting areas around each riser and erosion control devices. Each riser conveys runoff to the previously mentioned storm drain laterals. Grading plans for each lot were also prepared by O’Day Consultants. There is an existing commercial development to the south of the project site. Grading plans prepared by O’Day Consultants show onsite storm drain systems that convey runoff from this development around the project site. Thus, there is no offsite runoff currently tributary to the project site. For the hydromodification analysis of the predeveloped condition, the project site has two land use types, Natural Vegetation – Flat and Urban – Steep. The Natural Vegetation – Flat land use is associated with the graded dirt lots and the Urban – Steep land use is associated with the irrigated slopes on the perimeter of the project site. The project site contains hydrologic soil types C and D. The lots are numbered 1 to 4 from west to east and hydrologic parameters for the hydromodification analysis are summarized below: Hydrologic Parameters – PreDeveloped Condition Acreage Lot 1 Lot 2 Lot 3 Lot 4 Total C,NatVeg,Flat 2.23 3.00 2.31 3.75 11.29 D,NatVeg,Flat 1.93 0.96 0.10 0.00 2.99 C,Urban,Steep 0.28 0.22 0.56 0.77 1.83 D,Urban,Steep 1.93 1.30 0.00 0.00 3.23 Total 6.37 5.48 2.97 4.52 19.34 Mitigated Condition The mitigated condition development consists of one commercial/warehouse type building that will span the original four lots. Drainage boundaries interior to the project site will be altered in the mitigated condition due the site layout. The site layout will also alter the drainage areas to the existing points of connection to the storm drain in Lionshead Avenue. Only the western point of connection will be utilized, the three existing easterly connections will not. For the hydromodification analysis of the mitigated condition, the project site has four land use types, Urban – Flat, Urban – Steep, Impervious – Flat, and Impervious – Steep. The project site contains hydrologic soil types C and D. The site is divided into eight subareas for the mitigated condition. The drainage characteristics of each subarea are summarized below: Mit 1 Runoff from the northerly portion of the building, in addition to the north and east parking areas, will be drain to proposed catch basins that are connected to the easterly biofiltration area. Mit 1 is comprised of two disjoint areas, Mit 1a and Mit 1b. Mit 2 Runoff from the northwesterly portion of the building and the adjacent parking areas will drain to a proposed catch basin that is connected to the easterly biofiltration area. Mit 3 Runoff that is directly tributary to the easterly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit 4 Runoff from the southerly portion of the building and the truck yard area will be intercepted by catch basins located in the truck yard area. A proposed onsite storm drain will convey this flow around the westerly side of the building towards the westerly biofiltration area. This storm drain has been oversized to store the water quality volume requirement that will be pumped to the westerly biofiltration area using a 0.20 cfs pump. When the water quality volume requirement is exceeded, storm flows discharge through a proposed storm drain set above the water quality volume requirement to the underground storage vault. Mit 5 Runoff that is directly tributary to the westerly biofiltration area. Discharge from the biofiltration area underdrain will enter the underground storage vault. Mit 6 Runoff from the existing vegetated sideslopes at the southerly and westerly portions of the project site. All runoff from the sideslopes will be intercepted in a storm drain system, conveyed through the project site, and enter the underground storage vault. The underground storage vault has two 54” diameter riser outlet structures that discharge to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. Mit 7 Runoff generated from the driveway to Lionshead Avenue will flow to a catch basin that ultimately connects to the existing lateral for Lot 4 in Lionshead Avenue near Sta. 13+92.20. The location and elevation of the catch basin makes it infeasible to direct storm flows to the underground storage chamber. Mit 8 Runoff from areas adjacent to both Lionshead Avenue and Eagle Avenue that is tributary to both roads. Hydrologic parameters for the hydromodification analysis are summarized below: Hydrologic Parameters – Mitigated Condition Acreage Mit 1 Mit 2 Mit 3 Mit 4 Mit 5 Mit 6 Mit 7 Mit 8 Total C,Urban,Flat 0.35 0.07 0.39 0.17 0.32 0.06 0.05 0.36 1.77 C,Urban,Steep 0.11 0.00 0.06 0.00 0.07 0.95 0.01 0.50 1.70 D,Urban,Flat 0.00 0.00 0.00 0.11 0.00 0.03 0.00 0.00 0.14 D,Urban,Steep 0.00 0.00 0.00 0.00 0.00 3.16 0.00 0.00 3.16 Impervious,Flat 3.91 0.84 0.00 7.40 0.00 0.00 0.21 0.00 12.36 Impervious,Steep 0.00 0.00 0.00 0.01 0.00 0.17 0.01 0.02 0.21 Total 4.37 0.91 0.45 7.69 0.39 4.37 0.28 0.88 19.34 Hydromodification The distance from the project site to both the Encinitas and Oceanside rainfall stations is similar. The elevations of the project site range from approximately 365 to 435. The Encinitas rainfall station is at elevation 242. The Oceanside rainfall station is at elevation 30. Therefore, it appears that the Encinitas rainfall station is more appropriate to use for the hydromodification analysis. Based on the Web Soil Survey from the Natural Resources Conservation Service (NRCS), the project site contains hydrologic soil types C and D. See Appendix “B” for the soil map and descriptions. In the predeveloped condition, there are four separate lots that each have an existing riser that connects to individual stubs that collect into the storm drain system in Lionshead Avenue. Drainage from all four of the lots collects into the existing storm drain at the split structure located at Sta. 13+91.16 on the storm drain plans for Carlsbad Raceway – Lionshead Avenue. In the mitigated condition, drainage from the project is directed to the same location through the existing storm drain laterals associated with Lot 1 and Lot 2 as well as through the existing inlets in Lionshead Avenue (for untreated flows from driveways and landscape areas adjacent to public roadways). As such, this location is used as the point of compliance for the hydromodification analysis. A description of the mitigated condition hydromodification model is as follows: Subareas Mit1, Mit 2, and Mit 3 drain to Biofilter East that in turn drains to the Underground Storage Vault. Flows from Subarea Mit 4 are detained in an oversized storm drain system. The detained flows are pumped to Biofilter West that in turn drains to the Underground Storage Vault. If the water quality storage requirement is exceeded, the excess flows drain directly to the Underground Storage Vault. Flows from Subarea Mit 5 drain to Biofilter West that in turn drains to the Underground Storage Vault. Flows from Subarea Mit 6 drain directly to the Underground Storage Vault. The Underground Storage Vault drains through two small orifice openings and a weir to the existing storm drain laterals associated with Lot 1 and Lot 2, and the point of compliance. Subareas Mit 7 and Mit 8 are unmitigated and drain into existing inlets in Lionshead Avenue and the point of compliance. The risers in both biofiltration systems and the weir in the underground storage vault have been sized to pass the 100-year design flow rates. The underground storage consists of individual concrete vaults placed over a footprint of about 80’ x 100’. The vaults are 10’ high and have a storage volume of approximately 71,769 cubic feet. The invert of the underground storage system is 358.00. Discharge for the hydromodification requirements consist of two 1-1/4” diameter holes and a weir with a total length of 28.5’. The hydromodification calculations show that the required volume is achieved near the depth of 9.0’ (elevation 367.00). This leaves 1.0’ of head at the top of the weir for the 100-year peak flow bypass. Biofiltration areas are designed with outlets to the hydromodification storage area after 1.0’ depth of flow in each respective basin (elevations 374.53 west and 371.83 east). An additional 0.50’ of head is available for flows to enter the hydromodification area (elevations 375.03 west and 372.33 east). There is then 1.0’ of freeboard above the maximum depth (elevations 376.03 west and 373.33 east) necessary to discharge from the biofiltration system. The results of the hydromodification analysis indicates that the proposed system exceeds the performance standard for discharge rates and flow duration. In fact, the mitigated condition discharge rates and flow durations do not exceed the predeveloped condition rates and durations at all (standard allows exceedance by up to 10 percent). See Appendix “D” for hydromodification analysis and Appendix “E” for hydromodification maps. Methodology The hydromodification analysis was completed using the SDHM 3.1 software by Clear Creek Solutions. SDHM 3.1 PROJECT REPORT HydroMod 4/28/2022 1:28:07 PM Page 2 General Model Information Project Name:HydroMod Site Name: Site Address: City: Report Date:4/28/2022 Gage:ENCINITA Data Start:10/01/1963 Data End:09/30/2004 Timestep:Hourly Precip Scale:1.000 Version Date:2021/04/06 POC Thresholds Low Flow Threshold for POC1:10 Percent of the 2 Year High Flow Threshold for POC1:10 Year HydroMod 4/28/2022 1:28:07 PM Page 3 Landuse Basin Data Predeveloped Land Use Lot 1 Bypass:No GroundWater:No Pervious Land Use acre C,NatVeg,Flat 2.23 D,NatVeg,Flat 1.93 C,Urban,Steep 0.28 D,Urban,Steep 1.93 Pervious Total 6.37 Impervious Land Use acre Impervious Total 0 Basin Total 6.37 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 4 Lot 2 Bypass:No GroundWater:No Pervious Land Use acre C,NatVeg,Flat 3 D,NatVeg,Flat 0.96 C,Urban,Steep 0.22 D,Urban,Steep 1.3 Pervious Total 5.48 Impervious Land Use acre Impervious Total 0 Basin Total 5.48 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 5 Lot 3 Bypass:No GroundWater:No Pervious Land Use acre C,NatVeg,Flat 2.31 D,NatVeg,Flat 0.1 C,Urban,Steep 0.56 Pervious Total 2.97 Impervious Land Use acre Impervious Total 0 Basin Total 2.97 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 6 Lot 4 Bypass:No GroundWater:No Pervious Land Use acre C,NatVeg,Flat 3.75 C,Urban,Steep 0.77 Pervious Total 4.52 Impervious Land Use acre Impervious Total 0 Basin Total 4.52 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 7 Mitigated Land Use Mit 1 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.35 C,Urban,Steep 0.11 Pervious Total 0.46 Impervious Land Use acre IMPERVIOUS-FLAT 3.91 Impervious Total 3.91 Basin Total 4.37 Element Flows To: Surface Interflow Groundwater Surface filter East Surface filter East HydroMod 4/28/2022 1:28:07 PM Page 8 Mit 2 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.07 Pervious Total 0.07 Impervious Land Use acre IMPERVIOUS-FLAT 0.84 Impervious Total 0.84 Basin Total 0.91 Element Flows To: Surface Interflow Groundwater Surface filter East Surface filter East HydroMod 4/28/2022 1:28:07 PM Page 9 Mit 3 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.39 C,Urban,Steep 0.06 Pervious Total 0.45 Impervious Land Use acre Impervious Total 0 Basin Total 0.45 Element Flows To: Surface Interflow Groundwater Surface filter East Surface filter East HydroMod 4/28/2022 1:28:07 PM Page 10 Mit 4 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.17 D,Urban,Flat 0.11 Pervious Total 0.28 Impervious Land Use acre IMPERVIOUS-FLAT 7.4 IMPERVIOUS-STEEP 0.01 Impervious Total 7.41 Basin Total 7.69 Element Flows To: Surface Interflow Groundwater SSD Pump SSD Pump HydroMod 4/28/2022 1:28:07 PM Page 11 Mit 5 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.32 C,Urban,Steep 0.07 Pervious Total 0.39 Impervious Land Use acre Impervious Total 0 Basin Total 0.39 Element Flows To: Surface Interflow Groundwater Surface filter West Surface filter West HydroMod 4/28/2022 1:28:07 PM Page 12 Mit 6 Bypass:No GroundWater:No Pervious Land Use acre C,Urban,Flat 0.06 D,Urban,Flat 0.03 D,Urban,Steep 3.16 C,Urban,Steep 0.95 Pervious Total 4.2 Impervious Land Use acre IMPERVIOUS-STEEP 0.17 Impervious Total 0.17 Basin Total 4.37 Element Flows To: Surface Interflow Groundwater SSD Vault SSD Vault HydroMod 4/28/2022 1:28:07 PM Page 13 Mit 7 Bypass:Yes GroundWater:No Pervious Land Use acre C,Urban,Flat 0.05 C,Urban,Steep 0.01 Pervious Total 0.06 Impervious Land Use acre IMPERVIOUS-FLAT 0.21 IMPERVIOUS-STEEP 0.01 Impervious Total 0.22 Basin Total 0.28 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 14 Mit 8 Bypass:Yes GroundWater:No Pervious Land Use acre C,Urban,Flat 0.36 C,Urban,Steep 0.5 Pervious Total 0.86 Impervious Land Use acre IMPERVIOUS-STEEP 0.02 Impervious Total 0.02 Basin Total 0.88 Element Flows To: Surface Interflow Groundwater HydroMod 4/28/2022 1:28:07 PM Page 15 Routing Elements Predeveloped Routing HydroMod 4/28/2022 1:28:07 PM Page 16 Mitigated Routing Biofilter West Bottom Length: 65.00 ft. Bottom Width: 65.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1.33 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):6 Offset (in.):3 Flow Through Underdrain (ac-ft.):178.359 Total Outflow (ac-ft.):178.359 Percent Through Underdrain:100 Discharge Structure Riser Height:1 ft. Riser Diameter:24 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.1484 0.0000 0.0000 0.0000 0.0503 0.1482 0.0015 0.0000 0.0000 0.1007 0.1473 0.0030 0.0000 0.0000 0.1510 0.1464 0.0044 0.0000 0.0000 0.2013 0.1454 0.0059 0.0000 0.0000 0.2516 0.1445 0.0075 0.0000 0.0000 0.3020 0.1436 0.0090 0.0000 0.0000 0.3523 0.1427 0.0105 0.0000 0.0000 0.4026 0.1418 0.0121 0.0000 0.0000 0.4530 0.1409 0.0136 0.0000 0.0000 0.5033 0.1400 0.0152 0.0000 0.0000 0.5536 0.1391 0.0168 0.0000 0.0000 0.6040 0.1382 0.0184 0.0000 0.0000 0.6543 0.1373 0.0200 0.0000 0.0000 0.7046 0.1364 0.0216 0.0000 0.0000 0.7549 0.1355 0.0233 0.0000 0.0000 0.8053 0.1346 0.0249 0.0000 0.0000 0.8556 0.1337 0.0266 0.0000 0.0000 0.9059 0.1329 0.0282 0.0000 0.0000 0.9563 0.1320 0.0299 0.0000 0.0000 1.0066 0.1311 0.0316 0.0000 0.0000 1.0569 0.1302 0.0333 0.0000 0.0000 1.1073 0.1294 0.0350 0.0000 0.0000 1.1576 0.1285 0.0368 0.0000 0.0000 1.2079 0.1276 0.0385 0.0000 0.0000 1.2582 0.1268 0.0403 0.0000 0.0000 1.3086 0.1259 0.0420 0.0000 0.0000 1.3589 0.1251 0.0438 0.0000 0.0000 1.4092 0.1242 0.0456 0.0000 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 17 1.4596 0.1234 0.0474 0.0000 0.0000 1.5099 0.1225 0.0492 0.0000 0.0000 1.5602 0.1217 0.0511 0.0000 0.0000 1.6105 0.1208 0.0529 0.0000 0.0000 1.6609 0.1200 0.0548 0.0000 0.0000 1.7112 0.1192 0.0566 0.0000 0.0000 1.7615 0.1183 0.0592 0.0000 0.0000 1.8119 0.1175 0.0619 0.0000 0.0000 1.8622 0.1167 0.0645 0.0000 0.0000 1.9125 0.1159 0.0672 0.0000 0.0000 1.9629 0.1150 0.0698 0.0000 0.0000 2.0132 0.1142 0.0725 0.0000 0.0000 2.0635 0.1134 0.0752 0.0000 0.0000 2.1138 0.1126 0.0780 0.0000 0.0000 2.1642 0.1118 0.0807 0.0000 0.0000 2.2145 0.1110 0.0835 0.0000 0.0000 2.2648 0.1102 0.0863 0.0000 0.0000 2.3152 0.1094 0.0891 0.0000 0.0000 2.3655 0.1086 0.0919 0.0000 0.0000 2.4158 0.1078 0.0947 0.0000 0.0000 2.4662 0.1070 0.0976 0.0000 0.0000 2.5165 0.1062 0.1005 0.0000 0.0000 2.5668 0.1054 0.1034 0.0000 0.0000 2.6171 0.1046 0.1063 0.0000 0.0000 2.6675 0.1039 0.1092 0.0000 0.0000 2.7178 0.1031 0.1122 0.0000 0.0000 2.7681 0.1023 0.1151 0.0000 0.0000 2.8185 0.1016 0.1181 0.0000 0.0000 2.8688 0.1008 0.1211 0.0000 0.0000 2.9191 0.1000 0.1242 0.0000 0.0000 2.9695 0.0993 0.1272 0.0000 0.0000 3.0198 0.0985 0.1303 0.0000 0.0000 3.0701 0.0977 0.1334 0.0000 0.0000 3.0800 0.0970 0.1340 0.0000 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.0800 0.1484 0.1340 0.0000 0.4890 0.0000 3.1303 0.1493 0.1415 0.0000 0.4890 0.0000 3.1807 0.1503 0.1490 0.0000 0.6033 0.0000 3.2310 0.1512 0.1566 0.0000 0.6197 0.0000 3.2813 0.1521 0.1642 0.0000 0.6361 0.0000 3.3316 0.1531 0.1719 0.0000 0.6525 0.0000 3.3820 0.1540 0.1796 0.0000 0.6690 0.0000 3.4323 0.1550 0.1874 0.0000 0.6854 0.0000 3.4826 0.1559 0.1952 0.0000 0.7018 0.0000 3.5330 0.1569 0.2031 0.0000 0.7182 0.0000 3.5833 0.1578 0.2110 0.0000 0.7346 0.0000 3.6336 0.1588 0.2190 0.0000 0.7510 0.0000 3.6840 0.1598 0.2270 0.0000 0.7674 0.0000 3.7343 0.1607 0.2351 0.0000 0.7838 0.0000 3.7846 0.1617 0.2432 0.0000 0.8002 0.0000 3.8349 0.1627 0.2513 0.0000 0.8166 0.0000 3.8853 0.1636 0.2595 0.0000 0.8330 0.0000 3.9356 0.1646 0.2678 0.0000 0.8494 0.0000 3.9859 0.1656 0.2761 0.0000 0.8658 0.0000 4.0363 0.1666 0.2845 0.0000 0.8823 0.0000 4.0866 0.1676 0.2929 0.0000 0.8965 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 18 4.1369 0.1685 0.3013 0.0000 0.8965 0.0000 4.1873 0.1695 0.3098 0.0000 0.8965 0.0000 4.2376 0.1705 0.3184 0.0000 0.8965 0.0000 4.2879 0.1715 0.3270 0.0000 0.8965 0.0000 4.3382 0.1725 0.3357 0.0000 0.8965 0.0000 4.3886 0.1735 0.3444 0.0000 0.8965 0.0000 4.4389 0.1745 0.3531 0.0580 0.8965 0.0000 4.4892 0.1755 0.3619 0.0870 0.8965 0.0000 4.5396 0.1766 0.3708 0.1751 0.8965 0.0000 4.5800 0.1774 0.3780 0.1754 0.8965 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 19 Surface filter West Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter West HydroMod 4/28/2022 1:28:07 PM Page 20 Flow Split Pump / Underground Storage Bottom Length:0.00 ft. Bottom Length:0.00 ft. Depth:10 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Threshold Splitter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Primary(cfs)Secondary(cfs) 0.000 0.000000 0.000000 0.200 0.000 0.111 0.000000 0.000000 0.200 0.000 0.222 0.000000 0.000000 0.200 0.000 0.333 0.000000 0.000000 0.200 0.000 0.444 0.000000 0.000000 0.200 0.000 0.555 0.000000 0.000000 0.200 0.000 0.666 0.000000 0.000000 0.200 0.000 0.777 0.000000 0.000000 0.200 0.000 0.888 0.000000 0.000000 0.200 0.000 1.000 0.000000 0.000000 0.200 0.000 1.111 0.000000 0.000000 0.200 0.000 1.222 0.000000 0.000000 0.200 0.000 1.333 0.000000 0.000000 0.200 0.000 1.444 0.000000 0.000000 0.200 0.000 1.555 0.000000 0.000000 0.200 0.000 1.666 0.000000 0.000000 0.200 0.000 1.777 0.000000 0.000000 0.200 0.000 1.888 0.000000 0.000000 0.200 0.000 2.000 0.000000 0.000000 0.200 0.000 2.111 0.000000 0.000000 0.200 0.000 2.222 0.000000 0.000000 0.200 0.000 2.333 0.000000 0.000000 0.200 0.000 2.444 0.000000 0.000000 0.200 0.000 2.555 0.000000 0.000000 0.200 0.000 2.666 0.000000 0.000000 0.200 0.000 2.777 0.000000 0.000000 0.200 0.000 2.888 0.000000 0.000000 0.200 1000 3.000 0.000000 0.000000 0.200 1000 3.111 0.000000 0.000000 0.200 1000 3.222 0.000000 0.000000 0.200 1000 3.333 0.000000 0.000000 0.200 1000 3.444 0.000000 0.000000 0.200 1000 3.555 0.000000 0.000000 0.200 1000 3.666 0.000000 0.000000 0.200 1000 3.777 0.000000 0.000000 0.200 1000 3.888 0.000000 0.000000 0.200 1000 4.000 0.000000 0.000000 0.200 1000 4.111 0.000000 0.000000 0.200 1000 4.222 0.000000 0.000000 0.200 1000 4.333 0.000000 0.000000 0.200 1000 4.444 0.000000 0.000000 0.200 1000 4.555 0.000000 0.000000 0.200 1000 4.666 0.000000 0.000000 0.200 1000 4.777 0.000000 0.000000 0.200 1000 4.888 0.000000 0.000000 0.200 1000 5.000 0.000000 0.000000 0.200 1000 5.111 0.000000 0.000000 0.200 1000 HydroMod 4/28/2022 1:28:07 PM Page 21 5.222 0.000000 0.000000 0.200 1000 5.333 0.000000 0.000000 0.200 1000 5.444 0.000000 0.000000 0.200 1000 5.555 0.000000 0.000000 0.200 1000 5.666 0.000000 0.000000 0.200 1000 5.777 0.000000 0.000000 0.200 1000 5.888 0.000000 0.000000 0.200 1000 6.000 0.000000 0.000000 0.200 1000 6.111 0.000000 0.000000 0.200 1000 6.222 0.000000 0.000000 0.200 1000 6.333 0.000000 0.000000 0.200 1000 6.444 0.000000 0.000000 0.200 1000 6.555 0.000000 0.000000 0.200 1000 6.666 0.000000 0.000000 0.200 1000 6.777 0.000000 0.000000 0.200 1000 6.888 0.000000 0.000000 0.200 1000 7.000 0.000000 0.000000 0.200 1000 7.111 0.000000 0.000000 0.200 1000 7.222 0.000000 0.000000 0.200 1000 7.333 0.000000 0.000000 0.200 1000 7.444 0.000000 0.000000 0.200 1000 7.555 0.000000 0.000000 0.200 1000 7.666 0.000000 0.000000 0.200 1000 7.777 0.000000 0.000000 0.200 1000 7.888 0.000000 0.000000 0.200 1000 8.000 0.000000 0.000000 0.200 1000 8.111 0.000000 0.000000 0.200 1000 8.222 0.000000 0.000000 0.200 1000 8.333 0.000000 0.000000 0.200 1000 8.444 0.000000 0.000000 0.200 1000 8.555 0.000000 0.000000 0.200 1000 8.666 0.000000 0.000000 0.200 1000 8.777 0.000000 0.000000 0.200 1000 8.888 0.000000 0.000000 0.200 1000 9.000 0.000000 0.000000 0.200 1000 9.111 0.000000 0.000000 0.200 1000 9.222 0.000000 0.000000 0.200 1000 9.333 0.000000 0.000000 0.200 1000 9.444 0.000000 0.000000 0.200 1000 9.555 0.000000 0.000000 0.200 1000 9.666 0.000000 0.000000 0.200 1000 9.777 0.000000 0.000000 0.200 1000 9.888 0.000000 0.000000 0.200 1000 10.00 0.000000 0.000000 0.200 1000 10.11 0.000000 0.000000 0.200 1000 Discharge Structure Riser Height:0 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Surface filter West SSD Vault HydroMod 4/28/2022 1:28:07 PM Page 22 Biofilter East Bottom Length: 92.00 ft. Bottom Width: 92.00 ft. Material thickness of first layer: 0.25 Material type for first layer: Mulch Material thickness of second layer: 1.5 Material type for second layer: ESM Material thickness of third layer: 1.33 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):6 Offset (in.):3 Flow Through Underdrain (ac-ft.):123.046 Total Outflow (ac-ft.):123.205 Percent Through Underdrain:99.87 Discharge Structure Riser Height:1 ft. Riser Diameter:72 in. Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.2411 0.0000 0.0000 0.0000 0.0503 0.2409 0.0029 0.0000 0.0000 0.1007 0.2401 0.0059 0.0000 0.0000 0.1510 0.2393 0.0089 0.0000 0.0000 0.2013 0.2385 0.0118 0.0000 0.0000 0.2516 0.2377 0.0148 0.0000 0.0000 0.3020 0.2369 0.0178 0.0000 0.0000 0.3523 0.2361 0.0208 0.0000 0.0000 0.4026 0.2353 0.0238 0.0000 0.0000 0.4530 0.2345 0.0268 0.0000 0.0000 0.5033 0.2337 0.0299 0.0000 0.0000 0.5536 0.2329 0.0329 0.0000 0.0000 0.6040 0.2321 0.0360 0.0000 0.0000 0.6543 0.2313 0.0391 0.0000 0.0000 0.7046 0.2306 0.0422 0.0000 0.0000 0.7549 0.2298 0.0452 0.0000 0.0000 0.8053 0.2290 0.0484 0.0000 0.0000 0.8556 0.2282 0.0515 0.0000 0.0000 0.9059 0.2274 0.0546 0.0000 0.0000 0.9563 0.2266 0.0577 0.0000 0.0000 1.0066 0.2259 0.0609 0.0000 0.0000 1.0569 0.2251 0.0640 0.0000 0.0000 1.1073 0.2243 0.0672 0.0000 0.0000 1.1576 0.2235 0.0704 0.0000 0.0000 1.2079 0.2227 0.0736 0.0000 0.0000 1.2582 0.2220 0.0768 0.0000 0.0000 1.3086 0.2212 0.0800 0.0000 0.0000 1.3589 0.2204 0.0833 0.0000 0.0000 1.4092 0.2197 0.0865 0.0000 0.0000 1.4596 0.2189 0.0898 0.0000 0.0000 1.5099 0.2181 0.0930 0.0000 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 23 1.5602 0.2174 0.0963 0.0000 0.0000 1.6105 0.2166 0.0996 0.0000 0.0000 1.6609 0.2158 0.1029 0.0000 0.0000 1.7112 0.2151 0.1062 0.0000 0.0000 1.7615 0.2143 0.1108 0.0000 0.0000 1.8119 0.2136 0.1154 0.0000 0.0000 1.8622 0.2128 0.1200 0.0000 0.0000 1.9125 0.2120 0.1247 0.0000 0.0000 1.9629 0.2113 0.1293 0.0000 0.0000 2.0132 0.2105 0.1340 0.0000 0.0000 2.0635 0.2098 0.1387 0.0000 0.0000 2.1138 0.2090 0.1434 0.0000 0.0000 2.1642 0.2083 0.1481 0.0000 0.0000 2.2145 0.2075 0.1529 0.0000 0.0000 2.2648 0.2068 0.1576 0.0000 0.0000 2.3152 0.2060 0.1624 0.0000 0.0000 2.3655 0.2053 0.1672 0.0000 0.0000 2.4158 0.2046 0.1720 0.0000 0.0000 2.4662 0.2038 0.1768 0.0000 0.0000 2.5165 0.2031 0.1817 0.0000 0.0000 2.5668 0.2023 0.1865 0.0000 0.0000 2.6171 0.2016 0.1914 0.0000 0.0000 2.6675 0.2009 0.1963 0.0000 0.0000 2.7178 0.2001 0.2012 0.0000 0.0000 2.7681 0.1994 0.2061 0.0000 0.0000 2.8185 0.1987 0.2111 0.0000 0.0000 2.8688 0.1979 0.2160 0.0000 0.0000 2.9191 0.1972 0.2210 0.0000 0.0000 2.9695 0.1965 0.2260 0.0000 0.0000 3.0198 0.1958 0.2310 0.0000 0.0000 3.0701 0.1950 0.2360 0.0000 0.0000 3.0800 0.1943 0.2370 0.0000 0.0000 Biofilter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.0800 0.2411 0.2370 0.0000 0.9796 0.0000 3.1303 0.2419 0.2492 0.0000 0.9796 0.0000 3.1807 0.2427 0.2613 0.0000 1.2086 0.0000 3.2310 0.2435 0.2736 0.0000 1.2415 0.0000 3.2813 0.2443 0.2859 0.0000 1.2744 0.0000 3.3316 0.2451 0.2982 0.0000 1.3073 0.0000 3.3820 0.2459 0.3105 0.0000 1.3401 0.0000 3.4323 0.2467 0.3229 0.0000 1.3730 0.0000 3.4826 0.2475 0.3354 0.0000 1.4059 0.0000 3.5330 0.2484 0.3478 0.0000 1.4387 0.0000 3.5833 0.2492 0.3604 0.0000 1.4716 0.0000 3.6336 0.2500 0.3729 0.0000 1.5045 0.0000 3.6840 0.2508 0.3855 0.0000 1.5373 0.0000 3.7343 0.2516 0.3982 0.0000 1.5702 0.0000 3.7846 0.2525 0.4109 0.0000 1.6031 0.0000 3.8349 0.2533 0.4236 0.0000 1.6359 0.0000 3.8853 0.2541 0.4364 0.0000 1.6434 0.0000 3.9356 0.2549 0.4492 0.0000 1.6434 0.0000 3.9859 0.2558 0.4620 0.0000 1.6434 0.0000 4.0363 0.2566 0.4749 0.0000 1.6434 0.0000 4.0866 0.2574 0.4878 0.0000 1.6434 0.0000 4.1369 0.2583 0.5008 0.0000 1.6434 0.0000 4.1873 0.2591 0.5138 0.0000 1.6434 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 24 4.2376 0.2599 0.5269 0.0000 1.6434 0.0000 4.2879 0.2608 0.5400 0.0000 1.6434 0.0000 4.3382 0.2616 0.5531 0.0000 1.6434 0.0000 4.3886 0.2624 0.5663 0.0000 1.6434 0.0000 4.4389 0.2633 0.5796 0.0580 1.6434 0.0000 4.4892 0.2641 0.5928 0.0870 1.6434 0.0000 4.5396 0.2650 0.6062 0.1408 1.6434 0.0000 4.5800 0.2657 0.6169 0.1677 1.6434 0.0000 HydroMod 4/28/2022 1:28:07 PM Page 25 Surface filter East Element Flows To: Outlet 1 Outlet 2 SSD Vault Biofilter East HydroMod 4/28/2022 1:28:07 PM Page 26 SSD Pump Depth:10.6 ft. Discharge Structure: 2 Riser Height:10.6 ft. Riser Diameter:60 in. Element Flows To: Outlet 1 Outlet 2 Flow Split Pump / Underground Storage SSD Table Hydraulic Table Stage Area Volume Outlet (feet) (ac.) (ac-ft.) Manual Struct NotUsed NotUsed NotUsed 0.000 0.165 0.000 0.200 0.000 0.000 0.000 0.000 0.200 0.165 0.000 0.200 0.000 0.000 0.000 0.000 0.400 0.165 0.001 0.200 0.000 0.000 0.000 0.000 0.600 0.165 0.003 0.200 0.000 0.000 0.000 0.000 0.800 0.165 0.005 0.200 0.000 0.000 0.000 0.000 1.000 0.165 0.008 0.200 0.000 0.000 0.000 0.000 1.200 0.165 0.012 0.200 0.000 0.000 0.000 0.000 1.400 0.165 0.018 0.200 0.000 0.000 0.000 0.000 1.600 0.165 0.024 0.200 0.000 0.000 0.000 0.000 1.800 0.165 0.031 0.200 0.000 0.000 0.000 0.000 2.000 0.165 0.039 0.200 0.000 0.000 0.000 0.000 2.200 0.165 0.050 0.200 0.000 0.000 0.000 0.000 2.400 0.165 0.065 0.200 0.000 0.000 0.000 0.000 2.600 0.165 0.083 0.200 0.000 0.000 0.000 0.000 2.800 0.165 0.103 0.200 0.000 0.000 0.000 0.000 3.000 0.165 0.125 0.200 0.000 0.000 0.000 0.000 3.200 0.165 0.148 0.200 0.000 0.000 0.000 0.000 3.400 0.165 0.173 0.200 0.000 0.000 0.000 0.000 3.600 0.165 0.198 0.200 0.000 0.000 0.000 0.000 3.800 0.165 0.224 0.200 0.000 0.000 0.000 0.000 4.000 0.165 0.250 0.200 0.000 0.000 0.000 0.000 4.200 0.165 0.277 0.200 0.000 0.000 0.000 0.000 4.400 0.165 0.303 0.200 0.000 0.000 0.000 0.000 4.600 0.165 0.330 0.200 0.000 0.000 0.000 0.000 4.800 0.165 0.355 0.200 0.000 0.000 0.000 0.000 5.000 0.165 0.380 0.200 0.000 0.000 0.000 0.000 5.200 0.165 0.403 0.200 0.000 0.000 0.000 0.000 5.400 0.165 0.426 0.200 0.000 0.000 0.000 0.000 5.600 0.165 0.447 0.200 0.000 0.000 0.000 0.000 5.800 0.165 0.466 0.200 0.000 0.000 0.000 0.000 6.000 0.165 0.484 0.200 0.000 0.000 0.000 0.000 6.200 0.165 0.500 0.200 0.000 0.000 0.000 0.000 6.400 0.165 0.515 0.200 0.000 0.000 0.000 0.000 6.600 0.165 0.527 0.200 0.000 0.000 0.000 0.000 6.800 0.165 0.539 0.200 0.000 0.000 0.000 0.000 7.000 0.165 0.547 0.200 0.000 0.000 0.000 0.000 7.200 0.165 0.555 0.200 0.000 0.000 0.000 0.000 7.400 0.165 0.561 0.200 0.000 0.000 0.000 0.000 7.600 0.165 0.566 0.200 0.000 0.000 0.000 0.000 7.700 0.165 0.568 0.200 11.12 0.000 0.000 0.000 7.800 0.165 0.570 0.200 15.73 0.000 0.000 0.000 7.900 0.165 0.572 0.200 19.26 0.000 0.000 0.000 8.000 0.165 0.575 0.200 22.24 0.000 0.000 0.000 8.100 0.165 0.577 0.200 24.87 0.000 0.000 0.000 HydroMod 4/28/2022 1:28:07 PM Page 27 8.200 0.165 0.579 0.200 27.24 0.000 0.000 0.000 8.300 0.165 0.582 0.200 29.42 0.000 0.000 0.000 8.400 0.165 0.584 0.200 31.46 0.000 0.000 0.000 8.500 0.165 0.586 0.200 33.36 0.000 0.000 0.000 8.600 0.165 0.589 0.200 35.17 0.000 0.000 0.000 8.700 0.165 0.591 0.200 36.89 0.000 0.000 0.000 8.800 0.165 0.594 0.200 38.53 0.000 0.000 0.000 8.900 0.165 0.596 0.200 40.10 0.000 0.000 0.000 9.000 0.165 0.598 0.200 41.61 0.000 0.000 0.000 9.100 0.165 0.600 0.200 43.07 0.000 0.000 0.000 9.200 0.165 0.603 0.200 44.49 0.000 0.000 0.000 9.300 0.165 0.605 0.200 45.86 0.000 0.000 0.000 9.400 0.165 0.607 0.200 47.18 0.000 0.000 0.000 9.500 0.165 0.609 0.200 48.48 0.000 0.000 0.000 9.600 0.165 0.610 0.200 49.74 0.000 0.000 0.000 9.700 0.165 0.612 0.200 50.97 0.000 0.000 0.000 9.800 0.165 0.613 0.200 52.16 0.000 0.000 0.000 9.900 0.165 0.614 0.200 53.34 0.000 0.000 0.000 10.000 0.165 0.615 0.200 54.48 0.000 0.000 0.000 10.10 0.165 0.616 0.200 55.61 0.000 0.000 0.000 10.20 0.165 0.617 0.200 56.71 0.000 0.000 0.000 10.30 0.165 0.618 0.200 57.79 0.000 0.000 0.000 10.40 0.165 0.618 0.200 58.85 0.000 0.000 0.000 10.50 0.165 0.619 0.200 59.89 0.000 0.000 0.000 10.60 0.165 0.619 0.200 60.92 0.000 0.000 0.000 HydroMod 4/28/2022 1:28:07 PM Page 28 SSD Vault Depth:10 ft. Discharge Structure: 2 Riser Height:0 ft. Riser Diameter:0 in. Discharge Structure: 3 Riser Height:0 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet Outlet (feet) (ac.) (ac-ft.) Manual Struct Struct NotUsed NotUsed 0.000 0.182 0.000 0.000 0.000 0.000 0.000 0.000 0.200 0.182 0.033 0.000 0.019 0.019 0.000 0.000 0.400 0.182 0.066 0.000 0.027 0.027 0.000 0.000 0.600 0.182 0.099 0.000 0.033 0.033 0.000 0.000 0.800 0.182 0.132 0.000 0.038 0.038 0.000 0.000 1.000 0.182 0.165 0.000 0.042 0.042 0.000 0.000 1.200 0.182 0.198 0.000 0.046 0.046 0.000 0.000 1.400 0.182 0.231 0.000 0.050 0.050 0.000 0.000 1.600 0.182 0.264 0.000 0.054 0.054 0.000 0.000 1.800 0.182 0.297 0.000 0.057 0.057 0.000 0.000 2.000 0.182 0.330 0.000 0.060 0.060 0.000 0.000 2.200 0.182 0.364 0.000 0.063 0.063 0.000 0.000 2.400 0.182 0.397 0.000 0.066 0.066 0.000 0.000 2.600 0.182 0.430 0.000 0.068 0.068 0.000 0.000 2.800 0.182 0.463 0.000 0.071 0.071 0.000 0.000 3.000 0.182 0.496 0.000 0.073 0.073 0.000 0.000 3.200 0.182 0.529 0.000 0.076 0.076 0.000 0.000 3.400 0.182 0.562 0.000 0.078 0.078 0.000 0.000 3.600 0.182 0.595 0.000 0.080 0.080 0.000 0.000 3.800 0.182 0.628 0.000 0.083 0.083 0.000 0.000 4.000 0.182 0.661 0.000 0.085 0.085 0.000 0.000 4.200 0.182 0.694 0.000 0.087 0.087 0.000 0.000 4.400 0.182 0.727 0.000 0.089 0.089 0.000 0.000 4.600 0.182 0.760 0.000 0.091 0.091 0.000 0.000 4.800 0.182 0.793 0.000 0.093 0.093 0.000 0.000 5.000 0.182 0.826 0.000 0.095 0.095 0.000 0.000 5.200 0.182 0.859 0.000 0.097 0.097 0.000 0.000 5.400 0.182 0.892 0.000 0.099 0.099 0.000 0.000 5.600 0.182 0.925 0.000 0.100 0.100 0.000 0.000 5.800 0.182 0.958 0.000 0.102 0.102 0.000 0.000 6.000 0.182 0.991 0.000 0.104 0.104 0.000 0.000 6.200 0.182 1.024 0.000 0.106 0.106 0.000 0.000 6.400 0.182 1.058 0.000 0.107 0.107 0.000 0.000 6.600 0.182 1.091 0.000 0.109 0.109 0.000 0.000 6.800 0.182 1.124 0.000 0.111 0.111 0.000 0.000 7.000 0.182 1.157 0.000 0.112 0.112 0.000 0.000 7.200 0.182 1.190 0.000 0.114 0.114 0.000 0.000 7.400 0.182 1.223 0.000 0.115 0.115 0.000 0.000 7.600 0.182 1.256 0.000 0.117 0.117 0.000 0.000 7.800 0.182 1.289 0.000 0.118 0.118 0.000 0.000 8.000 0.182 1.322 0.000 0.120 0.120 0.000 0.000 HydroMod 4/28/2022 1:28:07 PM Page 29 8.200 0.182 1.355 0.000 0.121 0.121 0.000 0.000 8.400 0.182 1.388 0.000 0.123 0.123 0.000 0.000 8.600 0.182 1.421 0.000 0.124 0.124 0.000 0.000 8.800 0.182 1.454 0.000 0.126 0.126 0.000 0.000 9.000 0.182 1.487 0.000 0.127 0.127 0.000 0.000 9.100 0.182 1.503 2.794 0.128 0.128 0.000 0.000 9.200 0.182 1.519 7.902 0.129 0.129 0.000 0.000 9.300 0.182 1.535 14.52 0.129 0.129 0.000 0.000 9.400 0.182 1.551 22.35 0.130 0.130 0.000 0.000 9.500 0.182 1.567 31.24 0.131 0.131 0.000 0.000 9.600 0.182 1.583 41.06 0.131 0.131 0.000 0.000 9.700 0.182 1.599 51.74 0.132 0.132 0.000 0.000 9.800 0.182 1.615 63.22 0.133 0.133 0.000 0.000 9.900 0.182 1.632 75.43 0.133 0.133 0.000 0.000 10.000 0.182 1.648 88.35 0.134 0.134 0.000 0.000 HydroMod 4/28/2022 1:28:07 PM Page 30 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:19.34 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:6.77 Total Impervious Area:12.57 Flow Frequency Method:Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.970081 5 year 4.857895 10 year 6.091662 25 year 8.721187 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.487394 5 year 1.253024 10 year 2.27037 25 year 3.498769 6.09 Cumulative Probability 0 4.64 .. u ~ 3.19 0 J IL 1.75 0.30 lOC-4 lOC-3 l0E-2 lOE-1 10 100 F'e r oer,1: Time-E x:c:,eedir,g om +--------------------------+om 20 30 50 70 80 HydroMod 4/28/2022 1:28:14 PM Page 31 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.2970 430 380 88 Pass 0.3555 369 303 82 Pass 0.4141 339 248 73 Pass 0.4726 305 210 68 Pass 0.5311 279 184 65 Pass 0.5897 258 162 62 Pass 0.6482 239 137 57 Pass 0.7067 225 117 52 Pass 0.7653 209 105 50 Pass 0.8238 193 94 48 Pass 0.8823 179 89 49 Pass 0.9409 167 80 47 Pass 0.9994 158 73 46 Pass 1.0579 152 70 46 Pass 1.1165 148 62 41 Pass 1.1750 144 58 40 Pass 1.2335 138 51 36 Pass 1.2920 131 47 35 Pass 1.3506 125 39 31 Pass 1.4091 120 36 30 Pass 1.4676 116 32 27 Pass 1.5262 114 27 23 Pass 1.5847 113 25 22 Pass 1.6432 104 24 23 Pass 1.7018 103 21 20 Pass 1.7603 99 19 19 Pass 1.8188 92 19 20 Pass 1.8774 85 16 18 Pass 1.9359 82 16 19 Pass 1.9944 79 14 17 Pass 2.0530 75 14 18 Pass 2.1115 71 14 19 Pass 2.1700 69 12 17 Pass 2.2286 66 12 18 Pass 2.2871 65 11 16 Pass 2.3456 64 10 15 Pass 2.4042 63 8 12 Pass 2.4627 59 6 10 Pass 2.5212 56 6 10 Pass 2.5798 53 5 9 Pass 2.6383 53 5 9 Pass 2.6968 51 4 7 Pass 2.7553 48 3 6 Pass 2.8139 47 3 6 Pass 2.8724 44 3 6 Pass 2.9309 41 3 7 Pass 2.9895 38 3 7 Pass 3.0480 38 3 7 Pass 3.1065 37 2 5 Pass 3.1651 35 2 5 Pass 3.2236 34 2 5 Pass 3.2821 34 2 5 Pass 3.3407 34 2 5 Pass HydroMod 4/28/2022 1:28:14 PM Page 32 3.3992 34 2 5 Pass 3.4577 33 2 6 Pass 3.5163 33 1 3 Pass 3.5748 31 1 3 Pass 3.6333 30 0 0 Pass 3.6919 27 0 0 Pass 3.7504 26 0 0 Pass 3.8089 26 0 0 Pass 3.8675 25 0 0 Pass 3.9260 24 0 0 Pass 3.9845 24 0 0 Pass 4.0430 24 0 0 Pass 4.1016 22 0 0 Pass 4.1601 22 0 0 Pass 4.2186 21 0 0 Pass 4.2772 19 0 0 Pass 4.3357 18 0 0 Pass 4.3942 18 0 0 Pass 4.4528 18 0 0 Pass 4.5113 16 0 0 Pass 4.5698 16 0 0 Pass 4.6284 15 0 0 Pass 4.6869 14 0 0 Pass 4.7454 14 0 0 Pass 4.8040 13 0 0 Pass 4.8625 12 0 0 Pass 4.9210 11 0 0 Pass 4.9796 11 0 0 Pass 5.0381 11 0 0 Pass 5.0966 10 0 0 Pass 5.1552 9 0 0 Pass 5.2137 9 0 0 Pass 5.2722 9 0 0 Pass 5.3307 8 0 0 Pass 5.3893 8 0 0 Pass 5.4478 8 0 0 Pass 5.5063 8 0 0 Pass 5.5649 8 0 0 Pass 5.6234 8 0 0 Pass 5.6819 7 0 0 Pass 5.7405 6 0 0 Pass 5.7990 6 0 0 Pass 5.8575 6 0 0 Pass 5.9161 5 0 0 Pass 5.9746 5 0 0 Pass 6.0331 5 0 0 Pass 6.0917 5 0 0 Pass HydroMod 4/28/2022 1:28:14 PM Page 33 Water Quality HydroMod 4/28/2022 1:28:14 PM Page 34 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. HydroMod 4/28/2022 1:28:14 PM Page 35 Appendix Predeveloped Schematic HydroMod 4/28/2022 1:28:15 PM Page 36 Mitigated Schematic HydroMod 4/28/2022 1:28:15 PM Page 37 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1963 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 HydroMod.wdm MESSU 25 PreHydroMod.MES 27 PreHydroMod.L61 28 PreHydroMod.L62 30 POCHydroMod1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 19 PERLND 28 PERLND 45 PERLND 48 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Lot 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 19 C,NatVeg,Flat 1 1 1 1 27 0 28 D,NatVeg,Flat 1 1 1 1 27 0 45 C,Urban,Steep 1 1 1 1 27 0 48 D,Urban,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 19 0 0 1 0 0 0 0 0 0 0 0 0 28 0 0 1 0 0 0 0 0 0 0 0 0 45 0 0 1 0 0 0 0 0 0 0 0 0 HydroMod 4/28/2022 1:28:15 PM Page 38 48 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 19 0 0 4 0 0 0 0 0 0 0 0 0 1 9 28 0 0 4 0 0 0 0 0 0 0 0 0 1 9 45 0 0 4 0 0 0 0 0 0 0 0 0 1 9 48 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 19 0 1 1 1 0 0 0 0 1 1 0 28 0 1 1 1 0 0 0 0 1 1 0 45 0 1 1 1 0 0 0 0 1 1 0 48 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 19 0 3.8 0.035 100 0.05 2.5 0.915 28 0 3.3 0.03 100 0.05 2.5 0.915 45 0 3.2 0.03 50 0.15 2.5 0.915 48 0 3.2 0.02 50 0.15 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 19 0 0 2 2 0 0.05 0.05 28 0 0 2 2 0 0.05 0.05 45 0 0 2 2 0 0.05 0.05 48 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 19 0 0.6 0.04 1 0.3 0 28 0 0.6 0.04 1 0.3 0 45 0 0.6 0.03 1 0.3 0 48 0 0.6 0.03 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 19 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 28 0.4 0.4 0.4 0.4 0.6 0.6 0.6 0.6 0.6 0.4 0.4 0.4 45 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 48 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 19 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 28 0.1 0.1 0.1 0.1 0.06 0.06 0.06 0.06 0.06 0.1 0.1 0.1 45 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 48 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 19 0 0 0.01 0 0.4 0.01 0 28 0 0 0.01 0 0.4 0.01 0 45 0 0 0.15 0 1 0.05 0 HydroMod 4/28/2022 1:28:15 PM Page 39 48 0 0 0.15 0 1 0.05 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Lot 1*** PERLND 19 2.23 COPY 501 12 PERLND 19 2.23 COPY 501 13 PERLND 28 1.93 COPY 501 12 PERLND 28 1.93 COPY 501 13 PERLND 45 0.28 COPY 501 12 PERLND 45 0.28 COPY 501 13 PERLND 48 1.93 COPY 501 12 PERLND 48 1.93 COPY 501 13 Lot 2*** PERLND 19 3 COPY 501 12 PERLND 19 3 COPY 501 13 PERLND 28 0.96 COPY 501 12 PERLND 28 0.96 COPY 501 13 PERLND 45 0.22 COPY 501 12 PERLND 45 0.22 COPY 501 13 PERLND 48 1.3 COPY 501 12 PERLND 48 1.3 COPY 501 13 Lot 3*** PERLND 19 2.31 COPY 501 12 PERLND 19 2.31 COPY 501 13 PERLND 28 0.1 COPY 501 12 HydroMod 4/28/2022 1:28:15 PM Page 40 PERLND 28 0.1 COPY 501 13 PERLND 45 0.56 COPY 501 12 PERLND 45 0.56 COPY 501 13 Lot 4*** PERLND 19 3.75 COPY 501 12 PERLND 19 3.75 COPY 501 13 PERLND 45 0.77 COPY 501 12 PERLND 45 0.77 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC HydroMod 4/28/2022 1:28:15 PM Page 41 WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 45 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 48 EXTNL SURLI END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN HydroMod 4/28/2022 1:28:15 PM Page 42 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1963 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 HydroMod.wdm MESSU 25 MitHydroMod.MES 27 MitHydroMod.L61 28 MitHydroMod.L62 30 POCHydroMod1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 43 PERLND 45 IMPLND 1 PERLND 46 IMPLND 3 PERLND 48 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 RCHRES 7 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 SSD Vault MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 43 C,Urban,Flat 1 1 1 1 27 0 HydroMod 4/28/2022 1:28:15 PM Page 43 45 C,Urban,Steep 1 1 1 1 27 0 46 D,Urban,Flat 1 1 1 1 27 0 48 D,Urban,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 43 0 0 1 0 0 0 0 0 0 0 0 0 45 0 0 1 0 0 0 0 0 0 0 0 0 46 0 0 1 0 0 0 0 0 0 0 0 0 48 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 43 0 0 4 0 0 0 0 0 0 0 0 0 1 9 45 0 0 4 0 0 0 0 0 0 0 0 0 1 9 46 0 0 4 0 0 0 0 0 0 0 0 0 1 9 48 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 43 0 1 1 1 0 0 0 0 1 1 0 45 0 1 1 1 0 0 0 0 1 1 0 46 0 1 1 1 0 0 0 0 1 1 0 48 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 43 0 3.8 0.04 50 0.05 2.5 0.915 45 0 3.2 0.03 50 0.15 2.5 0.915 46 0 3.8 0.03 50 0.05 2.5 0.915 48 0 3.2 0.02 50 0.15 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 43 0 0 2 2 0 0.05 0.05 45 0 0 2 2 0 0.05 0.05 46 0 0 2 2 0 0.05 0.05 48 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 43 0 0.6 0.03 1 0.3 0 45 0 0.6 0.03 1 0.3 0 46 0 0.6 0.03 1 0.3 0 48 0 0.6 0.03 1 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 43 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 45 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 46 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 48 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 43 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 HydroMod 4/28/2022 1:28:15 PM Page 44 45 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 46 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 48 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 43 0 0 0.15 0 1 0.05 0 45 0 0 0.15 0 1 0.05 0 46 0 0 0.15 0 1 0.05 0 48 0 0 0.15 0 1 0.05 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 IMPERVIOUS-FLAT 1 1 1 27 0 3 IMPERVIOUS-STEEP 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 3 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 3 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 1 3 0 0 0 0 1 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 3 100 0.15 0.011 0.05 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 3 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 3 0 0 END IWAT-STATE1 END IMPLND HydroMod 4/28/2022 1:28:15 PM Page 45 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Mit 1*** PERLND 43 0.35 RCHRES 3 2 PERLND 43 0.35 RCHRES 3 3 PERLND 45 0.11 RCHRES 3 2 PERLND 45 0.11 RCHRES 3 3 IMPLND 1 3.91 RCHRES 3 5 Mit 6*** PERLND 43 0.06 RCHRES 7 2 PERLND 43 0.06 RCHRES 7 3 PERLND 46 0.03 RCHRES 7 2 PERLND 46 0.03 RCHRES 7 3 PERLND 48 3.16 RCHRES 7 2 PERLND 48 3.16 RCHRES 7 3 PERLND 45 0.95 RCHRES 7 2 PERLND 45 0.95 RCHRES 7 3 IMPLND 3 0.17 RCHRES 7 5 Mit 2*** PERLND 43 0.07 RCHRES 3 2 PERLND 43 0.07 RCHRES 3 3 IMPLND 1 0.84 RCHRES 3 5 Mit 3*** PERLND 43 0.39 RCHRES 3 2 PERLND 43 0.39 RCHRES 3 3 PERLND 45 0.06 RCHRES 3 2 PERLND 45 0.06 RCHRES 3 3 Mit 4*** PERLND 43 0.17 RCHRES 1 2 PERLND 43 0.17 RCHRES 1 3 PERLND 46 0.11 RCHRES 1 2 PERLND 46 0.11 RCHRES 1 3 IMPLND 1 7.4 RCHRES 1 5 IMPLND 3 0.01 RCHRES 1 5 Mit 5*** PERLND 43 0.32 RCHRES 5 2 PERLND 43 0.32 RCHRES 5 3 PERLND 45 0.07 RCHRES 5 2 PERLND 45 0.07 RCHRES 5 3 Mit 7*** PERLND 43 0.05 COPY 501 12 PERLND 43 0.05 COPY 601 12 PERLND 43 0.05 COPY 501 13 PERLND 43 0.05 COPY 601 13 PERLND 45 0.01 COPY 501 12 PERLND 45 0.01 COPY 601 12 PERLND 45 0.01 COPY 501 13 PERLND 45 0.01 COPY 601 13 IMPLND 1 0.21 COPY 501 15 IMPLND 1 0.21 COPY 601 15 IMPLND 3 0.01 COPY 501 15 IMPLND 3 0.01 COPY 601 15 Mit 8*** PERLND 43 0.36 COPY 501 12 PERLND 43 0.36 COPY 601 12 PERLND 43 0.36 COPY 501 13 PERLND 43 0.36 COPY 601 13 PERLND 45 0.5 COPY 501 12 PERLND 45 0.5 COPY 601 12 PERLND 45 0.5 COPY 501 13 PERLND 45 0.5 COPY 601 13 IMPLND 3 0.02 COPY 501 15 IMPLND 3 0.02 COPY 601 15 ******Routing****** RCHRES 6 1 RCHRES 7 6 RCHRES 6 COPY 1 16 RCHRES 5 1 RCHRES 7 7 HydroMod 4/28/2022 1:28:15 PM Page 46 RCHRES 5 COPY 1 17 RCHRES 5 1 RCHRES 6 8 RCHRES 2 1 RCHRES 5 7 RCHRES 2 1 RCHRES 7 8 RCHRES 2 COPY 1 18 RCHRES 4 1 RCHRES 7 6 RCHRES 4 COPY 1 16 RCHRES 3 1 RCHRES 7 7 RCHRES 3 COPY 1 17 RCHRES 3 1 RCHRES 4 8 PERLND 43 0.06 COPY 1 12 PERLND 46 0.03 COPY 1 12 PERLND 48 3.16 COPY 1 12 PERLND 45 0.95 COPY 1 12 IMPLND 3 0.17 COPY 1 15 PERLND 43 0.06 COPY 1 13 PERLND 46 0.03 COPY 1 13 PERLND 48 3.16 COPY 1 13 PERLND 45 0.95 COPY 1 13 RCHRES 1 1 RCHRES 2 7 RCHRES 7 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 SSD Pump 2 1 1 1 28 0 1 2 Flow Split Pump -019 2 1 1 1 28 0 1 3 Surface filter -023 2 1 1 1 28 0 1 4 Biofilter East 1 1 1 1 28 0 1 5 Surface filter -017 2 1 1 1 28 0 1 6 Biofilter West 1 1 1 1 28 0 1 7 SSD Vault 3 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 HydroMod 4/28/2022 1:28:15 PM Page 47 7 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 6 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.02 0.0 0.0 0.0 0.0 5 5 0.01 0.0 0.0 0.0 0.0 6 6 0.01 0.0 0.0 0.0 0.0 7 7 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 6 63 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.148397 0.000000 0.000000 0.050330 0.148214 0.001470 0.000000 0.100659 0.147287 0.002952 0.000000 0.150989 0.146363 0.004445 0.000000 0.201319 0.145442 0.005949 0.000000 0.251648 0.144524 0.007465 0.000000 0.301978 0.143609 0.008993 0.000000 0.352308 0.142696 0.010532 0.000000 0.402637 0.141787 0.012083 0.000000 0.452967 0.140880 0.013645 0.000000 0.503297 0.139977 0.015219 0.000000 0.553626 0.139076 0.016805 0.000000 0.603956 0.138178 0.018403 0.000000 0.654286 0.137283 0.020013 0.000000 0.704615 0.136391 0.021634 0.000000 0.754945 0.135502 0.023268 0.000000 0.805275 0.134616 0.024913 0.000000 0.855604 0.133732 0.026571 0.000000 0.905934 0.132852 0.028240 0.000000 0.956264 0.131974 0.029922 0.000000 HydroMod 4/28/2022 1:28:15 PM Page 48 1.006593 0.131100 0.031616 0.000000 1.056923 0.130228 0.033322 0.000000 1.107253 0.129359 0.035041 0.000000 1.157582 0.128494 0.036772 0.000000 1.207912 0.127631 0.038515 0.000000 1.258242 0.126771 0.040270 0.000000 1.308571 0.125913 0.042038 0.000000 1.358901 0.125059 0.043818 0.058029 1.409231 0.124208 0.045611 0.087043 1.459560 0.123359 0.047417 0.175061 1.509890 0.122514 0.049235 0.175424 1.560220 0.121671 0.051066 0.185034 1.610549 0.120832 0.052909 0.189839 1.660879 0.119995 0.054765 0.234862 1.711209 0.119161 0.056634 0.242209 1.761538 0.118330 0.059238 0.245883 1.811868 0.117502 0.061859 0.270122 1.862198 0.116677 0.064497 0.282242 1.912527 0.115854 0.067154 0.307705 1.962857 0.115035 0.069829 0.320437 2.013187 0.114219 0.072522 0.344161 2.063516 0.113405 0.075233 0.356022 2.113846 0.112595 0.077962 0.363033 2.164176 0.111787 0.080709 0.366538 2.214505 0.110982 0.083475 0.389916 2.264835 0.110180 0.086259 0.429169 2.315165 0.109381 0.089062 0.473425 2.365495 0.108585 0.091883 0.518025 2.415824 0.107792 0.094722 0.561123 2.466154 0.107002 0.097580 0.602124 2.516484 0.106214 0.100457 0.640965 2.566813 0.105430 0.103352 0.677785 2.617143 0.104648 0.106267 0.712790 2.667473 0.103870 0.109200 0.746186 2.717802 0.103094 0.112152 0.778162 2.768132 0.102321 0.115123 0.808883 2.818462 0.101551 0.118113 0.838493 2.868791 0.100784 0.121122 0.867116 2.919121 0.100020 0.124150 0.896508 2.969451 0.099259 0.127197 0.896508 3.019780 0.098501 0.130264 0.896508 3.070110 0.097745 0.133350 0.896508 3.080000 0.096993 0.208051 0.896508 END FTABLE 6 FTABLE 5 31 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.096993 0.000000 0.000000 0.000000 0.050330 0.149327 0.007492 0.000000 0.489005 0.100659 0.150260 0.015031 0.000000 0.603321 0.150989 0.151197 0.022617 0.000000 0.619729 0.201319 0.152136 0.030251 0.000000 0.636136 0.251648 0.153078 0.037931 0.000000 0.652544 0.301978 0.154023 0.045659 0.000000 0.668952 0.352308 0.154971 0.053435 0.000000 0.685359 0.402637 0.155921 0.061259 0.000000 0.701767 0.452967 0.156875 0.069130 0.000000 0.718175 0.503297 0.157832 0.077050 0.000000 0.734582 0.553626 0.158791 0.085018 0.000000 0.750990 0.603956 0.159753 0.093034 0.000000 0.767398 0.654286 0.160719 0.101098 0.000000 0.783805 0.704615 0.161687 0.109212 0.000000 0.800213 0.754945 0.162658 0.117374 0.000000 0.816620 0.805275 0.163632 0.125585 0.000000 0.833028 0.855604 0.164609 0.133845 0.000000 0.849436 0.905934 0.165589 0.142154 0.000000 0.865843 0.956264 0.166572 0.150513 0.000000 0.882251 1.006593 0.167557 0.158921 0.011371 0.896508 1.056923 0.168546 0.167379 0.288108 0.896508 HydroMod 4/28/2022 1:28:15 PM Page 49 1.107253 0.169537 0.175887 0.744327 0.896508 1.157582 0.170532 0.184445 1.323136 0.896508 1.207912 0.171529 0.193053 1.998402 0.896508 1.258242 0.172529 0.201711 2.750832 0.896508 1.308571 0.173532 0.210419 3.562979 0.896508 1.358901 0.174538 0.219179 4.417559 0.896508 1.409231 0.175547 0.227988 5.296911 0.896508 1.459560 0.176559 0.236849 6.182987 0.896508 1.500000 0.177374 0.244006 7.057660 0.896508 END FTABLE 5 FTABLE 2 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.200000 0.000000 0.111111 0.000000 0.000000 0.200000 0.000000 0.222222 0.000000 0.000000 0.200000 0.000000 0.333333 0.000000 0.000000 0.200000 0.000000 0.444444 0.000000 0.000000 0.200000 0.000000 0.555556 0.000000 0.000000 0.200000 0.000000 0.666667 0.000000 0.000000 0.200000 11.00000 0.777778 0.000000 0.000000 0.200000 21.00000 0.888889 0.000000 0.000000 0.200000 31.00000 1.000000 0.000000 0.000000 0.200000 41.00000 1.111111 0.000000 0.000000 0.200000 51.00000 1.222222 0.000000 0.000000 0.200000 61.00000 1.333333 0.000000 0.000000 0.200000 71.00000 1.444444 0.000000 0.000000 0.200000 81.00000 1.555556 0.000000 0.000000 0.200000 91.00000 1.666667 0.000000 0.000000 0.200000 101.0000 1.777778 0.000000 0.000000 0.200000 111.0000 1.888889 0.000000 0.000000 0.200000 121.0000 2.000000 0.000000 0.000000 0.200000 131.0000 2.111111 0.000000 0.000000 0.200000 141.0000 2.222222 0.000000 0.000000 0.200000 151.0000 2.333333 0.000000 0.000000 0.200000 161.0000 2.444444 0.000000 0.000000 0.200000 171.0000 2.555556 0.000000 0.000000 0.200000 181.0000 2.666667 0.000000 0.000000 0.200000 191.0000 2.777778 0.000000 0.000000 0.200000 201.0000 2.888889 0.000000 0.000000 0.200000 211.0000 3.000000 0.000000 0.000000 0.200000 221.0000 3.111111 0.000000 0.000000 0.200000 231.0000 3.222222 0.000000 0.000000 0.200000 241.0000 3.333333 0.000000 0.000000 0.200000 251.0000 3.444444 0.000000 0.000000 0.200000 261.0000 3.555556 0.000000 0.000000 0.200000 271.0000 3.666667 0.000000 0.000000 0.200000 281.0000 3.777778 0.000000 0.000000 0.200000 291.0000 3.888889 0.000000 0.000000 0.200000 301.0000 4.000000 0.000000 0.000000 0.200000 311.0000 4.111111 0.000000 0.000000 0.200000 321.0000 4.222222 0.000000 0.000000 0.200000 331.0000 4.333333 0.000000 0.000000 0.200000 341.0000 4.444444 0.000000 0.000000 0.200000 351.0000 4.555556 0.000000 0.000000 0.200000 361.0000 4.666667 0.000000 0.000000 0.200000 371.0000 4.777778 0.000000 0.000000 0.200000 381.0000 4.888889 0.000000 0.000000 0.200000 391.0000 5.000000 0.000000 0.000000 0.200000 401.0000 5.111111 0.000000 0.000000 0.200000 411.0000 5.222222 0.000000 0.000000 0.200000 421.0000 5.333333 0.000000 0.000000 0.200000 431.0000 5.444444 0.000000 0.000000 0.200000 441.0000 5.555556 0.000000 0.000000 0.200000 451.0000 5.666667 0.000000 0.000000 0.200000 461.0000 5.777778 0.000000 0.000000 0.200000 471.0000 5.888889 0.000000 0.000000 0.200000 481.0000 6.000000 0.000000 0.000000 0.200000 491.0000 6.111111 0.000000 0.000000 0.200000 501.0000 HydroMod 4/28/2022 1:28:15 PM Page 50 6.222222 0.000000 0.000000 0.200000 511.0000 6.333333 0.000000 0.000000 0.200000 521.0000 6.444444 0.000000 0.000000 0.200000 531.0000 6.555556 0.000000 0.000000 0.200000 541.0000 6.666667 0.000000 0.000000 0.200000 551.0000 6.777778 0.000000 0.000000 0.200000 561.0000 6.888889 0.000000 0.000000 0.200000 571.0000 7.000000 0.000000 0.000000 0.200000 581.0000 7.111111 0.000000 0.000000 0.200000 591.0000 7.222222 0.000000 0.000000 0.200000 601.0000 7.333333 0.000000 0.000000 0.200000 611.0000 7.444444 0.000000 0.000000 0.200000 621.0000 7.555556 0.000000 0.000000 0.200000 631.0000 7.666667 0.000000 0.000000 0.200000 641.0000 7.777778 0.000000 0.000000 0.200000 651.0000 7.888889 0.000000 0.000000 0.200000 661.0000 8.000000 0.000000 0.000000 0.200000 671.0000 8.111111 0.000000 0.000000 0.200000 681.0000 8.222222 0.000000 0.000000 0.200000 691.0000 8.333333 0.000000 0.000000 0.200000 701.0000 8.444444 0.000000 0.000000 0.200000 711.0000 8.555556 0.000000 0.000000 0.200000 721.0000 8.666667 0.000000 0.000000 0.200000 731.0000 8.777778 0.000000 0.000000 0.200000 741.0000 8.888889 0.000000 0.000000 0.200000 751.0000 9.000000 0.000000 0.000000 0.200000 761.0000 9.111111 0.000000 0.000000 0.200000 771.0000 9.222222 0.000000 0.000000 0.200000 781.0000 9.333333 0.000000 0.000000 0.200000 791.0000 9.444444 0.000000 0.000000 0.200000 801.0000 9.555556 0.000000 0.000000 0.200000 811.0000 9.666667 0.000000 0.000000 0.200000 821.0000 9.777778 0.000000 0.000000 0.200000 831.0000 9.888889 0.001000 0.000000 0.200000 841.0000 END FTABLE 2 FTABLE 4 63 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.241059 0.000000 0.000000 0.050330 0.240900 0.002939 0.000000 0.100659 0.240096 0.005889 0.000000 0.150989 0.239293 0.008851 0.000000 0.201319 0.238492 0.011823 0.000000 0.251648 0.237692 0.014806 0.000000 0.301978 0.236893 0.017800 0.000000 0.352308 0.236096 0.020805 0.000000 0.402637 0.235299 0.023822 0.000000 0.452967 0.234505 0.026849 0.000000 0.503297 0.233711 0.029887 0.000000 0.553626 0.232919 0.032937 0.000000 0.603956 0.232129 0.035997 0.000000 0.654286 0.231339 0.039069 0.000000 0.704615 0.230551 0.042152 0.000000 0.754945 0.229764 0.045247 0.000000 0.805275 0.228979 0.048352 0.000000 0.855604 0.228195 0.051469 0.000000 0.905934 0.227412 0.054597 0.000000 0.956264 0.226631 0.057736 0.000000 1.006593 0.225851 0.060886 0.000000 1.056923 0.225073 0.064048 0.000000 1.107253 0.224295 0.067221 0.000000 1.157582 0.223519 0.070406 0.000000 1.207912 0.222745 0.073602 0.000000 1.258242 0.221971 0.076809 0.000000 1.308571 0.221200 0.080028 0.000000 1.358901 0.220429 0.083258 0.058029 1.409231 0.219660 0.086499 0.087043 1.459560 0.218892 0.089753 0.140844 1.509890 0.218125 0.093017 0.167744 HydroMod 4/28/2022 1:28:15 PM Page 51 1.560220 0.217360 0.096293 0.208650 1.610549 0.216596 0.099581 0.229103 1.660879 0.215834 0.102880 0.261732 1.711209 0.215073 0.106191 0.278047 1.761538 0.214313 0.110787 0.305608 1.811868 0.213555 0.115399 0.319388 1.862198 0.212797 0.120027 0.343636 1.912527 0.212042 0.124672 0.355760 1.962857 0.211287 0.129332 0.377669 2.013187 0.210534 0.134009 0.388624 2.063516 0.209782 0.138702 0.408774 2.113846 0.209032 0.143411 0.418849 2.164176 0.208283 0.148137 0.424812 2.214505 0.207535 0.152878 0.427794 2.264835 0.206789 0.157636 0.448108 2.315165 0.206044 0.162411 0.482894 2.365495 0.205300 0.167202 0.522759 2.415824 0.204558 0.172009 0.563490 2.466154 0.203817 0.176833 0.603308 2.516484 0.203077 0.181673 0.641556 2.566813 0.202339 0.186530 0.678081 2.617143 0.201602 0.191403 0.712938 2.667473 0.200867 0.196293 0.746260 2.717802 0.200132 0.201199 0.778199 2.768132 0.199399 0.206122 0.808901 2.818462 0.198668 0.211061 0.838502 2.868791 0.197938 0.216018 0.867120 2.919121 0.197209 0.220991 0.894869 2.969451 0.196481 0.225980 0.921862 3.019780 0.195755 0.230987 0.948252 3.070110 0.195030 0.236010 0.974600 3.080000 0.194307 0.372821 1.643442 END FTABLE 4 FTABLE 3 31 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.194307 0.000000 0.000000 0.000000 0.050330 0.241864 0.012153 0.000000 0.979630 0.100659 0.242671 0.024346 0.000000 1.208641 0.150989 0.243480 0.036580 0.000000 1.241511 0.201319 0.244290 0.048854 0.000000 1.274381 0.251648 0.245101 0.061170 0.000000 1.307250 0.301978 0.245913 0.073526 0.000000 1.340120 0.352308 0.246727 0.085923 0.000000 1.372990 0.402637 0.247542 0.098362 0.000000 1.405859 0.452967 0.248359 0.110841 0.000000 1.438729 0.503297 0.249177 0.123361 0.000000 1.471599 0.553626 0.249996 0.135923 0.000000 1.504468 0.603956 0.250817 0.148526 0.000000 1.537338 0.654286 0.251638 0.161170 0.000000 1.570208 0.704615 0.252462 0.173856 0.000000 1.603077 0.754945 0.253286 0.186583 0.000000 1.635947 0.805275 0.254112 0.199351 0.000000 1.643442 0.855604 0.254940 0.212161 0.000000 1.643442 0.905934 0.255768 0.225013 0.000000 1.643442 0.956264 0.256598 0.237907 0.000000 1.643442 1.006593 0.257429 0.250842 0.034119 1.643442 1.056923 0.258262 0.263820 0.865052 1.643442 1.107253 0.259096 0.276839 2.236383 1.643442 1.157582 0.259931 0.289900 3.981472 1.643442 1.207912 0.260768 0.303003 6.031970 1.643442 1.258242 0.261606 0.316149 8.347004 1.643442 1.308571 0.262446 0.329337 10.89821 1.643442 1.358901 0.263286 0.342567 13.66409 1.643442 1.409231 0.264128 0.355839 16.62723 1.643442 1.459560 0.264972 0.369154 19.77292 1.643442 1.500000 0.265650 0.379883 23.08814 1.643442 END FTABLE 3 FTABLE 1 HydroMod 4/28/2022 1:28:15 PM Page 52 69 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.165208 0.000000 0.200000 0.000000 0.200000 0.165208 0.000243 0.200000 0.000000 0.400000 0.165208 0.001362 0.200000 0.000000 0.600000 0.165208 0.003031 0.200000 0.000000 0.800000 0.165208 0.005268 0.200000 0.000000 1.000000 0.165208 0.008243 0.200000 0.000000 1.200000 0.165208 0.012457 0.200000 0.000000 1.400000 0.165208 0.017849 0.200000 0.000000 1.600000 0.165208 0.023958 0.200000 0.000000 1.800000 0.165208 0.030933 0.200000 0.000000 2.000000 0.165208 0.039183 0.200000 0.000000 2.200000 0.165208 0.050185 0.200000 0.000000 2.400000 0.165208 0.065104 0.200000 0.000000 2.600000 0.165208 0.082744 0.200000 0.000000 2.800000 0.165208 0.102629 0.200000 0.000000 3.000000 0.165208 0.124565 0.200000 0.000000 3.200000 0.165208 0.148001 0.200000 0.000000 3.400000 0.165208 0.172570 0.200000 0.000000 3.600000 0.165208 0.197983 0.200000 0.000000 3.800000 0.165208 0.223988 0.200000 0.000000 4.000000 0.165208 0.250357 0.200000 0.000000 4.200000 0.165208 0.276875 0.200000 0.000000 4.400000 0.165208 0.303336 0.200000 0.000000 4.600000 0.165208 0.329518 0.200000 0.000000 4.800000 0.165208 0.355167 0.200000 0.000000 5.000000 0.165208 0.379912 0.200000 0.000000 5.200000 0.165208 0.403403 0.200000 0.000000 5.400000 0.165208 0.425805 0.200000 0.000000 5.600000 0.165208 0.446672 0.200000 0.000000 5.800000 0.165208 0.466069 0.200000 0.000000 6.000000 0.165208 0.483868 0.200000 0.000000 6.200000 0.165208 0.500287 0.200000 0.000000 6.400000 0.165208 0.514694 0.200000 0.000000 6.600000 0.165208 0.527433 0.200000 0.000000 6.800000 0.165208 0.538594 0.200000 0.000000 7.000000 0.165208 0.547185 0.200000 0.000000 7.200000 0.165208 0.554771 0.200000 0.000000 7.400000 0.165208 0.561365 0.200000 0.000000 7.600000 0.165208 0.565867 0.200000 0.000000 7.700000 0.165208 0.567960 0.200000 11.12151 7.800000 0.165208 0.570127 0.200000 15.72819 7.900000 0.165208 0.572358 0.200000 19.26302 8.000000 0.165208 0.574639 0.200000 22.24302 8.100000 0.165208 0.576960 0.200000 24.86845 8.200000 0.165208 0.579313 0.200000 27.24202 8.300000 0.165208 0.581688 0.200000 29.42475 8.400000 0.165208 0.584075 0.200000 31.45638 8.500000 0.165208 0.586466 0.200000 33.36453 8.600000 0.165208 0.588853 0.200000 35.16930 8.700000 0.165208 0.591227 0.200000 36.88587 8.800000 0.165208 0.593579 0.200000 38.52604 8.900000 0.165208 0.595899 0.200000 40.09917 9.000000 0.165208 0.598178 0.200000 41.61288 9.100000 0.165208 0.600406 0.200000 43.07342 9.200000 0.165208 0.602571 0.200000 44.48604 9.300000 0.165208 0.604661 0.200000 45.85516 9.400000 0.165208 0.606662 0.200000 47.18457 9.500000 0.165208 0.608554 0.200000 48.47753 9.600000 0.165208 0.610317 0.200000 49.73690 9.700000 0.165208 0.611914 0.200000 50.96516 9.800000 0.165208 0.613278 0.200000 52.16450 9.900000 0.165208 0.614277 0.200000 53.33688 10.00000 0.165208 0.615199 0.200000 54.48405 10.10000 0.165208 0.616062 0.200000 55.60755 10.20000 0.165208 0.616856 0.200000 56.70879 10.30000 0.165208 0.617567 0.200000 57.78906 10.40000 0.165208 0.618177 0.200000 58.84949 HydroMod 4/28/2022 1:28:15 PM Page 53 10.50000 0.165208 0.618655 0.200000 59.89116 10.60000 0.165208 0.618920 0.200000 60.91501 END FTABLE 1 FTABLE 7 56 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.181899 0.000000 0.000000 0.000000 0.000000 0.200000 0.181899 0.033047 0.000000 0.018962 0.018962 0.400000 0.181899 0.066094 0.000000 0.026817 0.026817 0.600000 0.181899 0.099141 0.000000 0.032844 0.032844 0.800000 0.181899 0.132188 0.000000 0.037925 0.037925 1.000000 0.181899 0.165235 0.000000 0.042401 0.042401 1.200000 0.181899 0.198282 0.000000 0.046448 0.046448 1.400000 0.181899 0.231330 0.000000 0.050170 0.050170 1.600000 0.181899 0.264377 0.000000 0.053634 0.053634 1.800000 0.181899 0.297424 0.000000 0.056887 0.056887 2.000000 0.181899 0.330471 0.000000 0.059964 0.059964 2.200000 0.181899 0.363518 0.000000 0.062891 0.062891 2.400000 0.181899 0.396565 0.000000 0.065688 0.065688 2.600000 0.181899 0.429612 0.000000 0.068370 0.068370 2.800000 0.181899 0.462659 0.000000 0.070951 0.070951 3.000000 0.181899 0.495707 0.000000 0.073441 0.073441 3.200000 0.181899 0.528754 0.000000 0.075850 0.075850 3.400000 0.181899 0.561801 0.000000 0.078184 0.078184 3.600000 0.181899 0.594848 0.000000 0.080451 0.080451 3.800000 0.181899 0.627895 0.000000 0.082655 0.082655 4.000000 0.181899 0.660942 0.000000 0.084803 0.084803 4.200000 0.181899 0.693989 0.000000 0.086897 0.086897 4.400000 0.181899 0.727037 0.000000 0.088942 0.088942 4.600000 0.181899 0.760084 0.000000 0.090941 0.090941 4.800000 0.181899 0.793131 0.000000 0.092897 0.092897 5.000000 0.181899 0.826178 0.000000 0.094812 0.094812 5.200000 0.181899 0.859225 0.000000 0.096690 0.096690 5.400000 0.181899 0.892272 0.000000 0.098532 0.098532 5.600000 0.181899 0.925319 0.000000 0.100340 0.100340 5.800000 0.181899 0.958367 0.000000 0.102116 0.102116 6.000000 0.181899 0.991414 0.000000 0.103861 0.103861 6.200000 0.181899 1.024461 0.000000 0.105578 0.105578 6.400000 0.181899 1.057508 0.000000 0.107268 0.107268 6.600000 0.181899 1.090555 0.000000 0.108931 0.108931 6.800000 0.181899 1.123602 0.000000 0.110569 0.110569 7.000000 0.181899 1.156649 0.000000 0.112183 0.112183 7.200000 0.181899 1.189697 0.000000 0.113775 0.113775 7.400000 0.181899 1.222744 0.000000 0.115344 0.115344 7.600000 0.181899 1.255791 0.000000 0.116892 0.116892 7.800000 0.181899 1.288838 0.000000 0.118420 0.118420 8.000000 0.181899 1.321885 0.000000 0.119929 0.119929 8.200000 0.181899 1.354932 0.000000 0.121419 0.121419 8.400000 0.181899 1.387979 0.000000 0.122891 0.122891 8.600000 0.181899 1.421026 0.000000 0.124345 0.124345 8.800000 0.181899 1.454074 0.000000 0.125782 0.125782 9.000000 0.181899 1.487121 0.000000 0.127204 0.127204 9.100000 0.181899 1.503168 2.793872 0.127909 0.127909 9.200000 0.181899 1.519214 7.902264 0.128609 0.128609 9.300000 0.181899 1.535261 14.51738 0.129306 0.129306 9.400000 0.181899 1.551308 22.35097 0.130000 0.130000 9.500000 0.181899 1.567355 31.23644 0.130689 0.130689 9.600000 0.181899 1.583402 41.06136 0.131375 0.131375 9.700000 0.181899 1.599449 51.74323 0.132058 0.132058 9.800000 0.181899 1.615495 63.21811 0.132737 0.132737 9.900000 0.181899 1.631542 75.43455 0.133412 0.133412 10.00000 0.181899 1.647589 88.35000 0.134085 0.134085 END FTABLE 7 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** HydroMod 4/28/2022 1:28:15 PM Page 54 <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 43 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 45 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 46 EXTNL SURLI WDM 22 IRRG ENGL 0.7 SAME PERLND 48 EXTNL SURLI WDM 2 PREC ENGL 1 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 5 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 6 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 12.1 WDM 901 FLOW ENGL REPL RCHRES 7 HYDR RO 1 1 1 WDM 1002 FLOW ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL RCHRES 7 HYDR O 2 1 1 WDM 1004 FLOW ENGL REPL RCHRES 7 HYDR O 3 1 1 WDM 1006 FLOW ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 6 RCHRES ROFLOW RCHRES INFLOW END MASS-LINK 6 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 HydroMod 4/28/2022 1:28:15 PM Page 55 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 END MASS-LINK END RUN HydroMod 4/28/2022 1:28:15 PM Page 56 Predeveloped HSPF Message File HydroMod 4/28/2022 1:28:15 PM Page 57 Mitigated HSPF Message File HydroMod 4/28/2022 1:28:15 PM Page 58 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Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: ☒ Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) ☒ How to access the structural BMP(s) to inspect and perform maintenance ☒ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) ☒ Manufacturer and part number for proprietary parts of structural BMP(s) when applicable ☒ Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) ☒ Recommended equipment to perform maintenance ☒ When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Chapter 7: Long Term Operation and Maintenance 7-9 Sept. 2021 TABLE 7-56 present general maintenance actions for the four BMP categories. Additional guidance is provided in the Appendix E Fact Sheets for each specific BMP. 7.7.1 Maintenance of Vegetated Infiltration or Filtration BMPs "Vegetated infiltration or filtration BMPs" are BMPs that include vegetation as a component of the BMP. Applicable Fact Sheets may include INF-2 (bioretention in Appendix E.9), PR-1 (biofiltration with partial retention in Appendix E.12), BF-1 (biofiltration) or FT-1 (vegetated swale in Appendix E.16). 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. 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. Chapter 7: Long Term Operation and Maintenance 7-10 Sept. 2021 TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs 7.7.2 Maintenance of Non-Vegetated Infiltration BMPs "Non-vegetated infiltration BMPs" are BMPs that store storm water runoff until it infiltrates into the ground, and do not include vegetation as a component of the BMP (refer to the "vegetated BMPs" category for infiltration BMPs that include vegetation). Non-vegetated infiltration BMPs generally Typical Maintenance Indicator(s) for Vegetated BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without 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 flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in vegetated swales used for pretreatment and/or site design BMPs Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, biofiltration with partial retention, or biofiltration areas, or flow-through planter boxes* for longer than 96 hours following a storm event** Make appropriate corrective measures such as inspecting/unclogging orifice opening, adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains (where applicable), or repairing/replacing clogged or compacted soils. Obstructed inlet or outlet structure Clear obstructions. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable. *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. **These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. Chapter 7: Long Term Operation and Maintenance 7-12 Sept. 2021 TABLE 7-4. Maintenance Indicators and Actions for Filtration BMPs Typical Maintenance Indicator(s) for Filtration BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials. Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. Damage to components of the filtration system Repair or replace as applicable. Note: For proprietary media filters, refer to the manufacturer's maintenance guide. 7.7.4 Maintenance of Detention BMPs "Detention BMPs" includes basins, cisterns, vaults, and underground galleries that are primarily designed to store runoff for controlled release to downstream systems. For the purpose of the maintenance discussion, this category does not include an infiltration component (refer to "vegetated infiltration or filtration BMPs" or "non-vegetated infiltration BMPs" above). Applicable Fact Sheets may include HU-1 (cistern in Appendix E.7) or FT-4 (extended detention basin in Appendix E.19). There are many possible configurations of above ground and underground detention BMPs, including both proprietary and non-proprietary systems. 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. Extended detention basin in regards to flow-thru treatment control BMPs is not an option as a structural BMP. Carlsbad has not adopted an Alternative Compliance Program. Chapter 7: Long Term Operation and Maintenance 7-13 Sept. 2021 TABLE 7-5. Maintenance Indicators and Actions for Detention BMPs Typical Maintenance Indicator(s) for Detention Basins Maintenance Actions Poor vegetation establishment Re-seed, re-establish vegetation. Overgrown vegetation Mow or trim as appropriate. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or re-grading where necessary. Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials. Standing water Make appropriate corrective measures such as adjusting irrigation 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 as weirs, inlet or outlet structures Repair or replace as applicable. 7.7.5 Maintenance of Trash Capture Devices Trash capture devices include any device listed in the California Water Board’s certified list of Trash Capture Devices and BMPs. The project civil engineer should refer to the manufacturer’s guide for maintenance indicators and actions. TABLE 7-6. Maintenance Indicators and Actions for Trash Captures BMPs Typical Maintenance Indicator(s) for Trash Captures BMPs Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials. Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. Damage to components of the filtration system Repair or replace as applicable. Note: For trash capture BMPs, refer to the manufacturer's maintenance guide. BF-1 Biofiltration E-108 Sept. 2021 BF-1 Biofiltration Location: 43rd Street and Logan Avenue, San Diego, California Description Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of facilities have limited or no infiltration, they are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. Typical bioretention with underdrain components include: • Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on expected climate and ponding depth • Non-floating mulch layer (Optional) • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure MS4 Permit Category Biofiltration Manual Category Biofiltration Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) E.13 BF-1 Biofiltration E-109 Sept. 2021 Typical plan and Section view of a Biofiltration BMP MIN. 6” FREEBOARD MAX. 1:1 CURB cut",: 12"MIN. > .. • ... : CURB CUT ................ ~ APRON FOR ENERGY .. DISSIPATION .. 3H:1V(MIN.) .... .. .. .. + + + ... .. : .. : .. : .. : ~ ~ VEGETATED SIDE SLOPE PLAN NOTTO SCALE 4-6" DROP FROM CURB CUT TO APRON APRON FOR ENERGY DISSIPATION 6" MIN. TO 12" MAX. SURFACE PONDING ...... MAINTENANCE .. ACCESS (AS ,!'JEE_EJEDJ .. .3H:1V (MIN.) MEDIA SURFACE AREA 3" WELL-AGED, SHREDDED HARDWOOD MULCH (OPTIONAL) MAINTENANCE ACCESS (AS NEEDED) .ti,C4~~.:..--OVERFLOW EXCAVATED SLOPE ,, STRUCTURE --+t:ic,",,_,,,,,.,,, MIN. 18" MEDIA WITH MIN. 5 IN/HR FILTRATION RATE SATURATED STORAGE (OPTIONAL) AGGREGATE STORAGE LAYER ~bl;il.:C~2.:!:U~~::::3--'EJ'---:._-"~__,_\_ IMPERMEABLE LINER (OPTIONAL) MIN. 3" AGGREGATE BELOW UNDERDRAIN MIN. 6" DIAMETER UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOTTO SCALE BF-1 Biofiltration E-110 Sept. 2021 Design Adaptations for Project Goals Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered runoff. This configuration is considered to provide biofiltration treatment via flow through the media layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is considered included in the biofiltration treatment volume. Saturated storage within the aggregate storage layer can be added to this design by raising the underdrain above the bottom of the aggregate storage layer or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. Recommended Siting Criteria Siting Criteria Intent/Rationale □ Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. □ An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration or lateral flows should not be allowed. Lining prevents storm water from impacting groundwater and/or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. □ Contributing tributary area shall be ≤ 5 acres (≤ 1 acre preferred). Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of the City Engineer if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimizing short circuiting of flows in the BMP and 2) incorporate additional design features requested by the City BF-1 Biofiltration E-111 Sept. 2021 Siting Criteria Intent/Rationale Engineer for proper performance of the regional BMP. □ Finish grade of the facility is ≤ 2%. Flatter surfaces reduce erosion and channelization within the facility. Recommended BMP Component Dimensions BMP Component Dimension Intent/Rationale Freeboard ≥ 6 inches for earth basin ≥ 2 inches for concrete planter/box structure Freeboard provides room for head over overflow structures and minimizes risk of uncontrolled surface discharge. Surface Ponding ≥ 6 and ≤ 12 inches Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow-control orifices) may be allowed at the discretion of the City Engineer if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18” will require a fence and/or flatter side slopes) and 3) potential for elevated clogging risk is considered. Ponding Area Side Slopes 3H:1V or shallower Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. Mulch ≥ 3 inches Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and BF-1 Biofiltration E-112 Sept. 2021 BMP Component Dimension Intent/Rationale weed seeds and allows the beneficial microbes to multiply. Media Layer ≥ 18 inches 1:1 slope maximum for edge condition A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. Underdrain Diameter ≥ 6 inches Smaller diameter underdrains are prone to clogging. Cleanout Diameter ≥ 6 inches Properly spaced cleanouts will facilitate underdrain maintenance. Design Criteria and Considerations Bioretention with underdrain must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Design Criteria Intent/Rationale Surface Ponding □ Surface ponding is limited to a 24-hour drawdown time. Surface ponding limited to 24 hours for plant health. Surface ponding drawdown time greater than 24-hours but less than 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect or agronomist. Vegetation □ Plantings are suitable for the climate and expected ponding depth. A plant list to aid in selection can be found in Appendix E.21. Plants suited to the climate and ponding depth are more likely to survive. □ An irrigation system with a connection to water supply should be provided as needed. Seasonal irrigation might be needed to keep plants healthy. Mulch (Optional) BF-1 Biofiltration E-113 Sept. 2021 Design Criteria Intent/Rationale □ A minimum of 3 inches of well-aged, shredded hardwood mulch that has been stockpiled or stored for at least 12 months is provided. Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer □ Media maintains a minimum filtration rate of 5 in/hr over lifetime of facility. An initial filtration rate of 8 to 12 in/hr is recommended to allow for clogging over time; the initial filtration rate should not exceed 12 inches per hour. A filtration rate of at least 5 inches per hour allows soil to drain between events. The initial rate should be higher than long term target rate to account for clogging over time. However an excessively high initial rate can have a negative impact on treatment performance, therefore an upper limit is needed. □ Media is a minimum 18 inches deep, meeting either of these two media specifications: Section F.3 Bioretention Soil Media (BSM) or specific jurisdictional guidance. Alternatively, for proprietary designs and custom media mixes not meeting the media specifications, the media meets the pollutant treatment performance criteria in Section F.1. A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. □ Media surface area is 3% of contributing area times adjusted runoff factor or greater. Unless demonstrated that the BMP surface area can be smaller than 3%. Greater surface area to tributary area ratios: a) maximizes volume retention as required by the MS4 Permit and b) decrease loading rates per square foot and therefore increase longevity. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.1 guidance. BF-1 Biofiltration E-114 Sept. 2021 Design Criteria Intent/Rationale □ Where receiving waters are impaired or have a TMDL for nutrients, the system is designed with nutrient sensitive media design (see fact sheet BF-2). Potential for pollutant export is partly a function of media composition; media design must minimize potential for export of nutrients, particularly where receiving waters are impaired for nutrients. Filter Course Layer □ A filter course is used to prevent migration of fines through layers of the facility. Filter fabric is not used. Migration of media can cause clogging of the aggregate storage layer void spaces or subgrade. Filter fabric is more likely to clog. □ Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. □ Filter course calculations assessing suitability for particle migration prevention have been completed. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer □ Class 2 Permeable per Caltrans specification 68-1.025 is recommended for the storage layer. Washed, open-graded crushed rock may be used, however a 4-6 inch washed pea gravel filter course layer at the top of the crushed rock is required. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. □ The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. Proper storage layer configuration and underdrain placement will minimize facility drawdown time. Inflow, Underdrain, and Outflow Structures □ Inflow, underdrains and outflow structures are accessible for inspection and maintenance. Maintenance will prevent clogging and ensure proper operation of the flow control structures. □ Inflow velocities are limited to 3 ft/s or less or use energy dissipation methods. (e.g., riprap, level spreader) for concentrated inflows. High inflow velocities can cause erosion, scour and/or channeling. BF-1 Biofiltration E-115 Sept. 2021 Design Criteria Intent/Rationale □ Curb cut inlets are at least 12 inches wide, have a 4-6 inch reveal (drop) and an apron and energy dissipation as needed. Inlets must not restrict flow and apron prevents blockage from vegetation as it grows in. Energy dissipation prevents erosion. □ Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. □ Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. □ Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. □ An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every 250 to 300 feet as required based on underdrain length. Properly spaced cleanouts will facilitate underdrain maintenance. □ Overflow is safely conveyed to a downstream storm drain system or discharge point Size overflow structure to pass 100-year peak flow for on-line infiltration basins and water quality peak flow for off-line basins. Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design bioretention with underdrain for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet presented in Appendix B.3 to size biofiltration BMPs. BF-1 Biofiltration E-116 Sept. 2021 Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/or durations will typically require significant surface ponding and/or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If bioretention with underdrain cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with significant storage volume such as an underground vault can be used to provide remaining controls. 4. After bioretention with underdrain has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. Maintenance Overview Normal Expected Maintenance. Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BF-1 Biofiltration E-117 Sept. 2021 BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Other Special Considerations. Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. UrbanPond™ A Stormwater Storage Solution A Forterra Company INSPECTION & MAINTENANCE MANUAL 5796 Armada Drive Suite 250 | Carlsbad, CA 92008 | 855.566.3938 stormwater@forterrabp.com | biocleanenvironmental.com Bio ~Clean 1 | Page 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. 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 Bio~Clean AForterr.iCompany 2 | Page 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. • Damaged joint sealant. Bio~Clean AForterr.iCompany 3 | Page 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 is determined to be safe, enter utilizing appropriate entry equipment such as a ladder and tripod with harness. Bio~Clean AForterr.iCompany 4 | Page • 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. Bio~Clean AForterr.iCompany BIO CLEAN30"Ø BIO CLEAN30"Ø PLAN VIEW BIO CLEAN30"Ø BIO CLEAN30"Ø BIO CLEAN30"Ø URBANPOND PRECAST CONCRETE STORMWATER DETENTION PLAN VIEW SITE SPECIFIC DATA* GRADE ADJUSTMENT RISERS URBANPOND MODULES SIDEWALLS TOTAL STORAGE CAPACITY URBANPOND ACCESSORIES N )... § ; ~ ~ "'" PROJECT NUMBER 12954 PROJECT NAME RACEWAY INDUSTRIAL PROJECT LOCATION SAN DIEGO, CA STRUCTURE ID URBANPOND REQUIRED STORAGE VOLUME (CF} 71,250 PIPE DATA /.£ MATERIAL DIAMETER INLET PIPE 1 364.96 HDPE 18" INLET PIPE 2 362.50 HDPE 36" INLET PIPE 3 362.50 HDPE 24" INLET PIPE 4 365.00 HDPE 12" OUTLET PIPE 1 358.00 HDPE JO" VAULT CEILING ELEVATION 368.00 TOP OF VAULT ELEVATION 368.58 TOP OF LINKUPS ELEVATION 369.16 FINISHED GRADE ELEVATION 375.13 TO 376.06 SURFACE LOADING REQUIREMENT HS20 FRAME AND COVER ¢JO" CORROSIVE SOIL CONDITIONS NA KNOWN GROUNDWATER ELEVATION NA NOTES: CONCEPT ONLY, NOT FOR CONSTRUCT/ON. URBANPOND MODULES CONSIST OF 5' INSIDE HEIGHT TOP AND 5' INSIDE HEIGHT BOTTOM. *PER ENGINEER OF RECORD TYPE HEIGHT COUNT 8'x16' INT. TOP 5'-o" 21 8'x16' INT. BASE 5'-o" 21 8'x8' PERIM. TOP 5'-0" 1 8'x8' PERIM. BASE 5'-0" 1 8'x16' PERIM. TOP 5'-0" 18 8'x16' PERIM. BASE 5'-0" 18 9'x17' LINKUP SLAB 7" 19 8'x16' BASE SLAB 7" 19 8'x24' OUTLET TOP 4'-0" 1 8'x24' OUTLET BASE 6'-0" 1 LENGTH (FT) HEIGHT (FT) COUNT 8'-7" 11 '-2" 4 71,769 WATER VOLUME AT 9' WATER DEPTH = 64,779 CF HEAVIEST PIECE: 9'x17' LINKUP SLAB = 9.09 TONS 1:200 SCALE TYPE UNITS GEOTEXTILE FABRIC 15' X 300' ROLLS JOINT TAPE 50' ROLLS BUTYL RUBBER SEALANT 116' BOXES 30''¢ 3" 6" 12" 0 6 30 THIS PRODUCT ~y BE PROTECTED BY ONE OR MORE OF THE FOLLOWING US PATENTS: 0795,385; 0828,902; 0828,903; 10,151,083; 10,151,096. REIATED FOREIGN PATENTS OR OTHER PATENTS PENDING. ¢12• INLET PIPE 4 /NV= 365.00 8'x16' INTERN/OR MODULE WITH TWO SUPPORT LEGS 8'x16' PERIMETER i MODULE WITH 2 INTERIOR SUPPORT '-=-LEGS & 1 EXTERIOR l3 WALL ::I ~ ~ f:Ei ~ 9'x17' LINKUP SLAB--......_ CQ PLACED ON TOP OF Q.. ADJACENT MODULES ~ 8'x16' BASE SLAB-cl PLACED ON SUB-GRADE ~ • ~ ,I "-0) 30•¢ MANHOLE ACCESS (TYP.) WITH RISERS TO GRADE COUNT 4 1 O' INSIDE HEIGHT URBANPOND MODULES /NV= 358.00 ,: ;., .... ::::•~···' --:::t ........................... ~····· .. :: .. ;::•l (:···· ....... ~ CPS U 3.7 X 30 PLACED AROUND EACH OR/RCE ....... ::{··' '··-~•·••: ....... ;. ..... :::::~.-' ~ ........... i:·l ¢36• INLET PIPE 2 /NV= 362.50 e (l:: ....... ~ rt=· 22 9 ¢18,, INLET PIPE 1 i------811-~• INCL. 1/4• GAP BETWEEN MODULES (TYP.)---------1--i /NV= 364.96 PROPRIETARY AND CONFIDENTIAL: THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, NOR ANY PART THEREOF, ~y BE USED, REPROO/JCED OR MODIFIED IN ANY ~NER WfTH OUT THE WRITTEN CONSENT OF FORTERRA. Bio "'"Clean A Forterrll Company 8'x24' OUTLET MODULE WITH TWO ¢1.25• OR/RCES TO CONVEY LOW FLOWS AND 28.5' TOTAL WEIR LENGTH FOR BYPASS 9' ABOVE FLOOR. SEE DETAIL ON SEPARATE PAGE. • ~ ,I "'I--_J_ ¢30 OUTLET PIPE 1 /NV= 358.00 8'x8' PERIMETER MODULE WITH 2 INTERIOR SUPPORT LEGS & 1 EXTERIOR WALL • LO ,I ~ ¢24• INLET PIPE 3 /NV= 362.50 ELEVATION VIEW URBANPOND PRECAST CONCRETE STORMWATER DETENTION GENERAL ELEVATION DETAILS INSTALLATION NOTES GENERAL NOTES RN/SHED SURFACE AND1 .--£XTERIOR WALL PANEL (SEE PERIMETER MODULES TWO-, .--/NTERIOR MODULES TWO rUNKUP SL.AB 30•, MANHOLE ACCESS {7YP)1 ,GEOTEXTILE FABRIC WRAPPED COMPACTED SUB-BASE PLAN VIEW FOR LOCATIONS} PIECE CONSTRUCTION ---~--PIECE CONSTRUCTION WITH RISERS TO GRADE f \ MIN. 1 '-6• OVER TOP - --- --- --- -_----------------------- ---------------- ------ -------------------------r. --------------------- --- --- --- --- - =========================-~j ; _______ ; '===,================================================================================-~============== =============== ============~---~----_-_-_-_-_-_-_,-_-_-_-_-,---~-===================================j ; _______ ;t~-=. ====================== i===x=:=:: ----------------------------------------------------------------------, ;.. ~ , , ;.. ~, , , _;__ ---------.:. , :;~:::~ ~ >-1 >-H ----------------------- ----------------------------------------------I I I H J--4 >-1 >-,-.. -l--4--H I I I ->------1H:>--t>-:,_:H : : : :H:>--t>-:,_:,_ -I _-,-..;:}-:>-:H~ : : : H:H?:>-:H~ 11 l')-,jl--l"'~-,__,...H I I I ,__~>-1->-_,... 1- 1-.,._r\...>--,_H,-.. : : : HHH.,_.r,_>--,_ - -~-~,._-,...')... .-(4) BOLT HOLES : : : :,-.: .... : 111--1 -I == -,... .... ,_r FOR SECURING <' ...-h..+-~ '--f-¥ ~ ::❖:<i...!..!-._ -_111 ~1:~:~ PANEL WALLS ~ : : : -::,...~-,-1 I= 11i'11 11?~ ~m~ i i i ::~~1I 11 1 Ill 11 i' 11[ ~ ::::::::::::::::::::::: ::::::::::::::::::::::: ::::::::::::::::::::::: ,~ ~ , ~ ~, , _;__ +, ~~1111 I 1! 111=-~1 ,... .. -1 1 1 ,... -1 I I I _111.~Uft~_I I l~_I I l~W~lll~_I I l~_I I l~_I I l_~_I I l~_I I l~_I I l~W~_I I l~_I I l~_I I l~W~W~~W~_I I l~_I I l_~_I I l~l J~_I I l~W~_I I l~_I I l~_I I l~W~ll~~-111~_111.~_I I l~_I I l~W~ COMPACTED_J LGEOTEXTILE FABRIC FOR EXTERIOR VIEW ___ ___._ __ INTERIOR VIEW LBASE SL.AB GROUT TO BE PLACEDY STEPPED OR SERRATED AND BACKRLL DETENTION SYSTEM DIRECTLY UNDER UNDER ANY UNEVEN APPUCABLE OSHA REQUIREMENTS UNKUP SL.AB MODULES 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 MANUFACTURER's SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE. SOIL COMPACTION REQUIREMENTS PER GEOTECHNICAL ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIF/CATIONS. 3. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 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 UNLESS OTHERWISE NOTED. 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 RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIFICATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF URBANPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE URBANPOND MODULES IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO PLACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM. 7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN BETWEEN AN INNER AND OUTER LAYER OF GEOTEXTILE FABRIC TO PREVENT PUNCTURES. 8. WHEN A MEMBRANE LINER IS REQUIRED, PIPES SHALL BE ATTACHED TO THE LINER USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER. 9. 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'S LIFTING PROCEDURES. USE RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS. 10. BIO CLEAN RECOMMENDS BEGINNING INSTALLATION WITH THE OUTLET MODULE. 11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT BE GREATER THAN 1/4~ 12. PLACE BASE SLABS DIRECTLY UNDER LOCATIONS FEATURING LINKUP SLABS. INSTALL LINKUP SLABS ONLY AFTER ALL 4 SUPPORTING MODULES ARE IN PLACE. INSTALL LINKUPSLABS AS PROJECT PROGRESSES TO ENSURE BEST FIT. 13. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6" JOINT WRAP (ON SIDES AND TOP). 14. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN VIEW DRAWING. SECURE PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM. 15. THE FILL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE FILL BEHIND ONE SIDE BE MORE THAN 1'-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL CAN BE NATIVE MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED. 16. 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 ALLOTTED DESIGN LOADING. 17. A PRE-CONSTRUCT/ON MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. 3. ANY VARIATION FOUND DURING CONSTRUCT/ON FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. THIS PRODUCT ~y BE PROTECTED BY ONE OR MORE OF THE FOLLOWING US PATENTS: 0795,385; 0828,902; 0828,903; 10,151,083; 10,151,096. REIATED FOREIGN PATENTS OR OTHER PATENTS PENDING. PROPRIETARY AND CONFIDENTIAL: THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, NOR ANY PART THEREOF, ~y BE USED, REPROO/JCED OR MODIFIED IN ANY ~NER WfTH OUT THE WRITTEN CONSENT OF FORTERRA. Bio"'"Clean N 1:60 SCALE A Forterrll Company ""i _____________________ ....., ________ ......_ _______________________________________________________ _ ELEVATION VIEW A ELEVATION VIEW C ELEVATION VIEW D TOP VIEW (FRAME & COVER / GRADE ADJUSTMENT NOT SHOWN) ORIFICE PLATES 3/8" THICK 316 STAINLESS STEEL 1:12 SCALE URBANPOND PRECAST CONCRETE STORMWATER DETENTION OUTLET VAULT 0 ·---------------------------.-------,---------------------------------- THIS PRODUCT ~y BE PROTECTED BY ONE OR MORE OF THE FOLLOWING US PROPRIETARY AND CONFIDENTIAL: PATENTS: 0795,385; 0828,902; THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ 0828,903; 10,151,083; 10,151,096. PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, (4) INTERIOR WEIR OPENINGS r - -" I I I ~ - - - - - -F.L. 358.00 -_1 I CPS U J.7 X JO WITH UDS FOR COVERS AROUND EACH ORIRCE STEEL ORIRCE PLATES WITH ¢1.25" ORIRCE EA. (2) INTERIOR WEIR OPENINGS .----~--.~.--~~--,--, I I --r---+-1~---~~---~ I ~'-4~~~:~ Bio "'"Clean r - -" I I I I 1• TYP. 1'-0" • • ¢0.625" OR 5/8" HOLE, 4 TOTAL ¢1.25" HOLE 'S) REIATED FOREIGN PATENTS OR OTHER NOR ANY PART THEREOF, ~y BE USED, REPROOUCED OR MODIFIED ~-1:_5o_s_cA_L_E _______________________ PA_TENTS __ PEN,_'m_'NG_. _____ ~_w_ANY_MAN._N_'ER_WTTH_our_m._'E_WRITTEN __ CONSENT __ DF_FORTERRA. _____________ A_Forterra __ eom __ pa_n, ______________________________ _. TOP VIEW ELEVATION VIEW BELEVATION VIEW A ELEVATION VIEW C URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - PERIMETER I I I " I cp l I ~-;-, ·li- I c;-, ·li- r-----.. 1r - - -7 ~--------..-.. Q:jb = = 91 I ..,.1 -1--;a- M ~J -------- • r • (::) ,I IO • (::) ,I L • : 1'-9 ",q;: C.) • • ~ ~ (::) (::) ,I ,I t ---I • --8'-o·---• I ---I • --8'-1•---..-I LI) 00 I ~-;-, -~-c;-, -~- I " I lcp l I I VIEW B 1· 1 '-o·---4'-J·---1'-9• 1'-0· --------B'-1·-------- ).. ~ THIS PRODUCT MAY BE PROTECTED BY PROPRIETARY AND CONRDENTIAL: A. ~ ONE OR MORE OF THE FOLLOWING us B ■ ~ Cl , PATENTS: 0795,JBS; 0828.902; THE /NFORl,IATlON CONTAINED IN THIS OOCUUENT ,s THE SOLE 10 \'!I} ea n ~ 0828,903,· 10, 151,083; 10,151,096. PROPERTY OF FORTERRA ANO ffS COi/PAN/ES. THIS OOCWENT, REI.ATEO FOREIGN PATENTS OR OTHER NOR ANY PART THEREOF, MAY BE USED, REPROlJUCEO OR MOO/RED • "") !C'S 1 :40 SCALE PATENTS PENDING. IN ANY MANNER WITH 01.JT THE WRITTEN CONSENT OF FORTERRA. A,_.... Companr IC) _________________________________________ ....., __________________________________________ ....., ________________________________ _. TOP VIEW (FRAME & COVER / GRADE ADJUSTMENT NOT SHOWN) ELEVATION VIEW A ELEVATION VIEW B URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - PERIMETER • 0C) ""C ,I ~ • C\a "' ,I 0C) • 0C) ,I C\a - • 0C) ,I - VIEW 8 cp cp ------------r --------------------~------------c::y:::i c::y:::i 2'-1" 1'-11" 2'-0" 4'-0" ------------16'-o"------------ --------~~/--------'1_._ ___ .._r_ -------_'J~ - - - - - - - - I ------------~---------------------r------------" , .... ✓ , .... ; " t'"lf'\ • • 1-:r, ------------16'-o"------------ I :ii.~i~ ~~~:;;;;~;=, Bio 6 Clean c REIATED FOREIGN PATENTS OR OTHER NOR ANY P.Mr THEREOF, AW 8£ US£0, R£PROO/JC£D OR MODIFIED ~ ~-1_:s_o_s_cA_L_E _____________________________ PA_TENTS __ ~_'EN,_m_'NG_. ___ ...... _,N_ANY __ MAN._wER_WTTH __ DllT __ TH._'£_WR111EN __ CONS£Nr ___ DF_FORT£RRA. _______________ A_Forterra ___ eom_pa...._nr ...... _ ...... ____________________________ __. ELEVATION VIEW A ELEVATION VIEW B TOP VIEW URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - PERIMETER ____J I VIEW 8 ________ 4: __ ,--------------------~--~ -------q:, q:, -I -• -------16·-o·-------- c:::, r Tl ~ , ,}) , , , , , , -,, ...... -----+.---r,-- - -_;,, ,' --,-------+.---......, L - - - -_,, , , 2·-0· 1·-11· 2·-1· 4'-o· 2·-1· 1·-11· 2·-0· .------------16'-o·------------i I ~~;is: ;,~7.~u~ Bio 6 Clean ~ 1 :50 SCALE REIATED Rj:ff:f/:.OR OTHER "':::; ':tf}/,JjE:f,f{,jj('r,{f ~R~ ~ A Forterra r--~---------------------------------------------------------------------------------------------•.-_•, ..... _..._ ____________________________________ _. ELEVATION VIEW BELEVATION VIEW A TOP VIEW (FRAME & COVER / GRADE ADJUSTMENT NOT SHOWN) URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - INTERIOR • 0) _1 - • c:::, _1 L~~ 1• CHAMFER (TYP) '-1--e·-o·-• I ------------16'-o·------------ • • c:::, co _1 _1 ~ ...,. • "' ...,. ~ _1 ") • 0) _1 -VIEW B 2·-1· 1'-11" 2·-0· 4'-0" i------------16'-o·------------ '-THIS PRODUCT ~y BE PROTECTED BY PROPRIETARY AND CONFIDENTIAL: I ONE OR MORE OF THE FOLLOWING us ~ PATENTS: 0795,385; 0828,902; THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ ~ 0828,903; 10,151,083; 10,151,096. PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, Bio "'"Clean REIATED FOREIGN PATENTS OR OTHER NOR ANY PART THEREOF, ~y BE USED, REPROO/JCED OR MODIFIED "'" 1 :50 SCALE PATENTS PENDING. IN ANY ~NER WTTH our THE WRITTEN CONSENT OF FORTERRA. A Forterra Company ao _________________________________ .._ ____________ .._ ____________________ ...., ____________________ ..... ________________________________________ _ ELEVATION VIEW BELEVATION VIEW A TOP VIEW URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - INTERIOR -!1~rt-~~~~~-,-\--l)_ -----~~-_1_1--- ------------I ~~~ \----~------~~-------=-~~~------ VIEW B 2'-0" 1 '-11" 2'-1" 4'-0" It SP-------~ ,.I -cr-) , ' r - - - -""I l ·?;, , , -- - - -...I -------,---1--, , , , , , , , , , , , (('(--------;t-----~ l~,~,-------------r- '' ' '' ' '''' (";~~ ','-- - - -, 'l ·?· '' '-- - - -J J 2'-1" 1'-11" 2'-0" .------------16'-o"------------1 It c:::, .1 Lt') L 11. 8'-0" -I I - I ~~;is; ;.;;;7.:;;;;:;t~ Bio 6 Clean REI.ATED FOHEIGN PATENTS OR OTHER NOR ANY PART THEREOF. M4Y BE USED, REPROlJlJCf[) OR MOO/RED 16'-o" i" CHAMFER (fYP) -I ~ 1:50 SCALE PATENTS PENO/NG. IN ANY UANNER WITH OI.JT THE WRffTEN CONSENT OF FOKTERRA. AFortenar--ccs ___________________________________ .._ ____________________________________ ..._ _______________________ • .-_. __ ,_...., ______________________________________ .. LINKUP SLAB TOP VIEW LINKUP SLAB ELEVATION VIEW ELEVATION VIEW (QUARTER SCALE) TOP VIEW (QUARTER SCALE) URBANPOND PRECAST CONCRETE STORMWATER DETENTION LINKUP SLAB 0 I::: e5 ~ ~ 1:40 SCALE t-t--~1 -....... -----,J~t-✓----------------,~i~~✓------.-----.1 _l ~1.-:. --16'-o·---• ~o Ill Ill C) C) ,.I I 0) j,..._ 11 11 qp qp II II 11 11 qp qp II II -------------15'-o·------------- ---------------11'-o·----------------- THIS PRODUCT AIAY BE PROTECTED BY ONE OR I/ORE OF THE FOLLOWING US PATENTS: 10,151,083 82 .t 10,151,096 82. REI.ATED FORfJGN PATENTS OR OTHER PATENTS PENDING PROPRIETARY AND CONRDENTIAL: THE INFORAIATlON CONTAINED IN THIS DOCUUENT IS THE SOLE PROPERTY OF FORTERRA AND ffS COi/PAN/ES. THIS DOCUUENT, NOR ANY PART THEREOF. AIAY BE USED, REPROlJUCED OR MOD/RED IN ANY UANNER WITH 0/JT THE WRffTEN CONSENT OF FORTERRA. UNKUP SLAB r --1 I I I .rt I I I BASE SLAB '" -I LINKUP SL.ABS BEAR ON TOP EDGES OF 4 ADJACENT MODULES I I I I I I Bio 6 Clean A Forlena Companr --1 I I I """' I I I -I LINKUP SLAB +--" I I I I I I I I I ~ ~ I I I I I I I I BASE SLAB I +-+-~ BASE SLAB TOP VIEW BASE SLAB ELEVATION VIEW ELEVATION VIEW (QUARTER SCALE) BOTTOM VIEW (QUARTER SCALE) URBANPOND PRECAST CONCRETE STORMWATER DETENTION BASE SLAB1:40 SCALE cp cp cp cp ---------------16'-o·--------------- THIS PRODUCT ~y BE PROTECTED BY ONE OR MORE OF THE FOLLOWING US PATENTS: 0795,385; 0828,902; 0828,903; 10,151,083; 10,151,096. REIATED FOREIGN PATENTS OR OTHER PATENTS PENDING. PROPRIETARY AND CONFIDENTIAL: THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, NOR ANY PART THEREOF, ~y BE USED, REPROO/JCED OR MODIFIED IN ANY ~NER WfTH OUT THE WRITTEN CONSENT OF FORTERRA. UNKUP SLAB H --t I I I I I I I I I 1-r"t "'-I I I I I I I I BASE SLAB I I ,-+ ..... --------------- I L,_J I I I ~ l ~ l ~ l I r'1 I L,_J . \i c:.,J .. . I .. . I , ) ' II I . ' c.: c-'J I r'1 : ' I LJ \i c:.,J G.J ;--;, I I II 11 I c.: c-'J ['-"] :_.'.) I r'1 I LJ ' VCJ ' I ' I . . II I ' . . ' I I rJ , ' ' ' c-'J . . I LJ J1 ~ J1 ~ ,1 ~ I I I _/ I rJ - - - - - - - - - - - - BASE SLABS y Bio "'"Clean A Forterrll Company LINKUP SLAB rt-rt-" I I I I I I I I I 11,.r tt,- I I I I I I I I BASE SLAB I 4-~ ~ ---------------L-J I I I ~ l ~ l ~ [; I r-, I G.J ;--;, L-J I I 11 I ['-"] :_.'.) I r-, I . \i c:.,J G.J ;--;, G.:J I . . I ) ) II 11 I . c.: c-'J ['-"] :_.'.) I r-, I G.J ;--;, G.:J I I 11 ) I :_.'.) I ['-"] C'-::i I J1 ~ t? ~ t? ~ G.::J I I I I C'-::i I - - - - - - - - - - - - - - - EXTERIOR VIEW TOP VIEWBOLT HOLE DETAIL URBANPOND PRECAST CONCRETE STORMWATER DETENTION DOUBLE MODULE - EXTERIOR WALL PANEL ~ ~ ~ ~ ~ 1:40 SCALE 1 •1 SLOTTED HOLE FOR USE WITH i •11 EXPANSION ANCHORS/NUTS/WASHERS It - THIS PRODUCT AIAY BE PROTECTED BY ONE OR I/ORE OF THE FOLLOWING US PATENTS: 10,151,083 82 .t 10,151,096 82. REI.ATED FORfJGN PATENTS OR OTHER PATENTS PENDING PROPRIETARY AND CONRDENTIAL: THE INFORAIATlON CONTAINED IN THIS DOCUUENT IS THE SOLE PROPERTY OF FORTERRA AND ffS COi/PAN/ES. THIS DOCUUENT, NOR ANY PART THEREOF. AIAY BE USED, REPROlJUCED OR MOD/RED IN ANY UANNER WITH OI.JT THE WRffTEN CONSENT OF FORTERRA. (4) SEE BOLT HOLE DETAIL It J -- c:::::, c:::::, t--=1=:11==--=~=--=-*=-=-====-=-~=-=--=*=--==1=1~~1-,-oorr~~ro~ '-1 -8'-,·--1 Bio 6 Clean A Forlena Companr LINKUP & BASE SLAB STRUTTED FRAME * SINGLE MODULE INTERIOR & PERIMETEREXTERIOR WALL PANEL URBANPOND PRECAST CONCRETE STORMWATER DETENTION LIFT RIGGING LIFTERS FOR TIPPING UPRIGHT AND VERTICAL HANDLING MUST USE SPREADER BEAM OR OTHER RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS AND REMAINS VERT/CALLY ALIGNED TO THE CONCRETE H H u u H H u u -------,-r------- '-THIS PRODUCT ~y BE PROTECTED BY I ONE OR MORE OF THE FOLLOWING us ~ PATENTS: 0795,385; 0828,902; THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOI.£ ~ 0828,903; 10,151,083; 10,151,096. PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, REIATED FOREIGN PATENTS OR OTHER NOR ANY PART THEREOF, ~y BE USED, REPROO/JCED OR MODIFIED PROPRIETARY AND CONFIDENTIAL: Bio "'"Clean * SOME MODULES MUST USE RIGGING THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS "'" 1 :40 SCALE PATENTS PENDING. IN ANY ~NER WTTH our THE WRITTEN CONSENT OF FORTERRA. A Forterra Company ao ________________________ ....._ ________ ....., _______________ ....., ______________ ....._ ________________________________ _. Modular Wetlands® Linear A Stormwater Biofiltration Solution OPERATION & MAINTENANCE MANUAL A FcHierra Companf Maintenance Guidelines for Modular Wetlands Linear Maintenance Summary o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months. (5 minute average service time). o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months. (10 minute average service time). o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months. (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months. (5 minute average service time). o Trim Vegetation – average maintenance interval is 6 to 12 months. (Service time varies). System Diagram Access to screening device, separation chamber and cartridge filter Access to drain down filter Pre-Treatment Chamber Biofiltration Chamber Discharge Chamber Outflow Pipe Inflow Pipe (optional) 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Maintenance Procedures Screening Device 1.Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1.Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1.Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. Maintenance 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 require irrigation. 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Yes Depth: Yes No Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.): Other Inspection Items: Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to the left. Inspection Report Modular Wetlands Linear Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? 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. Chamber: Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity: Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? 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)? Project Name Project Address Inspection Checklist CommentsNo Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Is there a septic or foul odor coming from inside the system? 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. Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Waste:Plant Information No Cleaning Needed Recommended Maintenance Additional Notes: Damage to Plants Plant Replacement Plant Trimming Schedule Maintenance as Planned Needs Immediate Maintenance 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Bio ~Clean A Forterra Company ---- □ □ □ □ □ □ I For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Site Map # Comments: Inlet and Outlet Pipe Condition Drain Down Pipe Condition Discharge Chamber Condition Drain Down Media Condition Plant Condition Media Filter Condition Long: MWS Sedimentation Basin Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat:MWS Catch Basins GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to the left. Project Address Project Name Cleaning and Maintenance Report Modular Wetlands Linear 5796 Armada Drive #250, Carlsbad, CA | 855.566.3938 | stormwater@forterrabp.com | www.biocleanenvironmental.com Bio ~Clean A Forterra Company ---- □ □ □ □ □ □ SITE SPECIFIC DATA PROJECT NUMBER 12954 PROJECT NAME RACEWAY INDUSTRIAL PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BF-3 TREATMENT REQUIRED VOLUME BASED {CF) FLOW BASED {CFS) N/A 0.073 TREATMENT HGL AVAILABLE {FT) 3.4 PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE OVERT PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 365.00 PVC 8" INLET PIPE 2 N/A N/A N/A OUTLET PIPE 363.92 PVC 8» PRETREATMENT BIOFILTRATION DISCHARGE RIM ELEVATION 369.62 369.62 369.62 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 24 11 X 4211 OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 2.08 ORIFICE SIZE {DIA. INCHES) ¢1.22" NOTES: PRELIMINARY NOT FOR CONSTRUCT/ON. 6FT OF OVERT LENGTH. 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 MANUFACTURER's CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 611 LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 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 PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER's WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANG£ FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. PATENTED -..~-~-+----+-~~ PERIMETER VOID AREA OUTLET PIPE SEE NOTES 369.62 RIM/FG PLAN VIEW C/L I DRAIN DOWN LINE INLET PIPE SEE NOTES -t --"'°:-+-..... H"""'GL .......... FLOW CONTROL RISER 363.92 IE OUT 365.00 IE IN 6._] L4•-o·_J L6- ~s·-o·~ ELEVATION VIEW LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFFICIENT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT{S) WHICH MAY CAUSE UPSTREAM FLOODING. I ·~=:tttc_ ---© -+-------- LEFT END VIEW • IC) VEGETATION PLANT ESTABLISHMENT MEDIA ----6·-o·---. L6-----r-o·---..... --1 RIGHT END VIEW TREATMENT FLOW {CFS) 0.073 OPERA TING HEAD {FT) 3. 4 PRETREATMENT LOADING RATE (GPM/SF) 2.6 WETLAND MEDIA LOADING RATE {GPM/SF} 1.0 ~ , .. , PROPRIETARY AND CONFIDENTIAL: A_ ~ETLANDS THE INFDRMA710N CONTAINED IN THIS DOCUMENT IS THE SOI.£ 8 ·1 o .DA\._.v Cl ea n PROPERTY OF FORTERRA ANO llS COUPANIES. THIS DOCUMENT, '1/: :::::ltJ; =-~~ ~4~ IT NOR ANY PAl?T THEREOF, MAY BE USED, REPRODUCED OR MOOIAED MWS-L-4-6-5'-8"-V STORMWATER 8/0FIL TRATION SYSTEM STANDARD DETAIL ~~Jis~RfZA1E11 FDIIEICN PATENTS OR IN ANY MANNER WITH OI/T THE WRITTEN CONSENT OF FOHTERRA. A foriaTa PSI Pacific Southwest Industries ENGINEERED - PUMPS/FLUID HANDLING & DISPOSAL SYSTEMS - PACKAGED LIFT STATIONS P O Box 520 Lake Elsinore, CA 92531 – 18541 Collier Ave., Lake Elsinore, CA 92530 (800) 358-9095 (909) 674-2144 fax (909) 674-9444 CSL #583052 www.psipumps.com Email: info@psipumps.com LIFT STATION REQUIRED MAINTENANCE The lift station should be inspected twice a year for proper operation, and should be checked for overabundance of solid matter such as grease and soap buildup. Proper operation and inspection would include the following: 1) Automatic operation of the system by float activation. One pump starting at lead on levels, second pump starting at high level conditions; manual operation by use of the selector switches. 2) Inspect floats for proper elevation and for proper movement. Correct any obstructions. 3) Check incoming power for proper voltage. Check voltage at motor connections. 4) Check amperage of each motor. 5) Hose down lift station to clean the walls of the wet well, pumps and floats. MECHANICAL SEAL INSPECTION OF PUMPS Inspection of the mechanical seals should be done every two years. The inspection will include the following: Pull pump out of wet well. Remove oil seal plug and inspect the oil for clarity. Clear oil indicates no water intrusion and chamber is to be topped off with 30 weight turbine oil. If oil is cloudy the mechanical seal and oil needs to be replaced. Note: Your lift station is designed to pump raw unscreened sewage. Refrain from putting the following into your sewage system: tampons, feminine napkins, condoms, handy wipes, baby wipes, paper towels, diapers, plastic bags, q-tips, etc., and food grease. Although grease will be pumped, grease will cause problems eventually and will not be covered under the manufacturer’s warranty. Dispose of the above items in a trash can. PSI recommends that preventive maintenance and service be performed by a qualified technician. Any question regarding your lift station should be directed to Scott Richardson at 800- 358-9095. SCOPE OF SUPPLY: Furnish and install HCP, F Series Model F-31U submersible pump(s). Each unit shall be capable of delivering 90 GPM at 18.04 Feet TDH. The pump(s) shall be designed to pump waste water, sewage or effluent containing 1.5 inch diameter solids without damage during operation. The pump(s) shall be designed so that the shaft power required (BHP)/(kW) shall not exceed the motor rated output throughout the entire operating range of the pump performance curve. A two year warranty “out of the box” shall be standard. RACEWAY INDUSTRIAL - CARLSBAD, CA PACKAGED STORM WATER LIFT STATION - MANUFACTURED BY PACIFIC SOUTHWEST INDUSTRIES MATERIALS OF CONSTRUCTION: Furnish and install complete pre-packaged duplex Lift Station model #PSI-THI102721, as manufactured by Pacific Southwest Industries (national phone # 800-358-9095) NOTE: Due to the specific nature of this pump station/ equipment and its operational sequence, any contractor not intending to purchase and supply as specified, by model number, must provide full submittals for review and approval prior to ordering, no exceptions. send full submittals to, www.submittalapproval.com, allow one week for a response. The pre-packaged Lift Station, in its entirety, is to be non-corrosive and shall incorporate a quick removal system manufactured by the pump manufacturer. The pump(s) shall be guided to the discharge base elbow by stainless steel guide rails. The rails shall extend from the discharge base elbow to the upper guide bracket mounted on fiberglass channel just below the basin cover. Stainless steel lifting chain or cable shall be supplied and properly installed to remove the pump from the wet well. The internal discharge piping shall be completely pre-plumbed in PVC pipe and extend 12" beyond the wet well side wall for contractor connection to the force main piping. The pump(s) discharge pipe shall have a check and ball valve installed on each discharge line. The Lift Station shall include three liquid level controls on a removable float tree and a control panel suitable for surface mounting. The pump(s), quick removal system and the level sensors shall be housed in a fiberglass wet well (basin) and shall be of sufficient length to maintain the rim of the wet well at grade. PUMP(S): Construction of major parts of the pumping unit(s) including casing, impeller and discharge elbow shall be manufactured from gray cast iron, ASTM A48 CLASS 35. Internal and external surfaces coming into contact with the pumpage shall be protected by a fused polymer coating. All exposed fasteners shall be stainless steel. All units shall be furnished with a discharge elbow with 150 lb. (10 Kg./Cm2) flat face flange and NPT companion flange. Impellers shall be of the semi-vortex, solids handling design equipped with back pump out vanes and shall be slip fit to the shaft and key driven. MECHANICAL SEAL: QUICK REMOVAL SYSTEM: A sliding guide bracket shall be an integral part of the pumping unit and the pump casing shall have a machined connection with a bracket to connect with the discharge connection. Sealing of the pumping unit to the discharge connection shall be accomplished by a single linear downward motion of the pump with the entire weight of the pumping unit guided by a pawl, thereby wedging the pumping unit tightly against the discharge connector. No portion of the pump shall bear directly on the floor of the sump nor shall a rotary motion of the pump be required for sealing. All fasteners coming into contact with the pumpage shall be stainless steel. CONTROL PANEL: The control panel shall have a NEMA 4X semi dead front enclosure suitable for wall mounting. The outer face of the door shall have only the following: 1 high water alarm light with silence switch, 1 buzzer, and 2 green run lights. The inner workings of the control panel shall have no less than motor circuit protectors (overloads) that shall be adjustable, motor contactors, HOA selector switches, Smart relay, Elapsed Time Meters, Exercise Timers, circuit breakers, dry contact connection, numbered terminal strip, and shall be listed by U.L. 508. All units shall be furnished with a dual inside mechanical shaft seal located completely out of the pumpage, running in a separate oil filled chamber and further protected by an exclusionary oil seal located between the bottom seal faces and the fluid being pumped. The oil chamber shall be fitted with a device that shall provide positive lubrication of the top mechanical seal, (down to one third of the standard oil level). The device shall not consume any additional electrical power. Mechanical seals shall be rated to preclude the incursion of water up to 42.6 PSI. (98.4 Ft.). Units shall have silicon carbide mechanical seal faces. Mechanical seal hardware shall be stainless steel. FIBERGLASS WET WELL: Two corrosion resistant guide pipes shall be furnished and installed for each pump to permit raising and lowering of the pump. Guide pipes shall be 1.5 inch (40 mm) in diameter and shall be of adequate length to extend from the lower guide holder to the upper guide bar bracket(s) mounted on the access frame. The fiberglass wet well with an anti-flotation flange shall have a minimum inside diameter of 36 inches and 228 inches in length to maintain the rim at grade. The wet well will be constructed with 11 re-inforcing ribs for added structural support of the tank. The laminate shall have a barcol hardness of at least 90% of the resin manufactures minimum specified hardness for cured resin on both the interior and exterior surfaces. The minimum wall thickness of the wet well shall not be less than 3/16". A steel plate will be encapsulated in the bottom of the wet well to allow the mounting of the polypropylene bottom and the quick removal system. The top rim flange will be straight to allow for the installation of the traffic rate frame over the OD of the fiberglass rim. The wet well shall be provided with “uniseal” fittings that can be installed in the field to insure proper elevation of the inlet, vent, and electrical on the side of the wet well. POWER CABLE AND CABLE ENTRANCE: The pumping unit(s) shall be equipped with quick removal system (QRS). The construction shall be such that the pump(s) will automatically connect to the discharge piping when lowered into place on the discharge connector. There shall be no need for personnel to enter the wet well to accomplish installation or removal of the pump(s). The pumping unit(s) shall be fitted with stainless steel lifting chain(s) of sufficient length and strength to permit the raising and lowering of the unit(s). The chain(s) shall be fastened at the top of the structure near the access opening. All parts of the QRS system including base elbow, sliding guide bracket, and guide support shall be manufactured from recyclable, application appropriate resins. The need for a protective coating shall not be required. The cover of the wet well shall be no less than 1/2” thick steel plate with bracing and a 1/4” angle iron frame suitable for off-street vehicular load locations. The cover shall be equipped with an access hatch through the top and shall be cast into a class A bed of concrete 8” minimum thickness. The cover will have a grey primer paint coat wit ha sand finish for a non skid surface. The cover shall maintain a 1/2” air gap from the frame tank. MOTOR: The pump power cable shall be suitable for submersible pump applications. The cable entrance shall incorporate built in strain relief, a one piece, three way mechanical compression sealing with a fatigue reducing cable boot. The cable entrance assembly shall contain an anti-wicking block to eliminate water incursion into the motor due to Capillary wicking should the power cable be accidentally damaged. The pump motor(s) shall be 1 Hp, .75 kW, 230V, 60 Hz. 1 Phase and shall be NEMA MG-1, Design Type B equivalent. Motor(s) shall be rated at 5.0 full load amps. Motor(s) shall have a 1.15 service factor and shall be rated for 10 starts per hour. Motor(s) shall be air filled, copper wound, class B insulated with built in thermal and over amperage protection for each winding. Motor shaft shall be 403 stainless steel and shall be supported by two permanently lubricated, high temperature ball bearings, with a B-10 life rating at best efficiency point of 60,000 hours. The bearings shall be single row, double shielded, C3, deep groove type ball bearing. Motor housing and bearing housing shall be gray cast iron, ASTM A48 CLASS 30. Motors shall be suitable variable speed applications, utilizing a properly sized variable frequency. STEEL FRAME AND COVER H20 SUITABLE:No.DateDescriptionDate:10/27/21Scale: NTSENGINEERED- PUMPS/FLUID HANDLING & DISPOSAL SYSTEMSDrawn by:CBSheet No.18541 COLIER AVE. , LAKE ELSINORE, CA 92530 PH: 800 358-9095Checked by: OR1 OF 1PSIpacific southwest industriesSTORM WATER LIFT STATION DETAILSLIFT STATION DETAILSRACEWAY INDUSTRIALCARLSBAD, CAALL PIPING IS 3” SCH 80 PVC 4- FLOAT OPERATED 228” 36” 36” H20 STEEL FRAME AND COVER ANTI-FLOTATION FLANGE, w/1-PLY (11) REINFORCING RIBS 1.25” STAINLESS STEEL GUIDE RAILS 40” INLET 12” 36” T/RIM = 375.77 INLET INV. ELEV.=360.83 BOT. ELEV.= 356.77 2 D 1 A 12 D 345 4 A 5 3 C B C B 14” FITTING THE TRAFFIC FRAME AND COVER The frame and cover is meant to telescope around the OD of the tank. This will allow you to float the cover to grade and will insure the frame does not rest on the fiberglass tank. PSI suggests setting the tank a min. of 1” and no more than 2” lower than the finish surface to allow for the installation of the frame and cover as stated above. Concrete is recommended to be poured at least 6” thick and 24” wide around the frame and tank to support the traffic loads. Sizes and dimensions are for example and will differ from site to site. 38 ” ID 43” OD F & C FRAME ID 38” TANK OD 36.75” +/- 1/8”Concrete Concrete FRAME 2.5” X 3” x 1/4” COVER ½” STEEL PLATEWITH HATCH FRAME CROSS SECTION 12”3/4” crushed rock PUMP MODEL: F-31U 1 HP 230V 1 PH FLA 5.0 AMPS PERFORMANCE: 90 GPM AT 18.04 FT TDH INFORMATION AND IS THE EXCLUSIVE PROPERTY OF PSI. IT MAY NOT BE COPIED OR REPRODUCED IN ANY FORM WITHOUT THE EXPRESS WRITTEN PERMISSION OF PSI. THIS DRAWING CONTAINS CONFIDENTIALPSI pacific southwest industries ENGINEERED- PUMPS/FLUID HANDLING & DISPOSAL SYSTEMS PACKAGED LIFT STATION STORM WATER TOLL FREE 800-358-90952-2” ELEC.CONDUITCompany:Pacific Southwest Industries Name:RACEWAY INDUSTRIAL Date:10/27/2021 HCP Pumps America Catalog: HCP.60, Vers 0.3 F Series - 3600 rpm Design Point:90 US gpm, 18 ft Static Head: 16.2 ft Size:F-31U, 1ph Speed:3450 rpm Dia:3.54 in Curve:--- 3” SCH 40 PVC PIPE 40=3.048 80=2.90 TOTAL LENGTH OF PIPE RUN 50 FT 3” PVC SCH 80 90 ELBOW (QTY.)1 X FT =FT 3” PVC SCH 80 45 BEND (QTY.)0 X FT =FT 3” PVC SCH 80 TEE (QTY.)0 X FT =FT 3” GATE VALVE (QTY.)1 X FT =FT 3” CHECK VALVE (QTY.)1 X FT =FT TOTAL EQUIVALENT LENGTH FT FRICTION LOSS PER 100 FT 3” PVC 90 GPM @ 2.3 FT 79.8 /100 X FT =FT FT +FT =FT PERFORMANCE 90 GPM @ 18.04 FT FRICTION LOSS TDH THRU 3" PVC LINE FRICTION LOSS 3” TOTAL DEVELOPED HEAD STATIC HEAD 017 1.7 20 1.84 16.2 18.04 1.842.3 1.7 20 79.8 PER 100 FT LIFT STATION PROFILE & CALCULATIONS EQUIVALENT PIPE RUN CALCULATIONS 8.1 3.8 8.1 0 3” BALL VALVES 3” CHECK VALVES 12” INLET 2” CONDUIT *NOTE TO CONTRACTOR OR OTHERS: FORCE MAIN PIPES TO RUN SEPARATELY TO THE P.O.C. POINT OF CONNECTION. (3”-PVC DISCHARGE PIPES RUN STRAIGHT INTO THE 24” NYLOPLAST DRAIN BASIN.) *CONTRACTOR OR OTHERS TO FIELD VERIFY: ALL ELEVATIONS, INVERTS CONNECTIONS. ALL DIMENSIONS AND INVERTS MUST BE VERIFIED PRIOR TO CONSTRUCTION, IF THERE IS ANY DISCREPANCY THE CONTRACTOR IS TO NOTIFY THE ENGINEER PROMPTLY. P.O.C INV. ELEV. = 373.23 (INTO 24” NYLOPLAST DRAIN BASIN) FLOAT ELEVATIONS OFF ON LAG ALARM 357.77’ 360.00’ 360.50’ 362.00’ ALARM LAG ON OFF 00 ............. • • SECTION C SCALE: 3• • 1'-0" n I i z ) ◄1----+------ 1 l ==--j ~in I 35 --._i___ 30 25 20 15 t 10 ' 0 1.5 1 0.5 0 1.5 1 ' 0.5 0 10 20 30 ~ I'---..._ L t I l I 40 50 60 70 ------ I I BO 90 I c] i c'l :---- 100 / --- -~ 110 120 a I a ~ I I 130 140 1so u<> gpm 90 80 70 60 ~ u < ~ 50 u E w 40 " 30 20 10 0 "'l""" I C u, ...J ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] BLDG222,959 SF (footprint)CLR. HGT: 36'TTHE EOW WILL VERIFY THAT PERMANENT BMPS ARECONSTRUCTED AND OPERATING IN COMPLIANCE WITH THEAPPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THEEOW MUST PROVIDE:1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENTBMPS PRIOR TO CONSTRUCTION, DURINGCONSTRUCTION, AND AT FINAL INSTALLATION.2. A WET STAMPED LETTER VERIFYING THAT PERMANENTBMPS ARE CONSTRUCTED AND OPERATING PER THEREQUIREMENTS OF THE APPROVED PLANS.3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATERQUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED.PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER ISRESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVENOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNEROR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER.18" MINIMUM12" MINIMUM ;.. I 7 ~ I :~: I ' ' 'l=:· ♦... -.__,{:i:? R' -,,-, -~.._~l-----..-..: •. . 8 ' , -._ 't-, ' . "' 1.5' DEEP MAX 9,021 SQ. FT 0 12' MIN FREEBOARD 3:1 lS 1.0' DEEP 8,019 SQ. FT AGGREGATE STORAGE 6" PER FORA TED SUBDRAINS 370.69 INV. -------DISCHARGE TO HYDROMOD. 2:j3:1 4" FILTER COURSE 12" STORM DRAIN TO HYDROMOD. STORAGE 365.00 INV EX. DETENTION BASINS 375.11 MIN, SURFACE 376.30 MAX. SURFACE 3" OR 4" AC OVER 4 OR 5 BASE SECONDARY OUTLET 367.00 WEIR ,--,,-------,,---.--+.--------,-r----. ELEV.=368.00 ELEV.=368,00 ---< J ' f DISCHARGE TO HYDROMOD. SEE DETAIL HEREON T r BMP TABLE BMP ID# BMPTYPE SYMBOL CASQA NO. QUANTITY DRAWING NO, HYDROMODIFICATION & TREATMENT CONTROL 12" MIN FREEBOARD CD © BIORETENTION BASIN BIORETENTION BASIN UNDERGROUND DETENTION PROPRIETARY BIOFILTRATION ~! HYDROMODIFICATION © UNDERGROUND DETENTION !~ [8 LOW IMPACT DESIGN (LLD.) © INLET FILTER CONNECTOR PIPE SCREEN REFER TO PLAN 1.5" DEEP (MAX) 12,844 SQ, FT TC-32 TC-32 NIA TC-32 NIA TC-50 NIA WSE BMP 371.83 ELEV 1.0" DEEP 11,945 SQ. FT ~ 3: 1 3" MULCH 6,127 SF, 10,2B3 SF, 23,856CF 1 EA. 71,769 CF@10' 64,779 CF@9' BEA. 3EA. 534-9A 534-9A 534-9A 534-9A 534-9A 534-9A 534-9A SHEET NO.(S) 4, 5, 13, 16, 20, 29,31 &33 6, 13, 16, 20, 29,31 &33 10, 13, 16, 31 & 33 4, 6, 13, 16, 20, 27, 29, 31 & 33 4, 5, 6, 13, 16, 20-26&31 4, 6, 8, 9, 11, 13, 11h15h16,20,21, "2s 31&33 4, 6, 13, 16, 20, 22,23&31 INSPECTION * FREQUENCY QUARTERLY QUARTERLY TWICE PER YEAR TWICE PER YEAR MAINTENANCE * FREQUENCY AS NEEDED AS NEEDED TWICE PER YEAR ANNUALLY TWICE PER YEAR TWICE PER YEAR QUARTERLY QUARTERLY TWICE PER YEAR TWICE PER YEAR 1 CURB OPENING ___ /Q//1 . . . . . . BMP ID# BMPTYPE SYMBOL SOURCE CONTROL @ TRASH ENCLOSURE STENCILS NO DUMPING DRAINS TO OCEAN BMPSIGN REFER TO PLAN . . . .. . . . . . . . LANDSCAPING ...... . . . . . .. . . .. .. . TRASH CAPTURE BMPs ® © PROPRIETARY BIOFILTRATION INLET FILTER CONNECTOR PIPE SCREEN 8 m . REFER TO PLAN CASQA NO. SD-32 SD-13 Wf~f[ilfNtr FACILITY SC-41 TC-32 TC-50 N/A PER'MANENT WATER ,QUALITY TREATMENT FACILITY KEEPING OUR WATERWAYS CLEAN MAINTAIN WJTH CARE -NO MOD/FICA f/ONS WITHOUT AGENCY APPROVAL BMP TABLE QUANTITY DRAWING NO, SHEET NO.(S) INSPECTION * FREQUENCY MAINTENANCE * FREQUENCY 2EA. 6EA. 7EA. 1 EA. BEA . 3EA. r , ,~ -534-9A 5,9, 12,13, 14, 15 MONTHLY AS NEEDED 16, 29, 31 & 33 534-9A 4, 6, 8, 9, 11, 13, AS NEEDED 14, 15, 16, 20, ANNUALLY 29 31 & 33 534-9A 16, 20 &21 QUARTERLY AS NEEDED 534-9A 4, 6, 13, 16, 20, TWICE PER YEAR ANNUALLY 27, 29, 31 & 33 534-9A 4, 6, 8, 9, 11, 13, QUARTERLY QUARTERLY 1\ 15s 16, 20, 21, 2 2 31 & 33 534-9A 4, 6, 13, 16, 20, TWICE PER YEAR TWICE PER YEAR 22, 23 & 31 PARTY RESPONSIBLE FOR MAINTENANCE: NAME W-H CARLSBAD OWNER IX L.P. ADDRESS 600 WEST BROADWAY, STE 1150 CCNTACT ERIC HEPFER SAN DIEGO. CA 92101 EMAIL ERIC.HEPFEROHINES.COM PHONE NO. -~(=85=8)~43~5-~40=2=5 __ PLAN PREPARED BY: ~· n~.\'\. 0 NAME REINHARD STENZEL \,__,\.( ~ COMPANY THIENES ENGINEERING, INC. SIGNATURE ADDRESS 14349 FIRESTONE BOULEVARD LA MIRADA, CA 90638 PHONE NO. -~(~71_4)~52_1-_48_1~1 __ C.E. NO, 561 Exp. 12-31-22 C/V\\.. CERTIFICATION RCE NO. 56155 BMP NOTES: 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 TI,E 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 SWQMP FOR ADDITIONAL INFORMATION. RD SD FLOW ARROWS ROOF DRAIN BMP CONSTRUCTION AND INSPECTION NOTES: II AS BUILT" 4" FILTER COURSE l..,..ia!.=cl!..=j:!6=.,!1,~ad!,..,~!I,,,.~. §( BOTTOM OF ROCK ELEV.=367.74 8,498 SQ. FT 10' HIGH URBAN POND ELEV,=358,00 (1) 1-1/4" DIA HOLE 30' OUTLET TO LINE "A" 10" HIGH URBAN POND ELEV.•358,00 (1) 1-1/4" DIA HOLE BASIN SECTION 362.50 INV 24" STORM DRAIN TO HYDROMOD. STORAGE 6" PERFORATED SUBDRAINS 367.99 INV. .C.E. NO. 56155 Exp. 12-31-22 C/V\\.. AGGREGATE STORAGE 18" BY 12• LANDSCAPE ORIENTATION ONLY. CONSTRUCTED OF DURABLE MAlERIALS, PERMANENTLY MOUNTED IN VISIBLE LOCATIONS FOR TWO THE BIOFILTRATIONS (BF-1) AND ONE MODULAR WETLAND (BF-3). PERMANENT BMP SIGNAGE RCE __ _ REVIE\-/ED BY, EXP, ___ _ DATE INSPECTOR DATE mo Thienes Engineering, Inc. 1[J CML ENG/NEERJNG • LAND SURVEYING 143#1 RRESTONE BOULE:vARO 1----+---+-------------e---+--+---+--~~~c-rT=EN=r=IN=E~=r=IN=G--'~=t-'-'pr=R_c,.c~=~c.c_J?c_A_D-----"~ lA At-CA1JFORN/A 906J8 l'H.{714)521--4811 FAK{7U}521-4173 Prepared Under The Supervision Of : -w2 ate :05/02/22 REINHARD STEN EL RCE NO. 56155 1 DAlE INITIAL DAlE INITIAL DAlE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL GRADING PLANS FOR: RACEWAY INDUSTRIAL CARLSBAD, CALIFORNIA GR 2021-0045 SINGLE SHEET BMP SITE PLAN APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP. 9/30/22 DAlE RVWD BY: PROJECT NO. DRAWING NO. CHKD BY: MS 2021-0003 534-9A ATTACHMENT 5 Geotechnical Report GEOTECHNICAL ENGINEERING REPORT for Proposed Warehouse Development SEC Melrose Drive and Lionshead Ave, Carlsbad, CA Prepared For: Hines 444 South Flower Street Los Angeles, California 90071 Prepared By: Langan Engineering and Environmental Services, Inc. 18575 Jamboree Road, Suite 150 Irvine, California 92612 16 April 2021 Langan Project No.: 700086702 LAN6AN 18575 Jamboree Road, Suite 150 Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan .com New Jersey • New York • Connecticut • Massachusetts • Pennsylvania • Washington, DC •Ohio • Florida • Texas • Colorado • Arizona • Washington • California Athens • Calgary • Dubai • London • Panama GEOTECHNICAL ENGINEERING REPORT for Proposed Warehouse Development SEC Melrose Drive and Lionshead Ave, Carlsbad, CA Prepared For: Hines 444 South Flower Street Los Angeles, California 90071 Prepared By: Langan Engineering & Environmental Services, Inc. 18575 Jamboree Road, Suite 150 Irvin California 92612 Enrique A. Riutort, PE, GE Senior Project Manager GE#2683 relli, PE, GE Principal GE#3042 16 April 2021 700086702 LANliAN 185 7 5 Jamboree Road, Suite I 50 Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan .com N w Jersey • New York • Connec lcut • Massachusetts • Pennsylvania • Washington, DC • Ohio • Florida • Te a5 • Color11do • Arlz.ona • Weshlngton • C ii ornle Athens • Calgary • Dubai • London • Panama Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page i TABLE OF CONTENT 1.0 INTRODUCTION ............................................................................................................. 1 2.0 PROJECT OVERVIEW .................................................................................................... 1 3.0 REVIEW OF AVAILABLE INFORMATION ...................................................................... 2 4.0 GEOTECHNICAL EXPLORATION .................................................................................. 5 5.0 SUBSURFACE CONDITIONS ......................................................................................... 7 6.0 GEOTECHNICAL EVALUATION AND DESIGN RECOMMENDATION ......................... 8 6.6.1 General Conditions ......................................................................................................10 6.6.2 Material Properties ......................................................................................................10 6.6.3 Static Gross and Seismic Slope Stability .....................................................................11 7.0 BUILDING AND SITE PREPARATION...........................................................................13 2.1 Existing Site Conditions ............................................................................................... 1 2.2 Pro posed Development ............................................................................................... 1 3.1 Document Review ....................................................................................................... 2 3.2 Site Development History ............................................................................................ 2 3.3 Reg ional and Local Geologic Setting ............................................................................ 3 3.4 Geologic Haza rd Review .............................................................................................. 3 4.1 Field Percolation Testing .............................................................................................. 6 4.2 Laboratory Testing ....................................................................................................... 6 4.3 Geophysical Testing ..................................................................................................... 7 6.1 Evaluation of Fill ........................................................................................................... 8 6.2 Seismic Design Criteria ............................................................................................... . 6.3 Expansive Soil .............................................................................................................. 9 6.4 Buildin g Foundations .................................................................................................... 9 6.5 Proposed Site Retaining Walls .................................................................................... 1 O 6.6 Existing Fill Slope Stability Analysis ............................................................................. 10 6. 7 Pavement Sections ..................................................................................................... 11 6.8 Corrosion Considerations ............................................................................................ 12 6.9 Floor Slabs .................................................................................................................. 13 6.10 Utility Support ............................................................................................................. 13 7 .1 Excavation and Grading ............................................................................................... 13 7 .2 Fill Material and Compaction Criteria ........................................................................... 14 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page ii 8.0 PROTECTION OF NEIGHBORING STRUCTURES ........................................................15 9.0 RECOMMENDED FUTURE TASKS AND INTERACTION .............................................15 10.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION QUALITY ASSURANCE ...........................................................................................................15 11.0 OWNER AND CONTRACTOR RESPONSIBILITIES ......................................................16 12.0 LIMITATIONS ................................................................................................................16 13.0 REFERENCES ................................................................................................................17 REFERENCES FIGURES Figure 1 – Site Vicinity Map Figure 2 – Regional Geologic Map Figure 3 – Regional Seismicity Map Figure 4 – Fault Map Figure 5 – Liquefaction Hazard Zone Map Figure 6 – Flood Hazard Zone Map Figure 7 – FEMA Flood Insurance Rate Map Figure 8 – Dam Inundation Hazard Map Figure 9 – Boring Location Plan Figure 10A – Generalized Subsurface Cross Section A-A’ Figure 10B – Generalized Subsurface Cross Section B-B’ APPENDICES A Historic Earthquake Search B Boring Logs C Field Percolation Results D Laboratory Test Results E Field Shear Wave Testing Results F Slope/W Stability Graphical Outputs 7 .3 Site Drain age .............................................................................................................. 14 7.4 Hardscape Elements ................................................................................................... 15 13.1 Publications ................................................................................................................. 17 13.2 Plans ........................................................................................................................... 17 13.3 Reports ....................................................................................................................... 17 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 1 1.0 INTRODUCTION As requested and in accordance with our Proposal for Design Level Geotechnical Exploration Services, dated 2 September 2020 and revised 11 December 2020, and following subsequent authorization by Hines Conceptual Construction and Ware Malcomb, Langan Engineering and Environmental Services, Inc. (LANGAN) has prepared this geotechnical exploration report for the proposed warehouse building (Project) located on South East Corner of Melrose Drive & Lionshead Avenue, Carlsbad, California (Site). This report updates and supersedes our report titled ”Limited Geotechnical Exploration & Report “, dated 21 October 2020 and revised 28 October 2020. Provided herein is a summary of LANGAN’s understanding of the geotechnical and geological aspects of the Site, including the existing site conditions and proposed improvements; a description of the subsurface investigations that have been performed at the Site to date; and geotechnical and construction related recommendations pertaining to foundations, retaining walls, site grading, and utility support. Recommendations provided herein are in accordance with the 2019 California Building Code (2019 CBC) and the City of Carlsbad Municipal Code. 2.0 PROJECT OVERVIEW 2.1 Existing Site Conditions The proposed Project is located on an approximate 840,000-square-foot vacant parcel in Carlsbad, California. The Site is bounded by Lionshead Avenue to the north, Eagle Drive to the east, commercial development to the south, and Melrose Drive to the west. Refer to Figure 1 for a site vicinity map. Most of the Site has generally flat to gently sloping terrain that ascends from north to south and west to east, with 2H:1V (horizontal to vertical) slopes,up to approximatey 6 feet high, along the perimeter that descend from the Site to Lionshead Avenue and Eagle Drive (north and northeast limits) and ascend up to approximately 50 feet from the parcel to the streets and neighboring development (east, west, and southern limits). Concrete v-ditches are installed along the slope and direct water onto this Site at various locations. Burrow holes up to 4-inch diameter are present at the surface of the slopes. Site elevations vary from approximately el 375 on the western portion of the Site to approximately el 382 on the eastern portion. Elevations referenced herein are in feet and are above mean sea level (MSL), unless indicated otherwise. Aerial photographs from Google Earth indicates that the Site appears was previously mass graded (cut/fill) to a relatively flat parcel between the years 2004 and 2006. Two storm drain basins are located adjacent to Lionshead Avenue. These basins capture storm water on the Site, which is discharged into the City’s storm drain. Landscape features such trees and vegetation occupy the east, northern, and western Site limits adjacent to Eagle Drive, Lionshead Avenue, and Melrose Drive. 2.2 Proposed Development We understand the proposed development consists of an approximately 250,000-square-feet warehouse building and new retaining wall. Based on the plans titled “Conceptual Grading Plans” by Thienes Engineering the pad elevation for the warehouse is approximately el. 382 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 2 which would require 4 to 5 feet of cut and fill across the building footprint. A new retaining wall will need to be built within the limits of the existing slope on the southern part of the property. We have assumed that the tallest portion of the wall will be in the southeast corner of the Site and will have a height of up to 25 feet; full design recommendations for the retaining wall will be included in a separate addendum to this geotechnical investigation report when final wall plans are available. The remainder of the site improvements include new pavement, truck and trailer parking areas and new detention ponds adjacent to Lionshead Avenue. 3.0 REVIEW OF AVAILABLE INFORMATION Document Review Information that LANGAN reviewed included reports, maps, and other publically available information from the United States Geological Survey (USGS), California Geological Survey (CGS), California Department of Conservation – Division of Mines and Geology (DMG), City of Carlsbad (City), County of San Diego (County), Federal Emergency Management Agency (FEMA), California Geologic Energy Management Division (CalGEM), land title surveys, and a Phase I ESA dated October 12, 2020. Site Development History Based on our review of provided documents and aerial imagery on Google Earth for the Site, the Site was initially occupied by Carlsbad Raceway consisting of asphalt dragstrip, dirt tracks, bleachers, and one-story wooden structures. This raceway occupied the Site until approximately 2004 to 2006 when the Site and surrounding area were mass graded for future developments. Three natural canyons crossed the Site, two smaller canyons on the western half and one larger canyon on the eastern half of the Site. After mass grading occurred these canyons were no longer visible. Based on documents reviewed the western half of the Site was generally in a cut condition during grading with the eastern half having cut and fill areas. LANGAN was provided copies of two ALTA surveys, one Environmental Site Assessment Phase 1, and a copy of a report titled “Final Report of Testing and Observation Services During Site Grading” from a public records request from the City of Carlsbad. Brief summaries of geotechnical information from the referenced documents are provided below. O’Day Consultants, “ATLA Survey of Carlsbad Raceway” dated June 2004 In 2004, O’Day consultants prepared an ALTA Survey of Carlsbad Raceway. This survey identifies the following: existing ground elevations at the time of the survey, the raceway had concrete pad areas with the raceway constructed out of asphalt, various one-story wooden sheds, bleachers, fencing, easements, and identifies sewer lift station and sewer pipelines controlled by the City of Vista. Geocon, Inc., “Final Report of Testing and Observation Services During Site Grading”, dated 5 June 2006 The site is identified as Lots 1 (adjacent to Melrose Drive) through Lot 4 (adjacent to Eagle Dr) on the grading plans prepared by O’Day Consultants. The report documents the installation of canyon subdrains in “Lot 4” and the placement of up to 45 feet of compacted fill at the site. The canyon subdrains in Lot 4 are reported to connect to the Carlsbad Raceway Business Park subdrain system. Expansion Index testing performed on compacted fills range from 18 to 130. 3.1 3.2 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 3 Based on the report, density testing performed on compacted fills indicated fills were placed at a minimum compaction of 90 percent based on ASTM D1557. Thienes Engineering, Inc. “ALTA/NSPS Land Title Survey – Southeast corner of S Melrose Drive and Lionshead Avenue” dated October 2020. In October 2020, Thienes Engineering, Inc. prepared an ALTA/NSPS Land Title Survey at the Southeast corner of Melrose Drive and Lionshead Avenue. The survey identifies existing features, utilities, and easements. The southern limits of the subject property is an ascending graded slope with concrete v-ditches and discharge outlets at various locations along the toe of the slope. Two locations are mapped as storm drain collection inlets that are connected to the existing city storm water infrastructure. Regional and Local Geologic Setting The Site is located within the north-central coastal plain of San Diego County, which is part of the Peninsular Ranges Geomorphic Province of Southern California. This Province consists of a series of mountain ranges separated by northwest trending valleys sub-parallel to faults that branch from the San Andreas Fault and is characterized by erosional processes (i.e., gully erosion and washing). Bedrock typically consists of a small volume of high-grade metamorphic rocks intruded by Mesozoic-age igneous plutons, overlain by Cenozoic-age sedimentary rocks. According to the CGS Geologic Map of the Oceanside 30’ by 60’ Quadrangle (2007), the Site is underlain by the middle Eocene Santiago Formation (map symbol Tsa), characterized by moderately sorted arkosic sandstone, with vertical and lateral interbeds, tongues, and lens of claystone and siltstones. The Santiago Formation is underlain at depth by middle Cretaceous tonalite. This igneous bedrock is described as massive, coarse-grained, light gray, hornblende- biotite tonalite. See Figure 2. Geologic Hazard Review Our geologic hazard review was performed in general accordance with CGS Special Publication 117A, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” dated 2008. The following subsections present the results of our hazard review. Regional Faulting - Recognized and mapped faults that are located within a 100-kilometer (km) radius of the Site based on the “2014 USGS National Seismic Hazards Maps” are shown on Figure 3. Based on our review, the closest known fault to the Site is the Rose Canyon Fault located approximately 8.2 miles (13.6 kilometers (km)) west of the Site. The next closest faults are the Oceanside alt1 Fault located approximately 12.1 miles (20.4 km) south of the west and Elsinore (Temecula) Fault located approximately 19.8 miles (31.8 km) east of the Site. The Site is located in an active seismic area that has historically been affected by generally moderate to occasionally high levels of ground motion. Therefore, the proposed development will probably experience moderate to occasionally high levels of ground motion from nearby faults as well as ground motions from other active seismic areas of the southern California region. Regional Seismicity - A search of the Uniform California Earthquake Rupture Forecast (UCERF3), accessed on 12 October 2020, using a web-based Earthquake Archive Search and URL Builder tool, found that 28 earthquakes with magnitudes greater than 5.0 have 3.3 3.4 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 4 occurred within a 100-km radius of the Site since 1800. A summary of the UCERF3 reported earthquake events are provided in Appendix A. Surface Rupture - Earthquake Fault Zones are regulatory zones delineated by CGS around active faults with the potentials to cause surface rupture. The zones average approximately ¼-mile in width. A review of the Earthquake Faults within the City of Carlsbad General Plan (Figure 3.5-2 indicates that the site is not within a mapped, currently established Alquist-Priolo Special Study Zone or a Fault Rupture Study Area (Figure 4). Liquefaction – Liquefaction is a transformation of soil from a solid to a liquefied state during which saturated soil temporarily loses strength resulting from the buildup of excess pore water pressure, especially during earthquake-induced cyclic loading. Soil susceptible to liquefaction includes loose to medium-dense sand and gravel, and low- plasticity silts below the groundwater table. Based on a review of the General Plan Chapter 6 Public Safety, the Site is not located within a mapped, currently established liquefaction-potential investigation zone. Based on our review of available soil and geological conditions, the Site generally consists artificial fills of sandy clays and clayey sands, underlain by silty and clayey sandstones and sandy claystones and siltstones. Due to the presence of fine-grained materials at the Site, liquefaction potential is anticipated to be low. See Figure 5. Historical High Groundwater – As noted above, the presence of groundwater may increase the susceptibility to liquefaction for loose to medium granular soils and low- plasticity silts at the Site when subjected to sufficient ground shaking. Based on our limited geotechnical field exploration at the Site, groundwater was not encountered to the maximum explored depth of 26.5 feet. A review of the Department of Water Resources also does not indicate the presence of monitoring wells with groundwater measurements within or adjacent to the Site. Landslides – A review of the City’s Public Safety indicates that the Site is not located within a mapped area, currently established zone of landslide susceptibility. Seismically-Induced Ground Deformations - Seismically-induced ground deformations include ground-surface settlement and differential settlement resulting from liquefaction- induced ground deformation and cyclic densification of unsaturated sands and gravels from earthquakes. As discussed above, the Site is not within a mapped liquefaction- hazard investigation zone. Therefore, liquefaction-induced settlement of soils below the groundwater table and cyclic densification of dry sand and gravels is not an anticipated hazard at the Site. Lateral Spreading - Lateral spreading is a phenomenon in which surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. The surficial blocks are transported downslope or in the direction of a free face, such as a slope, by earthquake and gravitational forces. The Site is not located within a currently established liquefaction hazard zone; therefore, lateral spreading is not anticipated within the Site. Flood Mapping – According to the San Diego Geographic Information Source Interactive Map and the City of Carlsbad General Plan, the Site is not located within a mapped 100- year floodway or 100-year floodplain, as shown in Figure 6. Additionally, based on the FEMA Flood Insurance Rate Map Number 06073C0788J, dated 16 May 2012, the Site is not located within a determined flood hazards area, as shown in Figure 7. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 5 Tsunami and Seiche and Inundation – A tsunami is a long, high sea wave based by an earthquake, submarine landslide, or other disturbances. A seiche is an oscillation of surface water in an enclosed or semi-enclosed basin such as a lake, bay, or harbor. According to information and maps available from the California Department of Conservation and the City of Carlsbad General Plan Chapter 6, the Site is not within a mapped tsunami inundation hazard zone, as shown. The closest mapped Dam is the Bressi Dam which according to the city does not have inundation zones associated with it. The second closest Dam is the Maerkle Dam and Reservoir which have mapped inundation zones and the Site is not mapped within this zone. The Site is not within close proximity to adjacent water bodies; therefore, site inundations from a tsunami, seiche, and dam failure are not anticipated (Figure 8). Subsidence - Land subsidence may be induced from withdrawal of oil, gas, or water from wells or from settlement of the landfill. According to a search on the CalGEM Well Finder online tool, there are no oil, gas, or geothermal wells within or immediately adjacent to the Site. Therefore, the Site is not considered to be subject to land subsidence from oil, gas, or water withdrawal from oil wells. Expansive Soils – Expansive soils can result in differential movement of structures, including slab heave and cracking, differential movement between foundations, and cracking of pavements and sidewalks. Potentially expansive soils are defined by the 2019 California Building Code (CBC) as soils with expansion indices (EI) greater than 20. Based on our geotechnical exploration, and review of the reported Geocon, Inc., “Final Report of Testing and Observation Services During Site Grading”, existing fill at the Site exhibited a “medium to very high” expansion potential. SUBSURFACE INVESTIGATION 4.0 GEOTECHNICAL EXPLORATION Our geotechnical subsurface exploration program consisted of nineteen hollow stem auger (HSA) borings, identified as LB-1 and LB-19, drilled to approximately 9 feet and 51.5 feet below ground surface (bgs), respectively. Prior to drilling, the boring location was marked out on site by a LANGAN field engineer. Underground Service Alert of Southern California (USA/DigAlert) was contacted to locate and mark known public underground utilities present within the public rights- of-way. A private utility-locating subcontractor also performed underground utility check at the boring location to confirm the location was clear of subsurface utilities and obstructions. Refer to Figure 9 for approximate boring locations. Borings LB-1 through LB-4 was drilled by Yellow Jacket Drilling on 8 October 2021 using a truck- mounted drill rig under the full-time observation of a LANGAN field engineer. The borings were advanced with the drill rig using conventional drilling techniques. Standard Penetration Tests (SPT)1 and California Modified Ring sampling were generally performed at 5-foot intervals until boring termination depth, following the guidelines of ASTM D1586 and ASTM D3550. California Modified Ring samples were collected at select locations using a 3.0-inch-outer-diameter split- barrel California sampler lined with 2.42-inch-inner-diameter brass rings. SPT N-values were 1 The Standard Penetration Test is a measure of the soil density and consistency. The SPT N-value is defined as the number of blows required to drive a 2-inch outer diameter split-barrel sampler 12-inches, after an initial penetration of 6 inches, using a 140-pound automatic hammer free falling of a height of 30 inches (ASTM D1586). Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 6 recorded to identify the relative density and stiffness of the cohesionless and cohesive soils, respectively. Upon completion, the borings were backfilled with soil cuttings to near ground surface and excess auger cuttings were dispersed on-site around the borehole location. Borings LB-5 through LB-17 and LB-19 were drilled by Yellow Jacket Drilling between 8 and 10 March 2021 and on 15 March 2021 using a truck-mounted drill rig under the full-time observation of a LANGAN field engineer. Boring LB-18 was drilled by Yellow Jacket Drilling on 10 March 2021 using a limited access track-mounted rig. The borings were advanced using conventional drilling techniques. Standard Penetration Tests (SPT)1 and California Modified Ring sampling were generally performed semi-continuously within the upper 10-feet and at 5-foot intervals until boring termination depth, following the guidelines of ASTM D1586 and ASTM D3550. California Modified Ring samples were collected at select locations using a 3.0-inch-outer-diameter split-barrel California sampler lined with 2.42-inch-inner-diameter brass rings. SPT N-values were recorded to identify the relative density and stiffness of the cohesionless and cohesive soils, respectively. Upon completion, the borings were backfilled via tremie method with cement-grout slurry to near ground surface. Excess soil cuttings generated during drilling were temporarily stored on-site in Department of Transportation (DOT) approved 55-gallon drums soil and disposed by Belshire Environmental Services, Inc. Retrieved soil samples were visually examined and classified in the field following the Unified Soil Classification System (USCS) and confirmed by re-examination in our office. A copy of the boring logs are provided in Appendix B. 4.1 Field Percolation Testing The field investigation for the percolation testing program consisted of drilling two (2) borings, identified as LP-1 and LP-2, and within two (2) soil borings, identified as LB-5 and LB-6, to depths of approximately 5 and 9 feet below existing grade (el 368 and 363), respectively. The borings were drilled and percolation tests were performed between 8 and 10 March 2021 by Yellow Jacket Drilling under the full-time engineering observation of a field engineer from our office. Percolation testing was performed in accordance with the City of Carlsbad “Carlsbad BMP Design Manual”. Results of the percolation testing are provided in Appendix C. 4.2 Laboratory Testing Select representative soil samples retrieved from the borings were delivered to a geotechnical laboratory to determine the physical and engineering index properties of the samples. Our laboratory testing program included the following analyses: Dry Density & Moisture Content (ASTM D7263) Modified Proctor (ASTM D1557) Direct Shear (ASTM D3080) Sieve Analysis (ASTM D422) R-Value (ASTM D2844) Expansion Index (ASTM D4829) Consolidation (ASTM D2435) Electrical Resistivity – CTM 643 Chloride Content – CTM 422 Sulfate Content – CTM 417 Soil pH – CTM 643 Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 7 Copies of the laboratory test results are provided in Appendix D. 4.3 Geophysical Testing Shear wave velocity profiling was performed by Atlas Technical Consultants (Atlas) using surface geophysical testing method to obtain estimates of the average shear wave velocity within 100 feet bgs. Atlas performed the refraction microtremor (ReMi) technique to estimate in-situ Rayleigh-wave (shear-wave) velocities. Atlas summarized the results of their testing in a report dated 17 March 2021 that is presented in Appendix E for reference. Based on the results of two field refraction microtremor profiles SL-1 and SL-2, average shear wave velocities to 100 feet bgs were 1,094 feet-per-second and 1,316 feet-per-second. 5.0 SUBSURFACE CONDITIONS Based on our field exploration and interpretation of laboratory testing, the Site is generally underlain by existing fill underlain by either alluvium or bedrock. Alluvial deposits were encountered where previously drainage channels existed. Details of the subsurface conditions encountered in our borings are summarized below. See Figure 10a and 10b for a generalized graphical representation of the subsurface conditions. Existing Documented Fill: We encountered existing fill within all borings. In borings LB- 1, LB-2, LB-5, LB-7, LB-17, and LB-19 existing fill ranges from approximately 1 feet to 3 feet below ground surface and in borings LB-3, LB-4, LB-6, LB-8 through LB-16, and LB- 18 existing fill ranges from approximately 10 feet to 45 feet. Existing Fill consists of clayey sands and sands with varying amounts of gravel. SPT N-values generally ranged from 11 blows per foot to 28 blows per foot. Laboratory testing performed on select samples measured dry densities ranging from 98.4 to 126 pounds per cubic foot (pcf), moisture contents ranging from 2.5 to 23.8 percent. Near surface soil collected measured fine content of 57 percent, and an expansion indices of 54, 63, 66, and 78. Atterberg Limits testing was performed on select soil samples which measured Liquid Limits ranging from 32 to 49, Plastic Limits ranging from 20 to 24, and Plastic Indices ranging from 8 to 26. Direct shear testing was performed on select samples within the proposed building footprint measured ultimate cohesion ranging from 300 to 700 pound per square foot (psf) and internal friction angles ranging from 23.5 to 30 degrees. Direct shear testing was performed on select samples for the proposed site retaining wall measured ultimate cohesion ranging from 300 to 800 psf and internal friction angles ranging from 25 to 28 degrees. Alluvial Deposits: An approximately 3 feet thick layer of Alluvial deposits were encountered in boring LB-4 and LB-9 at approximately 13 and 23 feet below ground surface, respectively. The alluvial soils were observed to consist of stiff clay with trace rootlets consistent with bottom of drainage channels. Santiago Formation (Tsa): Santiago formation deposits were encountered in all borings to the maximum explored depth of 51.5 feet, consisting of claystones and sandstones. SPT N-values generally ranged from 13 blows per foot to 50 blows per foot to sampler refusal (i.e. sampler did not penetrate the full 12 inches) where Santiago Formation was encountered. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 8 Laboratory testing performed on select samples measured dry densities ranging from 106.8 to 111 pounds per cubic foot (pcf), moisture contents ranging from 6.9 to 19.4 percent. Direct shear testing was performed on select samples within the proposed building footprint measured ultimate cohesion ranging from 0 to 400 psf and internal friction angles ranging from 25.5 to 28 degrees. Groundwater: Groundwater was not encountered to the maximum depth explored of 51.5 feet. 6.0 GEOTECHNICAL EVALUATION AND DESIGN RECOMMENDATION 6.1 Evaluation of Fill Settlement potential of the existing fill soils were evaluated by analyzing the in-place relative compaction. Using the in-place dry densities obtained from the California Modified sampler and the maximum densities obtained in the laboratory, we calculated relative at or greater than 90% relative compaction. . 6.2 Seismic Design Criteria Seismic design of structures can be designed in accordance with the provisions of American Society of Civil Engineers (ASCE) 7-16 and 2019 CBC. Specific seismic site class information can be developed with site specific testing and measurement. Based on the available subsurface information at the site and the seismic provisions of these codes and the two field refraction micro-tremor tests and the proposed subsurface under the building, the following seismic design parameters are recommended for the proposed development: Type Value Description SS 0.925 MCER mapped spectral response acceleration at short period S1 0.34 MCER mapped spectral response acceleration at one-second period Fa 1.0 Site Amplification Factor at 0.2 second Fv 1.7 Site Amplification Factor at 1.0 second SMS 1.045 Site-modified spectral acceleration at short period SM1 0.578 Site-modified spectral acceleration at one-second period SDS .697 Design earthquake spectral response acceleration at short period SD1 0.385 Design earthquake spectral response acceleration at one-second period PGAM 0.481 MCE geometric mean peak ground acceleration adjusted for site class effects Notes: 1. Values based on Site Class D. 2. MCE = Maximum Considered Earthquake 3. MCER = Risked-Targeted Maximum Considered Earthquake Based on deaggregation of the probabilistic seismic hazard spectrum from the USGS Unified Hazard Tool, the mean and modal earthquakes for the 2 percent probability of exceedance in 50 years (2,475-year return period) event are 6.63 and 6.89 moment magnitudes, respectively. Seismic design parameters were determined for a Site Class D, assuming that the proposed structures have fundamental periods of vibration equal to or less than 0.5 seconds. The structural Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 9 engineer should confirm the structural fundamental period of vibration and the seismic design approach. The structural engineer should provide the fundamental period of vibration to LANGAN and confirm if Exception No. 2 of Section 11.4.8 of ASCE 7-16 and if simplified design procedures in accordance with Section 12.14 of ASCE 7-16 will be utilized for seismic design. If the exception is not being used a site specific seismic site response analysis may be required for final design. 6.3 Expansive Soil Potentially expansive soils are defined by the 2019 CBC as soils with EI greater than 20. Based on laboratory test results and the previous grading report, the on-site existing fill soils generally exhibit medium to very high expansion potential (EI range 54 to 130). Expansive soils swell or shrink when the moisture content of the soil changes. A soil’s moisture content can change through cyclic wet/dry weather cycles, variations in the groundwater level, installation of irrigation systems, change in landscape plantings, and changes in site grading. Leaking utilities can also drastically change soil moisture content. Methods commonly used to reduce the effects of expansive soils include controlling the moisture content of the soils prior to placement of surface finishes, use of impermeable barriers around foundations, confinement of expansive soils through the use of non-expansive soil caps, and chemical stabilization. The Site should be designed to promote positive drainage away from the pavements and landscaping should consist of mainly drought tolerant native planting that requires limited irrigation. Confirmatory expansion index testing should be performed on the actual subgrade material during grading. 6.4 Building Foundations The existing fill soils within the proposed building footprint are suitable for support of the proposed warehouse building. Provided grading is performed as recommended herein, a bearing value of 3,500 pounds per square foot (psf) may be used for continuous and isolated footings founded at a minimum depth of 24 inches below the lowest adjacent grade and having a minimum width of 24 inches. Recommended allowable bearing values include both dead and live loads, and may be increased by one-third for wind and seismic forces. The proposed warehouse building excavation will result in a cut/fill transition between existing fill soils and bedrock as a result of the previous mass grading. The proposed building pad should be over-excavated so that the footings are bearing on a minimum of 4 feet of recompacted fill. and the recompacted fill limits should extend at least 4 feet beyond the lateral limits of the largest footing in the area. Footing total settlement of less than 1 inch and total differential settlements of less than ½-inch over 50 feet is anticipated with foundations bearing on controlled compacted fill soil. Since the entire building will be sitting on engineered fill over rock, seismic settlement of less than ½ inch is anticipated under the design earthquake ground shaking. Footing excavations should be performed using a backhoe bucket fitted with a smooth steel plate welded across the bucket teeth to reduce the potential for disturbance during excavation and to provide a smooth bearing surface. The footing subgrades should be firm and unyielding inspected and approved by a qualified geotechnical engineer prior to steel placement and/or concrete placement. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 10 Foundations should be constructed as soon as possible following subgrade approval. The contractor shall be responsible for maintaining the subgrade in its as approved condition (i.e. free of water, debris, etc.) until the footing is constructed. Foundations may be designed to resist lateral loads with an allowable passive pressure of 100 psf/ft. Footing’s lateral sliding resistance can be designed using an ultimate coefficient of friction equal to 0.30. The use of full passive pressure should be used with caution as significant movement is necessary to mobilize the allowable resisting passive pressure. Any excavations for permanent utility installations performed in front of footings would prevent the use of passive pressures as utility damage could occur with excessive movement. Additionally, the use of sliding resistance, sliding friction alone or in combination with passive resistance, should be based upon the conditions at the building foundation location. Should additional lateral resistance be required, Langan should be notified so we can perform additional analyses and develop supplemental recommendations. Should higher bearing capacities be requested, the fill could be improved with ground improvement methods such as rammed aggregate piers that extended 5 feet into the Santiago Formation. Typically this type of ground improvement method can achieve bearing capacities of 6,000 psf or higher. If this ground improvement technique or an alternate method is proposed, we can provide a supplemental memorandum to address the proposed method. 6.5 Proposed Site Retaining Walls Site retaining walls of the proposed development are on the southern limits of the Site. The retaining wall system is anticipated to be a two to three-tier system. These retaining walls are presumed to be free to rotate. Retaining wall recommendations will be provided in a separate addendum to this geotechnical report once final wall plans are available. 6.6 Existing Fill Slope Stability Analysis 6.6.1 General Conditions A two-dimensional (2D) slope stability evaluation was performed using the “SLOPE/W” computer modeling software. “SLOPE/W” is a limit equilibrium analysis package capable of modeling soil and rock conditions to assess stability for a variety of slope and potential slide surface configurations. Based on the ALTA/NSPS Survey plans provided by the Client, the slope at Section B-B’ was evaluated for static and pseudostatic stabilities. 6.6.2 Material Properties Based on our interpretation of the subsurface conditions at the site, a generalized two- dimensional (2D) subsurface profile was developed and used in our analysis. The 2D models and plane-strain analyses were developed to approximate the actual three-dimensional (3D) conditions of the slopes, taking into consideration that 2D models are generally considered to result in lower factor of safety for slope stability than 3D models. The subsurface is generally underlain by Documented Fill underlain by the Santiago Formation, with properties based on laboratory testing performed on samples collected during our March 2021 subsurface exploration. The engineering properties of subsurface materials are shown in Table 1. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 11 Table 1 – Properties of Subsurface Materials Material1 Total Unit Weight, γ (pcf) Mohr-Coulomb Peak Cohesion, c (psf) Mohr-Coulomb Peak Friction Angle, φ (degrees) Sandy CLAY (CL) [FILL] 115 400 28 Silty CLAY (CL) [FILL] 120 300 25 Silty CLAY (CL) [FILL] 125 800 26.5 SantiagoFormation (Tsa) 127 400 25.5 Assumed MSE Wall Backfill2 125 0 30 Notes: 1. Material properties for this layer are based on laboratory test results (Appendix C). 2. Assumed MSE Wall Backfill parameters used based on previous projects were Segmented Block Walls were designed. 6.6.3 Static Gross and Seismic Slope Stability Under static loading, the slope configuration at Section B-B’ is considered stable with a factor of safety greater than 1.5. Under pseudostatic loading, the slope is also considered stable with a factor of safety greater or equal to 1.1. The results of our analyses for the proposed slope configurations are summarized below. Outputs from SLOPE/W for the slope configuration are included in Appendix F. Table 2 – Static Loading Global Slope Stability Analysis Results Section Factor of Safety Static Condition Factor of Safety Pseudostatic Condition 1 B-B’ 2.1 1.5 Notes: 1. Maximum horizontal seismic coefficient kh = 0.15 under pseudostatic condition. 6.7 Pavement Sections The appropriate pavement section depends on the type and strength of subgrade soil at final subgrade, traffic load, and planned pavement life. Recommendations provided herein are in accordance with the 2017 California Department of Transportation Highway Design Manual (HDM) and American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI-330R). Preliminary pavement recommendations are provided herein to support the anticipated traffic loads for the proposed pavement uses. Traffic indices were assumed based on similar projects and should be confirmed for the final pavement design. Parameters for the flexible and rigid pavement designs, using a laboratory R-value of 6 are summarized in Table 3. Table 3 – Pavement Recommendations Pavement Type Traffic Index Section Thickness Asphalt Concrete Portland Cement Concrete Class 2 Aggregate Base Asphaltic Concrete 5.0 4 inches --- 10 inches 6.0 4 inches --- 12 inches Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 12 7.0 4 inches --- 16 inches 8.0 4 inches --- 20 inches Portland Cement Concrete (4,000psi) 5.0 – 8.0 --- 6.5 inches 6 inches Pavements are presumed to be underlain by subgrade soils consisting of compacted fill or competent alluvium. The subgrade within the upper 24 inches of the pavement section should be moisture conditioned to within 2 percent of optimum moisture content and compacted to a minimum of 95 percent of the laboratory maximum dry density, as determined by ASTM D1557 (Modified Proctor). Following subgrade preparation and compaction, Class II aggregate base should be moisture conditioned to within 2 percent of optimum moisture content and compacted to a minimum of 95 percent of the laboratory maximum dry density, as determined by ASTM D1557 (Modified Proctor). The concrete should have a minimum 28-day compressive strength of 4,000 psi. Rigid concrete pavement sections should be sufficiently reinforced to resist the intended loading conditions and designed for soils with medium to high expansion potential. Jointing details should follow American Concrete Institute (ACI) recommendations. Final structural pavement section design should be based on the traffic indices provided by the project’s traffic engineer and the R-value test results of the subgrade soils upon completion of site grading. Due to the extensive grading that will be required to develop the Project, we recommend performing post-grading confirmatory laboratory testing to confirm the applicability of geotechnical recommendations on the future subgrade soils after mass grading. 6.8 Corrosion Considerations Chemical analyses performed on select samples obtained in the upper 5-feet across the site are summarized in Table 4. Table 4 – Chemical Analytical Results Date of Investigation Sample Depth (feet) Resistivity (ohm-cm) pH Soluble Sulfate (ppm) Chloride (ppm) October 2020 LB-4 / B-1 0 - 5 710 7.1 395 110 March 2021 LB-10 / B-1 0 – 5 720 7.6 2921 418 March 2021 LB-16 / B-1 0 - 5 <500 7.2 1794 252 Notes: 1. ppm = parts per million 2. NT = not tested for the select sample Based on our review of the minimum resistivity, pH, soluble sulfate, and chloride contents on the select soil samples, the surficial soil at the site is considered corrosive to concrete and ferrous metals (ANSI/AWWA Standard C105/A21.5, ACI 318-14, and ASTM A674). All subsurface structures and utilities in contact with the existing fill should be protected against corrosion. Based on the samples collected to date, ACI 318-14 classified the soil as Exposure Class S1 for sulfate and Exposure Class C1 for chloride. A corrosion expert should be consulted Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 13 if metal pipe is proposed to be in contact with soil. Based on the laboratory data summarized herein, ACI 318-14 requires that concrete should be designed using Type II cement (ASTM C150), a maximum water-to-cement ratio of 0.5, and a minimum specified compressive strength (f’c) of 4,000 pounds per square inch (psi). A copy of the corrosion results is provided in Appendix D. 6.9 Floor Slabs The floor slab for the proposed warehouse is anticipated to be four feet above the adjacent ground to allow for dock high loading docks. Therefore, saturation of the soils immediately beneath the slab is unlikely. However, if existing onsite soils are to be used immediately below the slab, the upper three feet should consist of onsite soils with lower clay content, or the soils should be mixed with nonexpansive imported fill to reduce expansion potential. Expansion testing should be performed on the soil mix used beneath the slab to confirm that the soils are low to medium expansion. The following parameters are recommended for design: Subgrade modulus, k, equal to 80 pounds per cubic inch (pci); 4-inch minimum thickness; A minimum slab underlayment consisting of 4 inches of coarse aggregate or 2 inches of clean sand, with a 15-mil moisture barrier properly lapped at joints. Steel reinforcing should be designed by the project’s Structural Engineer presuming low to medium expansive soil potential conditions and sufficient to meet shrinkage reinforcement limits. T 6.10 Utility Support Utilities can be supported on grade, bearing on compacted fill or approved native soils. In areas where utility inverts are within the fill material, we recommend that these utility trenches extend a minimum of 1 foot below the design invert and that backfill material consist of material similar to a Caltrans Class 2 Base or clean sand with a sand equivalent (S.E.) value of 30 or greater, or as approved by the utility owner. The gradation of the proposed fill should be compared with the gradation of the native soils to determine if a separation fabric, such as Mirafi 140N or equivalent, is required between the two materials. The bedding material should extend at least 12-inches over the top of the utility, unless otherwise required by the utility owner. Utility subgrade should be confirmed to be free of standing water, firm and unyielding prior to placement of bedding material. Utility trenches above pipe bedding should be backfilled in accordance with the recommendations provided herein for fill compaction requirements using either previously excavated soil (if suitable), or with approved imported material. All utility trench backfill should be compacted to 90 percent of the maximum dry density and moisture conditioned to within 3 percent of the optimum moisture content, as determined by ASTM Test Method D1557 (Modified Proctor). Jetting should not be used as a method to compact the soil or bedding and shading materials. 7.0 BUILDING AND SITE PREPARATION 7.1 Excavation and Grading Prior to the commencement of excavation and grading, a meeting should be held at the site with the owner, city inspector, excavation/grading contractor, civil engineer, and Geotechnical Engineer to discuss the work schedule and geotechnical aspects of the grading. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 14 All pavement, vegetation, and deleterious materials should be disposed of off-site prior to initiation of grading operations. Any foundation and abandoned utility remnants or construction debris associated with former site structures encountered within excavations should be fully removed, where practical, and any void spaces that may be created should be backfilled with approved compacted structural fill. If utility pipes are too deep to be removed economically in proposed pavement areas, they should be filled with cement and sand grout or equivalent material that will prevent future collapse of the pipe. After completion of excavation, including removal of all below grade remnants, stripping, grubbing, removal of asphalt, base course material, the soil subgrade should be compacted in- place by proofrolling with at least 6 passes of a roller compactor having a minimum static drum weight of 5 tons. Due to the high clay content of existing soils, vibratory roller is not recommended. Any areas exhibiting rutting or pumping should be removed and replaced with approved compacted secondary structural fill. Any soft, loose, or unsuitable soils identified by the geotechnical engineer during subgrade preparation should be removed and replaced with approved compacted secondary structural fill. Any environmentally unsuitable soils encountered during the excavation process should be removed and properly disposed of off-site in accordance with all state and local regulations. 7.2 Fill Material and Compaction Criteria Fill material (imported or re-used) should be free of organic and other deleterious materials and should have a maximum particle size no greater than 3 inches. All fills should be placed in accordance with the placement and compaction criteria discussed in this report. Imported fill should contain no more than 12 percent passing the #200 sieve by dry weight and have a plasticity index less than 7. Grain size distributions, maximum dry density, and optimum water content determinations should be made on representative samples of the proposed fill material. All structural fill beneath building foundations should be placed in uniform lifts (maximum 8-inches thick prior to compaction) and compacted to a minimum of 90 percent of the maximum dry density at a moisture content within 3 percent of optimum moisture content, as determined by ASTM D1557 (Modified Proctor compaction). All non-structural fill should be placed in uniform lifts (maximum 8-inches thick prior to compaction) and compacted to at least 90 percent of its maximum dry density at a moisture content within 3 percent of optimum moisture content, as determined by the ASTM D1557 (Modified Proctor compaction). All structural and non-structural fill placement should be subject to controlled engineering observation by the geotechnical engineer. No fill material should be placed on areas where free water is standing or on surfaces which have not been approved by the geotechnical engineer. 7.3 Site Drainage Proper drainage should be maintained at all times. Ponding or trapping of water in localized areas can cause differing moisture levels in the subsurface soil. Drainage should be directed away from the tops of excavations and existing foundations. Erosion protection and drainage control measures should be implemented during periods of inclement weather. During rainfall events, Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 15 backfill operations may need to be restricted to allow for proper moisture control during fill placement. The Project Site should be graded to ensure positive drainage away from the locations of the proposed development. 7.4 Hardscape Elements Site pavers and walkways can be supported on compacted fill or native soils after excavating to the required subgrade level, then proof-rolled using an approved compactor such as a 5-ton (static drum weight) vibratory roller compactor, or equivalent. Any soft, loose or unsuitable soils identified by the geotechnical engineer during proof-rolling should be removed and replaced with approved structural fill. 8.0 PROTECTION OF NEIGHBORING STRUCTURES All new construction work should be performed so as not to adversely impact or cause loss of support to neighboring structures, hardscape and landscape elements, paving, or utilities to remain. Special care will be required during grading and construction activities to ensure adverse vibrations or movements are not induced in these structures, and site activities do not result in their loss of support or instability. We recommend, at a minimum, a pre-construction condition documentation comprised of photographic and videographic documentation of accessible and visible areas of neighboring landscaped, and hardscaped areas including pavements and sidewalks be performed prior to initiating construction activities at the site. 9.0 RECOMMENDED FUTURE TASKS AND INTERACTION At this time, we recommend performing the following supplemental tasks: Review civil and grading plans, structural plans and loads as they become available and throughout the design phase. To maintain our continuity of responsibility on this project, we recommend the above work be performed by LANGAN. 10.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION QUALITY ASSURANCE During final design, we should be retained to consult with the design team as geotechnical questions arise. Technical specifications and design drawings should incorporate Langan’s recommendations. When authorized, Langan will assist the design team in preparing specification sections related to geotechnical issues such as earthwork, ground improvement, shallow foundations, backfill and excavation support. Langan should also, when authorized, review the project plans , as well as Contractor submittals relating to materials and construction procedures for geotechnical work, to confirm the designs incorporate the intent of our recommendations. Langan has investigated and interpreted the site subsurface conditions and developed the foundation design recommendations contained herein, and is therefore best suited to perform quality assurance observation and testing of geotechnical-related work during construction. The work requiring quality assurance confirmation and/or special inspections per the Building Code includes, but is not limited to, earthwork, backfill, ground improvement, shallow and deep foundations, and excavation support. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 16 Recognizing that construction observation is the final stage of geotechnical design, quality assurance observation during construction by Langan is necessary to confirm the design assumptions and design elements, to maintain our continuity of responsibility on this project, and allow us to make changes to our recommendations, as necessary.. The foundation system and general geotechnical construction methods recommended herein are predicated upon Langan assisting with the final design and providing construction observation services for the Owner. Should Langan not be retained for these services, we cannot assume the role of geotechnical engineer of record, and the entity providing the final design and construction observation services must serve as the engineer of record. 11.0 OWNER AND CONTRACTOR RESPONSIBILITIES The Contractor is responsible for construction quality control, which includes satisfactorily constructing the foundation system and any associated temporary works to achieve the design intent while not adversely impacting or causing loss of support to neighboring property, structures, utilities, roadways, etc. Construction activities that can alter the existing ground conditions such as excavation, fill placement, foundation construction, ground improvement, pile driving/drilling, dewatering, etc. can also induce stresses, vibrations, and movements in nearby structures and utilities, and disturb occupants. Contractors are solely responsible to ensure that their activities will not adversely affect the structures and utilities, and will not disturb occupants. Contractors must also take all necessary measures to protect the existing structures, utilities, etc during construction. By using this report, the Owner agrees that Langan will not be held responsible for any damage to adjacent structures, utilities, etc. The preparation and use of this report is based on the condition that the project construction contract between the Owner and their Contractor(s) will include: 1) Langan being added to the Project Wrap and/or Contractor’s General Liability insurance as an additional insured, and 2) language specifically stating the Foundation Contractor will defend, indemnify, and hold harmless the Owner and Langan against all claims related to disturbance or damage to adjacent structures, utilities, etc or properties. 12.0 LIMITATIONS The conclusions and recommendations provided in this report result from our interpretation of the geotechnical conditions existing at the site inferred from a limited number of borings as well as architectural information. Actual subsurface conditions may vary. Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others. Any proposed changes in structures or their locations should be brought to Langan’s attention as soon as possible so that we can determine whether such changes affect our recommendations. Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of investigation. If different conditions are encountered during construction, they should immediately be brought to Langan’s attention for evaluation, as they may affect our recommendations. This report has been prepared to assist the Owner, architect, and structural engineer in the design process and is only applicable to the design of the specific project identified. The information in this report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties which are beyond the limits of that which is the specific subject of this report. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 Page 17 Environmental issues (such as permitting or potentially contaminated soil and groundwater) are outside the scope of this study and should be addressed in a separate evaluation. 13.0 REFERENCES 13.1 Publications American Society of Civil Engineers (2016), Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16. California Building Standards Commission (2019), California Building Code, California Code of Regulations, Title 24. California Department of Conservation, California Geological Survey (2002), Geologic Map of the Oceanside 30’ by 60’ Quadrangle, California, A Digital Database, prepared by Siang S. Tan and Michael P. Kennedy, dated 2007. California Department of Transportation (2012), Corrosion Guidelines. California Department of Transportation (2017), Highway Design Manual. City of Carlsbad (1993), “Technical Guidelines for Geotechnical Reports,” dated January 1993. City of Carlsbad, “General Plan – Chapter 6 Public Safety” dated September 2015. County of San Diego (2004), “San Diego County Grading, Clearing and Watercourses Ordinance,” effective 23 April 2004. County of San Diego (2011), “General Plan – Safety Element,” dated August 2011. County of San Diego, Planning & Development Services (2017), “Expansive Soil Foundation Design – Building Division,” dated 1 January 2017. Federal Emergency Management Agency (2012), National Flood Insurance Map Program, Flood Insurance Rate Map (FIRM) Map Number 06073C0788J, Panel 788, dated 16 May 2012. 13.2 Plans O’Day Consultants, “ATLA Survery of Carlsbad Raceway” dated June 2004 Thienes Engineering, Inc. “ALTA/NSPS Land Title Survey – Southeast corner of S Melrose Drive and Lionshead Avenue” dated October 2020. Ware Malcomb (2020), “Conceptual Site Plan – Phase I,” dated 23 August 2020. 13.3 Reports Vinje & Middleton Engineering, Inc. “ Grading Plan Review“ dated 12 February 2003 Geocon, Inc., “Final Report of Testing and Observation Services During Site Grading”, dated 5 June 2006 SCS Engineers (SCS), “Phase 1 Environmental Site Assessment” dated 12 October 2020. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 FIGURES SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:05 User: ssong Style Table: Langan.stb Layout: 1 - SVM © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: APPROXIMATE LIMITS REFERENCE: BING MAPS, ACCESSED 10/12/2020. LAN&AN l..mgan U19~11Enl9 & £nW-cnmanlol Sar.i'Cll!I. Inc:. Project PROPOSED WAREHOUSE BUILDING CARLSBAD SAN DIEGO COUNTY CALIFORNIA ~ 2000 i Figure Title 1000 0 SCALE IN FEET Projoct Na. 7000118701 Dote SITE VICINITY MAP Scale APRIL 2021 AS 5HOYIN Drawn By MAG 2000 f'9,re No. 1 SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:05 User: ssong Style Table: Langan.stb Layout: 2 - GEO © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: "GEOLOGIC MAP OF THE OCEANSIDE QUADRANGLE", FIGURE 3.5-1 - CITY OF CARLSBAD PROPOSED GENERAL PLAN. Alluvium Cretaceous marine 1.mdivided Eocene marine Mesozoic granitic rocks LAN&AN Project J L-----, Upper Cretaceous marine Mesozoic volcanic and metavolcan Pliocene marine Water Figure Title ~ 2000 r City of Vista 1000 0 SCALE IN FEET Project No. 700086701 Date PROPOSED WAREHOUSE BUILDING REGIONAL GEOLOGIC MAP Scale APRIL 2021 AS SHOWN CARLSBAD Langan Engineering & Environmental Ser'1ces, Inc SAN DIEGO COUNTY CALIFORNIA Drawn By MAG s 2000 Figure No. 2 100 KM SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:06 User: ssong Style Table: Langan.stb Layout: 3 - EQ CATALOG © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: USGS ONLINE EARTHQUAKE DATABASE ACCESSED 10/12/2020. NOTES: 1. THE FIGURE DISPLAYS EARTHQUAKE EPICENTERS OF MAGNITUDE 5.0 OR GREATER SINCE JANUARY 1, 1900 AND WITHIN 100 KILOMETERS OF THE SITE. ~b Clarita filrri \lillflev' ,-'-J~'" «-.d-~1ous:t'nd Oaks ~ ;,. Los S an1.i Monica Magnitude 0 00000000 7+ LAN6AN Project PROPOSED WAREHOUSE BUILDING CARLSBAD Victorville Ensen::id::i ~ 25 ~(entynine Polms 0 r SCALE IN MILES Figure 1itle Project No. 70D086701 Dale REGIONAL APRIL 2D21 SEISMICITY MAP Scole AS SHOWN Drawn By SAN DIEGO COUNlY CALIFORNIA "1AG Ul'llillill Ens;incicr'"n11 & Erl','in.nrnmt~ si:ru~, he. ... 25 Figure No. 3 SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:06 User: ssong Style Table: Langan.stb Layout: 4 - FAM © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: "EARTHQUAKE FAULTS", FIGURE 3.5-2 - CITY OF CARLSBAD PROPOSED GENERAL PLAN. Oceanside CARLSBAD f --Earthquake Fault Lines -Passenger Rall lines -Freeway -·---··· County Lines 10 5 0 10 Major Highway [~~] City of Carlsbad = Minor Highway/Major Street Urb.anAreas SCALE IN MILES Project Figure Title Project No. Figure No. LAN&AN PROPOSED 700086701 Date WAREHOUSE FAULT MAP APRIL 2021 4 BUILDING Scale AS SHOWN CARLSBAD Drawn By MAG Langan Engineering & Environmental Services, Inc SAN DIEGO COUNTY CALIFORNIA SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:06 User: ssong Style Table: Langan.stb Layout: 5 - LIQ © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: "LIQUEFACTION HAZARDS", FIGURE 3.5-3 - CITY OF CARLSBAD PROPOSED GENERAL PLAN. _ Highways ~ Riverwash ~. Major Street Tidal flats ===== Planned Street ~ Tujunga sand, 0 to S percent 1ilopes ~ Railroad ~ Other Hazard [~] City Umits Project LAN&AN PROPOSED WAREHOUSE BUILDING Langan Engineering & Environmental Services, Inc CARLSBAD SAN DIEGO COUNTY CALIFORNIA City of Vista i 2000 T 2000 1000 _oJ...------, 1-= I SCALE IN FEET Figure Title LIQUEFACTION HAZARD ZONE MAP Project No. 700086701 Date APRIL 2021 Scale AS SHOWN Drawn By MAG Figure No. 5 s SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:07 User: ssong Style Table: Langan.stb Layout: 6 - FLOOD © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: "POTENTIAL FLOOD HAZARDS", FIGURE 6-1 - CITY OF CARLSBAD PROPOSED GENERAL PLAN. ~ !%Annual Chance Coastal Flood Zone ( I 00Yea.r Flood • High Risk Coastal Ar'eas) -I% Annual Charice Flood Zone (IOOYear Flood . High RiskAreas) LAN&AN Project PROPOSED WAREHOUSE BUILDING CARLSBAD Langan Engineering & Environmental Services, Inc SAN DIEGO COUNTY CALIFORNIA Figure Title City of Vista ~ 2000 1000 0 r SCALE IN FEET Project No. 700086701 Date FLOOD HAZARD APRIL 2021 ZONE MAP Scale AS SHOWN Drawn By MAG C San 2000 Figure No. 6 SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:07 User: ssong Style Table: Langan.stb Layout: 7 - FEMA © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: FEMA FLOOD INSURANCE RATE MAP FOR THE COUNTY OF SAN DIEGO (MAP NUMBER 06073C0788J, 2012). _.. ..... P"' .. ---.":: ... .._ -'--=---··-··---E ~,., __ ,. -· -•-·-M""~-•·•·---- LAN&AN Langan Engineering & Envirmmental Services, Inc. Project PROPOSED WAREHOUSE BUILDING CARLSBAD SAN DIEGO COUNTY CALIFORNIA 1000 500 0 1000 -------7 Figure Title FEMAFLOOD INSURANCE RATE MAP SCALE IN FEET Project No. 700086701 Date APRIL 2021 Scale Drawn By MAG Figure No. 7 SITE Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\GEOTECHNICAL FIGURES.dwg Date: 4/7/2021 Time: 18:07 User: ssong Style Table: Langan.stb Layout: 8 - DAM © 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA LEGEND: REFERENCE: "DAM INUNDATION AREA", FIGURE 6-2 - CITY OF CARLSBAD PROPOSED GENERAL PLAN. NOTES: 1. * - THERE IS NO INUNDATION ZONE ASSOCIATED WITH BRESSI DAM undation Zone ~ City of Vista s Bressi Dam * Dams & Reservoirs Dam lnunda.tion Points ~ Dam Inundation Areas = Highways = Major Street =c::=== Planned Street ~ Railroad [=-_] City Limrts LAN&AN Project PROPOSED WAREHOUSE BUILDING Langan Engineering & Environmental Services, Inc CARLSBAD SAN DIEGO COUNTY CALIFORNIA 2000 Figure Title DAM INUNDATION HAZARD MAP 1 ooo o....__ ___ 2_000 t I SCALE IN FEET Project No. 700086701 Date APRIL 2021 Scale AS SHOWN Drawn By MAG Figure No. 8 AA'LB-1LB-3LB-4LB-6LB-5LB-7LB-8LB-14LB-12LB-10LB-9LB-11LB-15LB-13LB-16LB-18LB-17LP-1LP-2LB-19AfAfAfTsaTsaLB-2BB'LB-4NOTES:1.BACKGROUND SITE PLAN REFERENCED FROM "CONCEPTUAL SITEPLAN", PREPARED BY WARE MALCOMB, DATED 08/23/2020.2. LANGAN BORINGS LB-1 THROUGH LB-4 WERE DRILLED BY YELLOWJACKET DRILLING ON 10/08/2020, UNDER THE FULL-TIMEOBSERVATION OF A LANGAN FIELD ENGINEER.2. LANGAN BORINGS LB-5 THROUGH LB-19 WERE DRILLED BY YELLOWJACKET DRILLING BETWEEN 8 AND 10 MARCH 2021, UNDER THEFULL-TIME OBSERVATION OF A LANGAN FIELD ENGINEER.3. REFRACTION MICROTREMOR FIELD TESTING WAS PERFORMED BYATLAS TECHNICAL ON 15 MARCH 2021, UNDER FULL-TIMEOBSERVATION OF A LANGAN FIELD ENGINEER.4. PREVIOUS CARLSBAD RACEWAY LIMITS ARE REFERENCED FROM"ALTA SURVEY OF CARLSBAD RACEWAY" DATED JUNE 2004PREPARED BY O'DAY CONSULTANTS.5. BEDROCK/ FILL LINE IS APPROXIMATE AND BASED ON BORINGSPERFORMED AT THE SITE WHERE FILL WAS ENCOUNTERED.6. SITE LIMITS AND BORING LOCATIONS ARE APPROXIMATE.7. PERCOLATION TESTING WAS PERFORMED WITHIN BORING LB-5 ANDLB-6.Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\Geotech Task II Proposed Boring Plan.dwg Date: 4/9/2021 Time: 18:06 User: ssong Style Table: Langan.stb Layout: FG918575 Jamboree Road Suite 150, Irvine, CA 92612T: 949.561.9200 F: 949.561.9201 www.langan.com © 2021 Langan NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIAWASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDATEXAS ARIZONA CALIFORNIAABU DHABI ATHENS DOHADUBAI ISTANBUL LONDON PANAMALEGEND:APPROXIMATE SITE LIMITSAPPROXIMATE BOUNDARY CUT/ FILL LINEAPPROXIMATE SEISMIC LINE LOCATIONAPPROXIMATE BORING LOCATION(LANGAN, OCTOBER 2020)APPROXIMATE BORING LOCATION(LANGAN, MARCH 2021)APPROXIMATE PERCOLATION TEST LOCATIONAPPROXIMATE FOOTPRINT OF PROPOSED WAREHOUSEARTIFICIAL FILLSANTIAGO FORMATION (CIRCLED WHERE BURIED)APPROXIMATE LOCATION OF CROSS SECTIONLB-19SL-2SL-1SL-2 LP-2AfTsaBB'----------------------------~-=------7.e: ; (E) RETAINING WALL AT BOTTOM OF SLOPE ~ 1 150 75 0 150 SCALE IN FEET RETAINING WALL APPROX. 23'H LAN6AN Project PROPOSED WAREHOUSE BUILDING CARLSBAD Langan Engineering & Environmental Services, Inc. SAN DIEGO CX>UNTY CALIFORNIA ~ ii a l.LJ ...J c., i5 ; Figure Title ---?--$--$--$---·:r■ t BORING LOCATION PLAN ~ ~ Project No. Figure No. 700086701 Date MARCH 2021 Scale 9 AS SHOWN Drawn By DJJS 390 385 380 375 370 365 360 355 350 345 340 335 390 385 380 375 370 365 360 355 350 345 340 335 A A' 395 390 CLAYSTONE CLAYSTONE CLAYSTONE CLAYSTONE CLAYSTONE SANDSTONE SANDSTONE SAND- STONE SANDSTONE SANDSTONE SANDSTONE SANDSTONE SANDSTONE CL(afu) CL(afu) CL(afu) CL(afu) CL(afu) CL(afu) CL(afu) SP(afu) LB-1 ELEV=±377 33(R) 20 1853 11 74(R) 23(R) 24(R) 68(R) 42 28(R) 50 22(R) 27 11 57(R) 39(R) 14 LB-7 ELEV=±377 SC(afu)SC(afu) SC(afu) LB-2 ELEV=±374 83/8" 56(R) 44 50/4"(R) LB-3 ELEV=±378 LB-9 ELEV=±376 SANDSTONE SANDSTONE SANDSTONE LB-4 ELEV=±378 CL LB-15 ELEV=±382 17 25(R) 13 35(R) 25 33(R) 89/10" ?? ? ? ? afu afu afu APPROXIMATE LIMITS OF PROPOSED WAREHOUSE BUILDING PL PL ELEVATION (FEET, NGVD 29)ELEVATION (FEET, NGVD 29)? ? CL 390 385 380 375 370 365 360 355 350 345 340 335 390 385 380 375 370 365 360 355 350 345 340 335 395 390 GENERALIZED SUBSURFACE CROSS-SECTION A-A' AS SHOWN MAG 10A LEGEND:NOTES: 1. THE FIGURE SHOWS GENERALIZED SUBSURFACE CONDITIONS AT THE RESPECTIVE BORINGS. VARIATIONS IN CONDITIONS SHOULD BE EXPECTED BETWEEN BORINGS. FOR A DETAILED DESCRIPTION OF CONDITIONS ENCOUNTERED REFER TO BORING LOGS. 2. LANGAN BORINGS LB-1 THROUGH LB-4 WERE DRILLED ON 8 OCTOBER 2020 UNDER FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER. LANGAN BORINGS LB-5 THROUGH LB-19 WERE DRILLED BETWEEN 8 MARCH 2021 AND 15 MARCH 2021 UNDER FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER. 3. PROPOSED BUILDING LIMITS ARE APPROXIMATE AND INFERRED FROM "CONCEPTUAL GRADING PLAN" BY THIENES ENGINEERING, DATED 15 APRIL 2021. 4. SEE FIGURE 9 FOR LOCATION OF CROSS-SECTION WITH RESPECT TO BORING LOCATION PLAN. 5. BORING AND GROUND SURFACE ELEVATION REFERENCED FROM SURVEY OF "CONCEPTUAL GRADING PLAN" BY THIENES ENGINEERING, DATED 15 APRIL 2021. BORING IDENTIFICATION AND APPROXIMATE ELEVATION (FEET,MSL) STANDARD PENETRATION TEST BLOWCOUNT: NUMBER OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2-INCH O.D. SPLIT SPOON SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. STANDARD PENETRATION TEST BLOWCOUNT: NUMBER OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2.5-INCH I.D. CALIFORNIA MODIFIED SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\Fig.10 Cross Section A-A' revised 4.7.2021.dwg Date: 4/16/2021 Time: 15:49 User: djudge Style Table: Langan.stb Layout: Cross-Section A-A' 700086701 APRIL 2021 SAN DIEGO COUNTY CALIFORNIA CARLSBAD PROPOSED WAREHOUSE BUILDING 18575 Jamboree Road, Suite 150 T: 949.561.9200 F: 949.561.9201 www.langan.com © 2021 LanganNEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA INFERRED GEOLOGIC CONTACT (afu) UNDOCUMENTED ARTIFICIAL FILL (CL) CLAY (SC) CLAYEY SAND SANDSTONE CLAYSTONE ? UNDOCUMENTED ARTIFICIAL FILL YOUNG ALLUVIAL DEPOSITS BEDROCK - SANTIAGO FORMATION afu Qya Tsa LB-15 ELEV=±### N N(R) LB-15 ELEV=±### N N(R) Tsa Tsa Qya 150 75 0 150 15 0 HORIZONTAL SCALE IN FEET VERTICAL SCALE IN FEET APPROXIMATE PROPOSED BUILDING PAD GRADE\ EXISTING ____ \_ GROUND SURFACE -------------------------- -- ----- LAN6AN Project Figure Title 15 - Project No. Figure No. Date Scale Drawn By CL(afu) SC(afu) CLAYSTONE SANDSTONE 14(R) 22 39(R) 21 31(R) 25 60 97/9" SM(afu) SC(afu) CL(afu) SANDSTONE 45(R) 22 29(R) 20 31(R) 24 33(R) 22 44(R) 45 B B' ? ? afu Tsa ? Filename: \\langan.com\data\IRV\data7\700086701\Project Data\CAD\01\2D-DesignFiles\Fig.10 Cross Section A-A' revised 4.7.2021.dwg Date: 4/9/2021 Time: 17:57 User: ssong Style Table: Langan.stb Layout: Cross-Section B-B'© 2021 Langan18575 Jamboree Road, Suite 150, Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNSYLVANIA WASHINGTON DC VIRGINIA WEST VIRGINIA OHIO FLORIDA TEXAS ARIZONA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANBUL LONDON PANAMA GENERALIZED SUBSURFACE CROSS-SECTION B-B' 10B SS LEGEND: INFERRED GEOLOGIC CONTACT (afu) UNDOCUMENTED ARTIFICIAL FILL (CL) CLAY (SC) CLAYEY SAND SANDSTONE CLAYSTONE ? UNDOCUMENTED ARTIFICIAL FILL YOUNG ALLUVIAL DEPOSITS BEDROCK - SANTIAGO FORMATION afu Qya Tsa NOTES: 1. THE FIGURE SHOWS GENERALIZED SUBSURFACE CONDITIONS AT THE RESPECTIVE BORINGS. VARIATIONS IN CONDITIONS SHOULD BE EXPECTED BETWEEN BORINGS. FOR A DETAILED DESCRIPTION OF CONDITIONS ENCOUNTERED REFER TO BORING LOGS. 2. LANGAN BORINGS LB-12 AND LB-18 WERE DRILLED ON 8 AND 10 MARCH 2021, RESPECTIVELY, UNDER FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER. 3. PROPOSED BUILDING LIMITS ARE APPROXIMATE AND INFERRED FROM "CONCEPTUAL SITE PLAN" BY WARE MALCOLB, DATED 23 AUGUST 2020. 4. SEE FIGURE 9 FOR LOCATION OF CROSS-SECTION WITH RESPECT TO BORING LOCATION PLAN. 5. BORING AND GROUND SURFACE ELEVATION REFERENCED FROM SURVEY OF "SOUTHEAST CORNER OF S. MELROSE DRIVE AND LIONSHEAD AVENUE", PREPARED BY THIENES ENGINEERING, INC., DATED OCTOBER 2020. BORING IDENTIFICATION AND APPROXIMATE ELEVATION (FEET,MSL) STANDARD PENETRATION TEST BLOWCOUNT: NUMBER OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2-INCH O.D. SPLIT SPOON SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. STANDARD PENETRATION TEST BLOWCOUNT: NUMBER OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2.5-INCH I.D. CALIFORNIA MODIFIED SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. LB-15 ELEV=±### N N(R) LB-15 ELEV=±### N N(R) SCALE: HORIZONTAL: 1" = 30' VERTICAL: 1" = 15' 425 420 415 410 405 400 0, 395 N 0 > 390 c., z f-'." w 385 w .!=, z 380 0 F < > w 375 ....J w 370 365 360 355 350 345 340 LAN&AN Lmg□ n Engineering & Envirnnmenlal Services, Inc. PPROXIMATE LIMITS OF SITE ·1 EXISTING RETAINING WALL PROPOSED RETAINING WALL EXISTING GROUND SURFACE~ "-" " Project Figure ntle PROPOSED WAREHOUSE BUILDING CARLSBAD SAN DIEGO COUNTY CALIFORNIA LB-18 ELEV~±397 Project No. 700086701 Dote APRIL 2021 Scole AS SH0\\111 Drown By 425 420 415 410 405 400 395 390 385 380 375 370 365 360 355 350 345 340 ~ ; ii! ~ .... 0, N §! c., z f-'." w w .!=, z 0 F < > w ....J w Rgure No. Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX A HISTORIC EARTHQUAKE SEARCH Limited Geotechnical Investigation Report SEC S Melrose Dr Lionshead Ave Carlsbad, California Langan Project No.: 700086701 October 2020 700086701 Fault Name Distance (km) Rose Canyon 13.34 Newport-Inglewood (Offshore) 17.54 Carlsbad 23.37 Elsinore (Julian) 31.76 Elsinore (Temecula) rev 31.76 Oceanside alt1 35.68 Oceanside alt2 35.75 Coronado Bank alt2 38.59 Coronado Bank alt1 38.59 Earthquake Valley (No Extension) 45.27 Elsinore (Stepovers Combined) 53.15 San Diego Trough north alt2 53.67 San Diego Trough north alt1 53.90 Elsinore (Glen Ivy) rev 54.77 Palos Verdes 58.34 Peralta Hills 60.58 Earthquake Valley 61.53 San Joaquin Hills 63.09 Whittier alt 2 63.58 Whittier alt 1 63.58 Newport-Inglewood alt 2 63.74 Newport-Inglewood alt 1 63.81 Thirty Mile Bank 65.57 Chino alt 1 67.90 Chino alt 2 67.95 San Jacinto (Anza) rev 72.24 San Jacinto (Stepovers Combined) 73.57 San Jacinto (Coyote Creek) 75.07 San Jacinto (San Jacinto Valley) rev 75.92 Earthquake Valley (So Extension) 77.85 San Diego Trough south 78.03 San Jacinto (Clark) rev 78.61 San Gorgonio Pass 93.50 San Jacinto (San Bernardino) 98.02 Notes: 1. Sources are within a 100-kilometer (62-mile) search radius. TABLE A.1 - SUMMARY OF USGS 2014 CALIFORNIA SEISMIC SOURCES i^kd^k Limited Geotechnical Investigation Report SEC S Melrose Dr Lionshead Ave Carlsbad, California Langan Project No.: 700086701 October 2020 700086701 Date 1,3 Latitude 1,3 Longitude 1,3 Approximate Magnitude 1,3 Magnitude Type 2 Approximate Distance from Site (km) 1,3 7/7/2010 33.4205 -116.489 5.54 Mw 77 6/12/2005 33.5288 -116.573 5.21 Mw 76 10/31/2001 33.5083 -116.514 5.02 Mw 79 7/13/1986 32.971 -117.874 5.81 Mw 62 2/25/1980 33.4753 -116.5 5.34 ML 79 4/28/1969 33.2592 -116.361 5.46 ML 83 9/23/1963 33.7037 -116.938 5.29 ML 69 5/31/1938 33.6993 -117.511 5.23 ML 68 3/11/1933 33.6238 -118.001 5.29 Mh 89 3/11/1933 33.6308 -117.999 6.40 Mw 89 10/2/1928 33.6 -116.7 5.50 Unk 72 7/23/1923 34 -117.25 6.20 Unk 96 1/1/1920 33.2 -116.7 5.00 Unk 51 6/6/1918 33.6 -116.7 5.50 Unk 72 4/21/1918 33.75 -117 6.80 Unk 72 4/11/1910 33.5 -116.5 5.80 Unk 80 5/13/1910 33.7 -117.4 5.00 Unk 65 5/15/1910 33.7 -117.4 6.00 Unk 65 12/25/1899 33.8 -117 6.70 Unk 78 10/23/1894 32.8 -116.8 6.10 Unk 55 9/13/1885 33 -117.9 5.80 Unk 63 11/22/1880 34 -117 5.50 Unk 99 12/19/1880 34 -117 5.90 Unk 99 6/25/1863 32.4 -117.1 5.80 Unk 82 5/27/1862 32.55 -117.15 6.20 Unk 65 9/21/1856 33.1 -116.7 5.50 Unk 51 5/25/1803 32.8 -117.1 5.50 Unk 39 11/22/1800 32.9 -117.8 6.30 Unk 58 Notes: 1. The listed Earthquake Catalog Search results were obtained from Uniform California Earthquake Rupture Forecast (UCERF3) Catalog on 12 October 2020. 2. Refer to Appendix K of the Uniform California Earthquake Rupture Forcast, Version 3 for additional information on magnitude types. 3. Earthquake Catalog search results include earthquake events within 100 km of the Site with magnitudes of 5.0 or greater since 1800. TABLE A.2 - UCERF3 CATALOG SEARCH RESULTS i^kd^k Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX B Boring Logs 6 16 16 5 7 11 6 5 6S-1S-2S-3SPTCRSPT181818Brown-gray, fine to medium SAND, moist. [SP] [FILL] SANTIAGO FORMATION Medium dense, orange-dark brown-gray, SANDSTONE, dry. Medium dense, orange-brown-gray, CLAYSTONE, dry. Medium dense, orange-dark brown-gray, CLAYSTONE, tracegypsum, dry. Bottom of boring at 16.5 feet.Groundwater was not encountered. Borehole backfilled with auger cuttings. Bulk sample collected from 0to 5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) N/A N/A N/A 36-inch OD Hollow Stem Auger Date Started 10/8/20 N/A N/A 16.5 ft Field Engineer 140 N/A Drilling Foreman N/A N/A 10/8/20 Drilling Company N/A Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 85 Truck Mounted Rig 24 HR. Weight (lbs) N/A 2-inch OD Spilt Spoon & 3-inch OD Cal. Mod. N/AN/A Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J Judge Serrano Completion Depth First Disturbed SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 20 of 1 Project No. Approx. 377 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-1 Project Proposed Warehouse Building Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:45 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN ..... . . . . . . . . . . . . . . . . . . . . . . •.•.•.• . . . . . . . . . . . . . . ..... •.•.•.•-· ..... . . . . . . . . . . . . . . . . . . ............ . . . . . . . . . .... . . . . . . . . . . . . . . . .. . .. . .. . .. . . . . . . . . . . ..... . . . . I I I I I ----------------------------- - - - ----------------------------- - - - - - - - - - - 50/2" 35 38 22 33 18 10 8 10S-1S-2S-3CRSSCR121818Brown-gray, fine sandy CLAY, trace claystone fragments, moist. [CL] [FILL] SANTIAGO FORMATION Dense, orange-brown-light gray, SANDSTONE, dry. Very dense, orange brown-gray, SANDSTONE, dry. Dense, orange brown-gray, CLAYSTONE, dry. Bulk sample collected from 0to 5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) N/A N/A N/A 56-inch OD Hollow Stem Auger Date Started 10/8/20 N/A N/A 26.5 ft Field Engineer 140 N/A Drilling Foreman N/A N/A 10/8/20 Drilling Company N/A Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 85 Truck Mounted Rig 24 HR. Weight (lbs) N/A 2-inch OD Spilt Spoon & 3-inch OD Cal. Mod. N/AN/A Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J Judge Serrano Completion Depth First Disturbed SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 20 of 2 Project No. Approx. 374 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-2 Project Proposed Warehouse Building Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:46 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN ..... . . . . . . . . . . . . . ..... . . . . . .. . .. . .. . .. . . . . . . . . . . . . . . . . . ..... . .. . .. . .. . .. . . . . . . . . . . . . . . . . . . . I I I I I ----------------------------- - - - - - - -+---t-----'9------1~----A ----------------------------- - - - - ---------------------------- - - 50/4" 25 19 12 12S-4S-5SSCR182Dense, light gray, SANDSTONE, dry. Dense, orange-brown-gray, SANDSTONE, dry. Dense, brown-gray, CLAYSTONE, dry. Bottom of boring at 26.5 feet.Groundwater was not encountered. Borehole backfilled with auger cuttings.Recov.(in)Number20 TypePenetr.resistBL/6inSEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 45 of 2 Project No. Approx. 374 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-2 Project Proposed Warehouse Building Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:47 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN ..... . . . . . . . . . . . . . . . . . . . . . . • ... • ... • ... • ... .... . . . . . . . . . . . . . . - - ----------------------------- - - - - - - - - - - - - - - - - - - - 8 17 25 3 11 17 2 5 10S-1S-2S-3SSCRSS181818Brown, fine to medium sandy CLAY, trace fine gravel, moist. [CL] [FILL]. Stiff, brown-gray, fine to coarse sandy CLAY, trace sandstonefragments, moist. [CL] [FILL] SANTIAGO FORMATION Medium dense, brown-gray, SANDSTONE, trace rootlets,moist. Dense, light gray, SANDSTONE, dry. Dense, brown-gray, SANDSTONE, dry. Bottom of boring at 16.5 feet.Groundwater was not encountered. Borehole backfilled with auger cuttings. Bulk sample collected from 0to 5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) N/A N/A N/A 36-inch OD Hollow Stem Auger Date Started 10/8/20 N/A N/A 16.5 ft Field Engineer 140 N/A Drilling Foreman N/A N/A 10/8/20 Drilling Company N/A Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 85 Truck Mounted Rig 24 HR. Weight (lbs) N/A 2-inch OD Spilt Spoon & 3-inch OD Cal. Mod. N/AN/A Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J Judge Serrano Completion Depth First Disturbed SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 20 of 1 Project No. Approx. 378 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-3 Project Proposed Warehouse Building Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:48 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN I I I I I >O< ) ~ :x >Q< ) - ->O< ) ~ :x >Q< ) >O< ) - ~ :x - ->Q< ) >O< ) ~ :x ----------------------------- ■■ •-· .... - - - - - -... - - - - 11 8 13 13 6 9 8 4 4S-1S-2S-3CRSSCR181818Yellow-brown, fine to coarse sandy CLAY, claystone fragments, dry. [CL] [FILL] Stiff, brown, fine to coarse sandy CLAY, claystone fragments,dry. [CL] [FILL] Medium dense, brown-gray, clayey fine to medium SAND,trace fine gravel, moist. [SC] [FILL] Medium dense, brown-gray, clayey fine to medium SAND,trace fine gravel, moist. [SC] [FILL] Bulk sample collected from 0to 5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) N/A N/A N/A 56-inch OD Hollow Stem Auger Date Started 10/8/20 N/A N/A 26.5 ft Field Engineer 140 N/A Drilling Foreman N/A N/A 10/8/20 Drilling Company N/A Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 85 Truck Mounted Rig 24 HR. Weight (lbs) N/A 2-inch OD Spilt Spoon & 3-inch OD Cal. Mod. N/AN/A Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J Judge Serrano Completion Depth First Disturbed SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 20 of 2 Project No. Approx. 380 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-4 Project Proposed Warehouse Building Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:50 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN I SI_ y '51_ I I I I vs. ('> Ar - - >O< ) X :x - - >Q< ) - ->O< ) X :x - - >Q< ) >O< ) - X :x - ->Q< ) >O< ) - - X >< -----------------------------" ~ >Q< ) - - >O< ) X :x - >Q< ) - ->O< ) X :x - - >Q< ) » ) - - » ) - - X >(> X) » ) - » ) - -X >(> X) » ) - -» ) X >(> X) - - » ) - -» ) 00 11 26 9 13 3 8S-4S-5SSCR1818Medium dense, brown-gray, clayey fine to medium SAND,trace fine gravel, trace twig fragments moist. [SC] [FILL] ALLUVIAL DEPOSITS Very stiff, black, CLAY, trace rootlets, moist. [CL] SANTIAGO FORMATION Medium dense, brown-gray, SANDSTONE, moist. Bottom of boring at 26.5 feet. Groundwater was not encountered.Borehole backfilled with auger cuttings.Recov.(in)Number20 TypePenetr.resistBL/6inSEC S Melrose Dr & Lionshead Ave, Carlsbad, CA 45 of 2 Project No. Approx. 380 feet NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-4 Project Proposed Warehouse Building Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086701 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086701 - GINT - LB 1-4.GPJ ... 4/7/2021 7:49:50 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) Sample Data LAN6AN - - ----------------------------- - ,'--______________ __,r - - - - - - - - - - - - - - - - - - 18 30 24 11 23 16 8 12 11S-1S-2S-3SPTSPTSPT181818 SANTIAGO FORMATION Red-brown, CLAYSTONE, moderately weathered. Tan to gray, fine SANDSTONE, moderately weathered. Gray, fine SANDSTONE, moderately weathered. Boring completed at 9 feet bgs.Groundwater not encountered.Borehole converted to percolation well for testing then backfilled with five feet of open-graded sand and four feet ofsoil cuttings.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 0 - 38-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 9 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 1 Project No. Approx. 375 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-5 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:29 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 29 5353 40 Sample Data LAN6AN I I I I I .... . . . . . . . . . . . . . . . . . ..... - - .... .... . . . . ---------------------------- - - ... - - - - - - - - - - - - ' \ \ I 6 20 11 6 11 7 4 4 6S-1S-2S-3SPTSPTSPT181818Stiff, brown to tan, sandy CLAY, trace sandstone fragments, trace claystone fragments, (CL), moist. [FILL] Dense, brown gray, clayey SAND, (SC), moist. [FILL] SANTIAGO FORMATION Black, CLAYSTONE, moderately weathered, trace sandstonefragments. Boring completed at 9 feet bgs.Groundwater not encountered.Borehole converted to percolation test then backfilled with two feet of sand and seven feet of soil cuttings.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 7.5 ft - 38-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 9 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 1 Project No. Approx. 371 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-6 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:31 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 12 31 18 Sample Data LAN6AN .... .... ,•.· ... i--~~ ..l I I I I I - - ---------------------------- - - - - - ---------------------------- - - - - - - - - - - \ I ' 45 32 29 21 9 27S-1S-2CRSPT1818Red brown, clayey SAND, (SC), moist. [FILL] SANTIAGO FORMATION Red brown, fine to medium SANDSTONE, moderatelyweathered. Gray, CLAYSTONE, moderately weathered. Red brown, moderately hard, SANDSTONE, moderatelyweathered. Gray, CLAYSTONE, moderately weathered. Boring completed at 11.5 feet bgs. Groundwater not encountered.Borehole backfilled with soil cuttings.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 1 ft - 28-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 11.5 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 1 Project No. Approx. 376 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-7 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:32 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 7474 5353 Sample Data LAN6AN I I I I I ---------------------------- - - - - - --------------------------- .... . . . . - - ..... . . . . . - -.... - - - - - - - - 13 33 10 10 4 9S-1S-2CRSPT1818Brown, fine sandy CLAY, trace coarse sand, trace claystonefragments, (CL), moist. [FILL] SANTIAGO FORMATION Brown gray, fine to medium SANDSTONE, moderately weathered. Tan to gray, fine to medium SANDSTONE, moderatelyweathered. Boring completed at 11.5 feet bgs. Groundwater not encountered.Borehole backfilled with soil cuttings.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 5 ft - 28-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 11.5 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 1 Project No. Approx. 378 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-8 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:33 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 23 43 Sample Data LAN6AN I I I I I - - ---------------------------- - - ... - - . . . - - - - - - - - - - I\ \ 21 12 50 12 6 18 7 3 2S-1S-2S-3CRSPTCR181818Very stiff, brown gray, fine sandy CLAY, trace claystonefragments, trace sandstone fragments, (CL), moist. [FILL] Very stiff, dark brown, fine sandy CLAY, trace claystonefragments, trace sandstone fragments, (CL), moist. [FILL] ALLUVIAL DEPOSITSHard, dark brown, CLAY, trace rootlets, (CL), moist. SANTIAGO FORMATION Red brown, fine to medium SANDSTONE, moderatelyweathered.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 16 ft - 48-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 21.5 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 375 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-9 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:34 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 33 18 6868 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - -r - - - - - - - - -' \ - - X -----------------------------\ I - - \ • - -----------------------------.. .. .. - -.. .. .. . . . - - .. - -. . . .. 28 22 10 S-4SPT18Tan to gray, fine SANDSTONE, moderately weathered, traceclay. Boring completed at 21.5 feet bgs.Groundwater not encountered. Borehole backfilled with bentonite grout.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 375 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-9 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:21:35 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 50 Sample Data LAN6AN - - - - - - - - - - - - - - - - - - - - - - - - 50/3" 50/2" 15 25 8 13 4 3 17 15S-1S-2S-3S-4SPTCRSPTSPT181898Brown, fine sandy CLAY, trace claystone fragements, (CL),moist. [FILL] Medium dense, clayey fine to medium SAND, trace claystone fragments, (SC), moist. [FILL] Very stiff, fine to medium sandy CLAY, trace sandstonefragments, (CL), moist. [FILL] SANTIAGO FORMATION Red brown, fine SANDSTONE, slightly weathered, trace cemented lens. Red brown, fine to medium SANDSTONE, slightly weathered. Boring completed at 21.5 feet bgs.Groundwater not encountered. Borehole backfilled with bentonite grout. Bulk sample collected from 0-5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 15 ft - 48-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 20.7 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 25 of 1 Project No. Approx. 376 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-10 Project Proposed Warehouse Development Sample Description DepthScale 2 4 6 8 10 12 14 16 18 20 22 24 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:16 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 23 38 50/3" 50/2" Sample Data LAN6AN I I I I I - - - - - - I\ - - ----------------------------\ ' I\ - - - - ---------------------------- - - - - .... - - - - - 7 17 18 7 15 10 2 8 6S-1S-2S-3SPTCRSPT181218Stiff, brown gray, fine sandy CLAY, trace claystone fragments,trace rootlets (CL), moist. [FILL] Very stiff, brown gray, fine to medium sandy CLAY (CL), tracesandstone fragments, (CL), moist. [FILL] Very stiff, brown to black, fine sandy CLAY, trace sandstonefragments, trace wood chips, (CL), moist. [FILL] SANTIAGO FORMATION Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 18 ft - 58-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 26.5 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 372 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-11 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:17 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 14 32 28 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - - I\ - - - - - -\ - - - - - - -_,. X >(> X) - -» ) » ) - X >(> X) » ) - - » ) - - x~~ \ .. -----------------------------.. .. . - -.. .. .. I ... 30 45 18 40 6 16S-4S-5CRSPT1218Brown gray, fine to medium SANDSTONE, moderatelyweathered. Red brown, fine to medium SANDSTONE, moderatelyweathered. Boring completed at 26.5 feet bgs. Groundwater not encountered.Borehole backfilled with bentonite grout.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 372 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-11 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:17 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 48 8585 Sample Data LAN6AN \ ' - - - - - - - - - - - - - - - - - - - - - - - 8 11 22 6 11 17 4 5 5S-1S-2S-3CRSPTCR181818Yellow brown, CLAY, trace coarse sand, (CL), moist. [FILL] Stiff, dark brown, CLAY, trace coarse sand, (CL), moist. [FILL] Very stiff, dark brown, CLAY, trace coarse sand, tracesandstone fragments, (CL), moist. [FILL] Very stiff, dark brown, CLAY, trace coarse sand, tracesandstone fragments, (CL), moist. [FILL] Bulk sample collected from 0-5feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 35 ft - 88-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 41.3 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 395 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-12 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/9/2021 4:35:24 AM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 14 22 39 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - - - - - - - - - - - - -\ - -_,. X >(> X) - -» ) \ » ) - X >(> X) » ) - - » ) - -I X >(> X) » ) - - » ) - - X >(> X) I ",l' 50/3" 14 20 15 45 7 11 10 15 47 4 2 6 5 21S-4S-5S-6S-7S-8SPTCRSPTSPTSPT1818181815Very stiff, dark brown, CLAY, trace coarse sand, tracesandstone fragments, (CL), moist. [FILL] Very stiff, dark brown gray, CLAY, trace sandstone fragments,(CL), moist. [FILL] Medium dense, tan to brown, clayey SAND, trace sandstonefragments, (SC), dry. [FILL] SANTIAGO FORMATION Gray, CLAYSTONE, moderately weathered. Light tan to gray, SANDSTONE, moderately weathered, traceclay. Boring completed at 41.3 feet bgs.Groundwater not encountered. Borehole backfilled with bentonite grout.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 395 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-12 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/9/2021 4:35:25 AM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 21 31 25 6060 50/3" Sample Data LAN6AN I - - - - - ----------------------------- - - - \ - - \ .... . . . . - - --------------------------- - - - - - - - - 12 13 24 10 7 15 3 3 6S-1S-2S-3CRSPTCR141810Brown, fine sandy CLAY, trace coarse SAND, (CL), moist.[FILL] Sitff, brown gray, clayey medim to coarse SAND, (SC), moist.[FILL] Very stiff, brown to dark brown, medium sandy CLAY, (CL),moist. [FILL] Medium dense, brown to dark brown, clayey medium to coarseSAND, trace claystone fragments, (SC), moist. [FILL]Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 20 ft - 58-inch O.D. Hollow-stem-auger Date Started 3/9/21 - - 26.5 ft Field Engineer 140 -Drilling Foreman -- 3/9/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 379 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-13 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:21 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 22 20 39 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - ---------------------------- - - - - - - - - ---------------------------- - - \ - - - - » ) - - ~~ ) "' ----------------------------X 0,. » ) - - » ) - - ) >(> X) » ) - - » ) - - X >(> X) ",l' 17 37 12 27 7 12S-4S-5SPTSPT1818 SANTIAGO FORMATION Light gray, fine to medium SANDSTONE, moderately weathered. Light gray, fine to medium SANDSTONE, moderatelyweathered. Boring completed at 26.5 feet bgs. Groundwater not encountered.Borehole backfilled with bentonite grout.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 379 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-13 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:22 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 29 6464 Sample Data LAN6AN ... - - - - - - - - - - - - - - - - - - - - - - - \ \ 8 28 11 5 18 6 3 5 5S-1S-2S-3SPTCRSPT181614Stiff, brown, fine sandy CLAY, trace sandstone fragments,(CL), dry. [FILL] Medium dense, brown gray, clayey fine to medium SAND (SC),trace sandstone fragments, (SC), moist. [FILL] Medium dense, brown gray, clayey fine to medium SAND,trace sandstone fragments, (SC), moist. [FILL] Minor glass debris.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 25.5 ft - 68-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 31.5 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 382 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-14 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:23 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 13 46 17 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - -I\ - - - -\ - -\ ---------------------------- - -; - - - -I » ) - -» ) I ) >(> X) - » ) » - -◄ ) X >(> X) - -» ) \ » ) - - X >(> X) - -» ) .x \ 20 15 40 19 9 18 8 4 6S-4S-5S-6CRSPTCR141818Very stiff, fine to medium sandy CLAY, trace sandstonefragments, trace claystone fragments, (CL), moist. [FILL] ALLUVIAL DEPOSITSBlack, CLAY, with rootlets, (CL). SANTIAGO FORMATION Brown, CLAYSTONE, deeply weathered. Light brown to gray, SANDSTONE, moderately weathered,trace clay. Boring completed at 31.5 feet bgs.Groundwater not encountered. Birehole backfilled with bentonite grout.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 382 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-14 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:24 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 39 24 5858 Sample Data LAN6AN - - - - w -----------------------------I - -I -..... . . . . . - -I ◄ .... . . . . - -.... \ .... . . . . ..... - -. . . . . ..... \ ..... - -. . . . . . . . . ----------------------------.. .. .. - -.. - - - - - - - - - - - - - - - - - - - - - - - - - - 11 14 9 6 11 4 4 2 3S-1S-2S-3SPTCRSPT181218Very stiff, brown gray, fine sandy CLAY, trace sandstonefragments, (CL), moist. [FILL] Stiff, brown gray, fine sandy CLAY, trace sandstonefragments, (CL), moist. [FILL] Medium dense, brown to tan, clayey fine to coarse SAND,trace sandstone fragments,(SC), moist. [FILL]Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 35 ft - 78-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 36.3 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 381 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-15 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:25 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 17 25 13 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - - - - - - - - - - - - - - -_,. X >(> X) - - x~ } ) ~ ",.2 ---------------------------- 'V' » ) - - » ) \ - - X >(> X) » ) - - » ) \ - - X >(> X) ",l' 50/4" 21 15 20 14 10 13 39 4 6 5 17S-4S-5S-6S-7CRSPTCRSPT18181816Medium dense, clayey medium to coarse SAND, tracesandstone fragments, (SC), moist. [FILL] Very stiff, brown gray, medium to coarse sandy CLAY, traceclaystone fragments, trace sandstone fragments, (CL), moist. [FILL] Very stiff, brown gray, medium to coarse sandy CLAY, traceclaystone fragments, trace sandstone fragments, (CL), moist. [FILL] SANTIAGO FORMATION Tan to gray, SANDSTONE, moderately weathered, trace clay. Boring completed at 36.3 feet bgs.Groundwater not encountered. Borehole backfilled with soil cuttings.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 381 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-15 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:26 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 35 25 33 50/4" Sample Data LAN6AN - - - - ---------------------------- - - - - - - - - - - - - - - - - - \ I\ 17 9 18 12 6 11 6 4 3S-1S-2S-3CRSPTCR181814Very stiff, red brown, fine sandy CLAY, trace sandstonefragments, trace sandstone fragments, (CL), moist. [FILL] Medium dense, red brown, clayey medium to coarse SAND,trace sandstone fragments, trace claystone fragments, (SC), moist. [FILL] Medium dense, red brown, clayey medium to coarse SAND,trace claystone fragments, trace sandstone fragments, (SC), moist. [FILL] Bulk sample collected from 0-5 feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 30 ft - 78-inch O.D. Hollow-stem-auger Date Started 3/8/21 - - 36.5 ft Field Engineer 140 -Drilling Foreman -- 3/8/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 2 Project No. Approx. 378 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-16 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:27 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 29 15 29 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - - - - - - - - - - ---------------------------- - - - - - - » ) - -» ) ) >(> X) - » ) - -» ) X >(> X) - -» ) » ) - - X >(> X) - -» ) .x 14 15 11 17 8 11 7 12 4 2 4 3S-4S-5S-6S-7SPTCRSPTCR18101818Medium dense, red brown, clayey medium to coarse SAND,trace claystone fragments, trace sandstone fragments, (SC), moist. [FILL] Very stiff, brown gray, sandy CLAY, trace sandstonefragments, (CL), moist. [FILL] SANTIAGO FORMATION Red brown, fine to medium SANDSTONE, moderately weathered. Brown gray, fine to medium SANDSTONE, moderatelyweathered, some clay. Boring completed at 36.5 feet bgs. Groundwater not encountered.Borehole backfillled with soil cuttings.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 2 Project No. Approx. 378 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-16 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:27 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 22 26 18 29 Sample Data LAN6AN - - - - ---------------------------- - - ---------------------------- - - - - .. - - - - - - - - - - 42 20 30 11 10 5S-1S-2CRSPT1618Brown gray, fine to medium sandy CLAY, (CL), moist. [FILL] SANTIAGO FORMATION Brown gray, SANDSTONE, moderately weathered. Yellow brown gray, CLAYSTONE, moderately weathered. Boring completed at 11.5 feet bgs. Groundwater not encountered.Borehole backfilled with soil cuttings.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) Iszzy 5 ft - 28-inch O.D. Hollow-stem-auger Date Started 3/10/21 - - 11.5 ft Field Engineer 140 -Drilling Foreman -- 3/10/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) CME 95 Truck-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 1 Project No. Approx. 385 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-17 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:29 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 7272 31 Sample Data LAN6AN I I I I I - - ---------------------------- - - - - I .... I . . . . - - - - - - - - - - 28 12 15 17 10 14 13 7 11S-1S-2S-3CRSPTCR131818Brown, silty SAND, trace fine gravel, (SM), moist. [FILL] Medium dense, brown gray, clayey fine SAND, trace claystonefragments, trace sandstone fragments, (SC), moist. [FILL] Very stiff, brown gray, fine sandy CLAY, trace seashellfragments, (CL), moist. [FILL] Very stiff, brown gray, fine sandy CLAY, trace claystonefragments, (CL), moist. [FILL]Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) - 50 ft - 108-inch O.D. Hollow-stem-auger Date Started 3/10/21 - - 51.5 ft Field Engineer 140 -Drilling Foreman -- 3/10/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) Limited Access Track-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 3 Project No. Approx. 397 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-18 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:30 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 45 22 29 Sample Data LAN6AN I 'SL .Y ~ I I I I - - - - - - - - ---------------------------- - -' - - - -I - - ----------------------------I - - - - - - » ) - -» ) ) >(> X) - » ) - -» ) X >(> X) - -» ) » ) - - X >(> X) - -» ) .x 13 17 15 17 11 7 14 9 16 11 5 6 7 15 6S-4S-5S-6S-7S-8SPTCRSPTCRSPT1818181818Very stiff, brown gray, fine to medium sandy CLAY, traceclaystone fragments, (CL), moist. [FILL] Very stiff, brown gray, fine to medium sandy CLAY, traceclaystone fragments, trace sandstone fragments, (CL), moist. [FILL] Very stiff, brown gray, fine sandy CLAY, trace coarse sand,trace claystone fragments, (CL), moist. [FILL] Very stiff, dark brown, fine to coarse sandy CLAY, tracerootlets, (CL), moist. [FILL] Very stiff, dark brown gray, fine to coarse sandy CLAY, traceclaystone fragments, trace sandstone fragments, (CL), moist. [FILL]Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 3 Project No. Approx. 397 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-18 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:31 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 20 31 24 33 22 Sample Data LAN6AN - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - » ) - -» ) ) >(> X) - » ) - -» ) X >(> X) \ - -» ) » ) - - X >(> X) \ » - - ) .x 24 25 20 20 10 15S-9S-10CRSPT1818Very stiff, dark brown gray, fine to medium sandy CLAY, traceclaystone fragments, (CL), dry. [FILL] SANTIAGO FORMATION Brown, SANDSTONE, moderately weathered. Boring completed at 51.5 feet bgs. Groundwater not encountered.Borehole backfilled with bentonite grout.Recov.(in)Number45 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 70 of 3 Project No. Approx. 397 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 3LB-18 Project Proposed Warehouse Development Sample Description DepthScale 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:31 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 44 45 Sample Data LAN6AN - - - - ---------------------------- - - - - - - - - - - - - - - - - - - 25 25 31 21 21 26 12 14 15S-1S-2S-3SPTSPTSPT181818Brown, fine sandy CLAY, trace claystone fragments, (CL),moist. [FILL] SANTIAGO FROMATION Light gray orange, fine to medium SANDSTONE, moderately weathered, trace clay. Light gray yellow, fine to medium SANDSTONE, moderatelyweathered, trace clay. Light gray yellow, fine to medium SANDSTONE, moderatelyweathered, trace clay. Ground cover: Grass. Bulk sample collected from 0-5feet.Recov.(in)Number0 TypePenetr.resistBL/6inSize and Type of Bit Drop (in) Sampler Water Level (ft.)Casing Depth (ft) - 5 ft - 108-inch O.D. Hollow-stem-auger Date Started 3/15/21 - - 51.5 ft Field Engineer 140 -Drilling Foreman -- 3/15/21 Drilling Company - Completion Sampler Hammer Date Finished UndisturbedNumber of Samples Drop (in) Casing Diameter (in) Limited Access Track-mounted Drill Rig 24 HR. Weight (lbs) - 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Spoon -- Drilling Equipment Rock Depth Casing Hammer Automatic Core 30 Weight (lbs) Yellow Jacket Drilling Daniel J. Judge Serrano Completion Depth First Disturbed Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 20 of 3 Project No. Approx. 384 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 1LB-19 Project Proposed Warehouse Development Sample Description DepthScale 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:33 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 46 46 5757 Sample Data LAN6AN I I I I I - - ---------------------------- - - ... - - . . . - - - - - - - -. . . - - I 50/5" 50/5" 22 24 37 20 20 25 29 13 19 18 29S-4S-5S-6S-7S-8SPTSPTSPTSPTSPT1818181111Gray orange, CLAYSTONE, slightly weathered. Light gray orange, fine to medium SANDSTONE, slightlyweathered, trace clay. Gray brown, fine to medium SANDSTONE, slightly weathered. Light gray, fine to medium SANDSTONE, fresh, trace clay. Gray brown, medium to coarse SANDSTONE, fresh, traceclay.Recov.(in)Number20 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 45 of 3 Project No. Approx. 384 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 2LB-19 Project Proposed Warehouse Development Sample Description DepthScale 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:33 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 42 44 6262 50/5" 50/5" Sample Data LAN6AN .... . . . . - -..... ..... - - . . . . . . . . ---------------------------- - - - - - - - - - - - - - - - 50/5" 25 S-9SPT11Gray, medium to coarse SANDSTONE, fresh, trace clay. Gray orange, medium to coarse SANDSTONE, fresh. Boring completed at 51.5 feet bgs. Groundwater not encountered.Borehole backfilled with bentonite grout. SPTS-10 3 50/3"Recov.(in)Number45 TypePenetr.resistBL/6inLots 1-4 SEC S. Melrose Dr. & Lionshead Avenue,Carlsbad, CA N-Value(Blows/ft) 10 20 30 40 70 of 3 Project No. Approx. 384 ft NAVD 88 Elevation and DatumLocation MATERIALSYMBOLSheet 3LB-19 Project Proposed Warehouse Development Sample Description DepthScale 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 700086702 Log of Boring \\LANGAN.COM\DATA\IRV\DATA7\700086701\PROJECT DATA\_DISCIPLINE\GEOTECHNICAL\GINTLOGS\700086702 - GINT - LB 5-19.GPJ ... 4/7/2021 8:23:34 PM ... Report: Log - LANGANRemarks (Drilling Fluid, Depth of Casing,Fluid Loss, Drilling Resistance, etc.) Elev.(ft) 50/5" 50/3" Sample Data LAN6AN - - - - - ... - - - - - - - - - - - - - - - - - - Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX C Field Percolation Test Results Geotechnical Exploration ReportProposed Warehouse BuildingCarlbad, CaliforniaLangan Project No.: 7000867014/8/2021Project:Project No.: 700086702 Date of Test:Tested By: DJJSTrial No. DateTime of MeasurementInitial Depth to Water (Feet)Time of MeasurementFinal Depth to Water (Feet)Time Interval (min)Change in Water Level (Feet)> than 6-inch drop?Infiltration Rate (in/hr)PRESOAK # 1 3/9/2021 2:00 PM 2.00 2:25 PM 2.60 25 0.60 YesPRESOAK # 2 3/9/2021 2:25 PM 2.00 2:50 PM 2.30 25 0.30 NO1 3/10/2021 7:00 AM 3.00 7:30 AM 3.20 30 0.20 0.080.192 3/10/2021 7:30 AM 3.00 8:00 AM 3.20 30 0.20 0.080.193 3/10/2021 8:00 AM 3.00 8:30 AM 3.15 30 0.15 0.060.194 3/10/2021 8:30 AM 3.00 9:00 AM 3.10 30 0.10 0.040.195 3/10/2021 9:00 AM 3.00 9:30 AM 3.15 30 0.15 0.060.196 3/10/2021 9:30 AM 3.00 10:00 AM 3.10 30 0.10 0.040.197 3/10/2021 10:00 AM 3.00 10:30 AM 3.15 30 0.15 0.060.198 3/10/2021 10:30 AM 3.00 11:00 AM 3.10 30 0.10 0.040.199 3/10/2021 11:00 AM 3.00 11:30 AM 3.05 30 0.05 0.020.1910 3/10/2021 11:30 AM 3.00 12:00 PM 3.10 30 0.10 0.040.1911 3/10/2021 12:00 PM 3.00 12:30 PM 3.10 30 0.10 0.040.1912 3/10/2021 12:30 PM 3.00 1:00 PM 3.10 30 0.10 0.040.19BMF2.00Design Rate0.092. Infiltration Rate was calculated using Porchet Method.Comments:1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective February 20163. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy soil criteria was not met. 4. Weather: Partly Cloudy/Sunny: 55-65 degrees F5. Measurements were collected from the Top of PVC Pipe Depth of Test Hole (ft):5 Soil Classification: SandstoneCasing Depth (ft): 5' PVC Pipe; Screened entire length of pipeTest Hole Diameter (in):8PERCOLATION TEST DATA SHEETi^kd^kProposed Warehouse Building3/10/2021Test Hole No.:LP-1 Geotechnical Exploration ReportProposed Warehouse BuildingCarlbad, CaliforniaLangan Project No.: 7000867014/8/2021Project:Project No.: 700086702 Date of Test:Tested By: DJJSTrial No. DateTime of MeasurementInitial Depth to Water (Feet)Time of MeasurementFinal Depth to Water (Feet)Time Interval (min)Change in Water Level (Feet)> than 6-inch drop?Infiltration Rate (in/hr)PRESOAK # 1 3/9/2021 2:00 PM 1.00 2:25 PM 1.20 25 0.20 NOPRESOAK # 2 3/9/2021 2:25 PM 1.00 2:50 PM 1.20 25 0.20 NO1 3/10/2021 7:00 AM 1.00 7:30 AM 1.05 30 0.05 0.020.052 3/10/2021 7:30 AM 1.00 8:00 AM 1.10 30 0.10 0.040.053 3/10/2021 8:00 AM 1.00 8:30 AM 1.10 30 0.10 0.040.054 3/10/2021 8:30 AM 1.00 9:00 AM 1.10 30 0.10 0.040.055 3/10/2021 9:00 AM 1.00 9:30 AM 1.05 30 0.05 0.020.056 3/10/2021 9:30 AM 1.00 10:00 AM 1.05 30 0.05 0.020.057 3/10/2021 10:00 AM 1.00 10:30 AM 1.05 30 0.05 0.020.058 3/10/2021 10:30 AM 1.00 11:00 AM 1.05 30 0.05 0.020.059 3/10/2021 11:00 AM 1.00 11:30 AM 1.05 30 0.05 0.020.0510 3/10/2021 11:30 AM 1.00 12:00 PM 1.05 30 0.05 0.020.0511 3/10/2021 12:00 PM 1.00 12:30 PM 1.05 30 0.05 0.020.0512 3/10/2021 12:30 PM 1.00 1:00 PM 1.05 30 0.05 0.020.05BMF2.00Design Rate0.022. Infiltration Rate was calculated using Porchet Method.Comments:1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective February 20163. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy soil criteria was not met. 4. Weather: Partly Cloudy/Sunny: 55-65 degrees F5. Measurements were collected from the Top of PVC Pipe Depth of Test Hole (ft):5 Soil Classification: fine sandy CLAY (CL)Casing Depth (ft): 5' PVC Pipe; Screened entire length of pipeTest Hole Diameter (in):8PERCOLATION TEST DATA SHEETi^kd^kProposed Warehouse Building3/10/2021Test Hole No.:LP-2 Geotechnical Exploration ReportProposed Warehouse BuildingCarlbad, CaliforniaLangan Project No.: 7000867014/8/2021Project:Project No.: 700086702 Date of Test:Tested By: DJJSTrial No. DateTime of MeasurementInitial Depth to Water (Feet)Time of MeasurementFinal Depth to Water (Feet)Time Interval (min)Change in Water Level (Feet)> 6-inch drop ? Infiltration Rate (in/hr)PRESOAK # 1 3/8/2021 2:00 PM 4.50 2:25 PM 4.80 25 0.30 NOPRESOAK # 2 3/8/2021 2:25 PM 4.50 2:50 PM 4.75 25 0.25 NO1 3/9/2021 7:00 AM 4.50 7:30 AM 4.80 30 0.30 0.120.182 3/9/2021 7:30 AM 4.50 8:00 AM 4.80 30 0.30 0.120.183 3/9/2021 8:00 AM 4.50 8:30 AM 4.75 30 0.25 0.100.184 3/9/2021 8:30 AM 4.50 9:00 AM 4.75 30 0.25 0.100.185 3/9/2021 9:00 AM 4.50 9:30 AM 4.75 30 0.25 0.100.186 3/9/2021 9:30 AM 4.50 10:00 AM 4.75 30 0.25 0.100.187 3/9/2021 10:00 AM 4.50 10:30 AM 4.75 30 0.25 0.100.188 3/9/2021 10:30 AM 4.50 11:00 AM 4.70 30 0.20 0.080.189 3/9/2021 11:00 AM 4.50 11:30 AM 4.70 30 0.20 0.080.1810 3/9/2021 11:30 AM 4.50 12:00 PM 4.70 30 0.20 0.080.1811 3/9/2021 12:00 PM 4.50 12:30 PM 4.70 30 0.20 0.080.1812 3/9/2021 12:30 PM 4.50 1:00 PM 4.70 30 0.20 0.080.18BMF2.00Design Rate0.092. Infiltration Rate was calculated using Porchet Method.Comments:1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective February 20163. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy soil criteria was not met. 4. Weather: Partly Cloudy/Sunny: 55-65 degrees F5. Measurements were collected from the Top of PVC Pipe Depth of Test Hole (ft):9 Soil Classification: SandstoneCasing Depth (ft): 9' PVC Pipe; Screened entire length of pipeTest Hole Diameter (in):8PERCOLATION TEST DATA SHEETi^kd^kProposed Warehouse Building3/9/2021Test Hole No.:LB-5 Geotechnical Exploration ReportProposed Warehouse BuildingCarlbad, CaliforniaLangan Project No.: 7000867014/8/2021Project:Project No.: 700086702 Date of Test:Tested By: DJJSTrial No. DateTime of MeasurementInitial Depth to Water (Feet)Time of MeasurementFinal Depth to Water (Feet)Time Interval (min)Change in Water Level (Feet)> 6-inch drop ? Infiltration Rate (in/hr)PRESOAK # 1 3/8/2021 6:00 AM 2.00 6:25 AM 2.10 25 0.10 NOPRESOAK # 2 3/8/2021 6:25 AM 2.00 6:50 AM 2.05 25 0.05 NO1 3/9/2021 7:00 AM 2.00 7:30 AM 2.10 30 0.10 0.040.032 3/9/2021 7:30 AM 2.00 8:00 AM 2.10 30 0.10 0.040.033 3/9/2021 8:00 AM 2.00 8:30 AM 2.10 30 0.10 0.040.034 3/9/2021 8:30 AM 2.00 9:00 AM 2.10 30 0.10 0.040.035 3/9/2021 9:00 AM 2.00 9:30 AM 2.05 30 0.05 0.020.036 3/9/2021 9:30 AM 2.00 10:00 AM 2.05 30 0.05 0.020.037 3/9/2021 10:00 AM 2.00 10:30 AM 2.05 30 0.05 0.020.038 3/9/2021 10:30 AM 2.00 11:00 AM 2.05 30 0.05 0.020.039 3/9/2021 11:00 AM 2.00 11:30 AM 2.05 30 0.05 0.020.0310 3/9/2021 11:30 AM 2.00 12:00 PM 2.05 30 0.05 0.020.0311 3/9/2021 12:00 PM 2.00 12:30 PM 2.05 30 0.05 0.020.0312 3/9/2021 12:30 PM 2.00 1:00 PM 2.05 30 0.05 0.020.03BMF2.00Design Rate0.012. Infiltration Rate was calculated using Porchet Method.Comments:1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective February 20163. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy soil criteria was not met. 4. Weather: Partly Cloudy/Sunny: 55-65 degrees F5. Measurements were collected from the Top of PVC Pipe Depth of Test Hole (ft):9 Soil Classification: fine sandy CLAY (CL)Casing Depth (ft): 9' PVC Pipe; Screened entire length of pipeTest Hole Diameter (in):8PERCOLATION TEST DATA SHEETi^kd^kProposed Warehouse Building3/9/2021Test Hole No.:LB-6 MOISTURE DENSITY TESTSPROJECT Langan # 700086702 JOB NO. 2012-0057 BY LD DATE 03/17/21Sample No. LB-7 / S-1 LB-9 / S-1 LB-13 / S-1 LB-14 / S-2 LB-15 / S-2 LB-15 / S-4 LB-15 / S-6 LB-16 / S-1Depth (ft)5.0 5.0 5.0 10.0 10.0 20.0 30.0 5.0TestingSoil TypeBrown, Sandy ClayBrown, Sandy ClayBrown, Silty Clay w. SandBrown, Sandy ClayBrown, Silty ClayBrown, Clayey SandBrown, Silty Clay Brown, Silty ClayWet+Tare563.8 1002.7 567.3 402.0 932.1 959.5 1148.9 937.5No. Ring3 5 3 2 5 5 6 5Wet Weight126.3 118.8 126.0 95.1 98.9 110.8 112.1 105.8Dry Weight118.2 115.9 114.4 85.4 91.7 102.4 106.5 99.7Wet density118.6 129.1 119.6 129.5 117.3 121.9 121.6 118.2% Water6.9 2.5 10.1 11.4 7.9 8.2 5.3 6.1Dry Density111.0 126.0 108.6 116.3 108.8 112.7 115.5 111.4O.B.Press(psf)Sample No. LB-16 / S-3 LB-16 / S-5 LB-17 / S-1 LB-18 / S-1 LB-18 / S-3 LB-18 / S-7Depth (ft)15.0 25.0 5.0 5.0 15.0 35.0TestingSoil TypeBrown, Sandy ClayBrown, Silty Clay Brown, Silty ClayBrown, Sandy ClayBrown, Silty Clay Brown, Silty ClayWet+Tare974.5 970.7 595.6 939.3 959.2 598.6No. Ring5 5 3 5 5 3Wet Weight308.9 66.3 84.4 100.5 94.7 136.3Dry Weight259.7 54.9 70.7 87.2 76.5 116.5Wet density124.4 123.8 127.4 118.5 121.8 128.3% Water18.9 20.8 19.4 15.3 23.8 17.0Dry Density104.6 102.5 106.8 102.8 98.4 109.6O.B.Press(psf) Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX D Laboratory Test Results PLASTICITY INDEX _ ASTM D4318 Sample Depth (ft) LL PL PI USCS Material Description LB-16 / S-1 5 49 23 26 CL LB-16 / S-2 10 37 21 16 CL LB-16 / S-3 15 40 20 20 CL LB-16 / S-4 20 32 24 8 ML Job Name:Langan # 700086702 Date: 3/17/21 Job No.: 2012-0057 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit LB-16 / S-1 LB-16 / S-2 LB-16 / S-3 LB-16 / S-4 CH OH and MH CL ML and OLCL-ML "A" line )K / • / V / V • • )I /v " / • / / ;a / I/ COMPACTION TEST REPORT Project:Langan # 700086702 GLA No.2012-0057 Sample:LB-10 @ 0 - 5'Date:03/17/21 Description:Brown, Silty Clay w. Gravel By:LD ASTM D1557 Method C Volume (cf): 0.075 # Blows: 56 # Layers: 5 Specimen A B C D Wet Weight (lbs)10.05 10.02 9.54 9.17 Wet Density (pcf)134.0 133.6 127.1 122.3 Moisture Content (%)12.8 10.6 7.7 5.9 Dry Density (pcf)118.8 120.8 118.1 115.5 100 105 110 115 120 125 130 135 140 0 5 10 15 20 25 30Dry Density (pcf)Moisture Content (%) Gs = 2.60 Gs = 2.70 Gs = 2.80 Max. Dry Density : 121.0 pcf Opt. Water Content: 10.5% I \ ' \ \ \ \ \ ' \ \ \ ' \ \ 1 \ \ \ ' \ \ \ ' \ \ \. ' \ \ \ ' \ \ \ \ " \ \ \ \. \. \ \ \ ' ' ' / ..--r-,.. \ I\ I\ / " \ ' \ "" .. \ \ i\. v-\ \ \ / \ \ \ 4 \ \ \ \. \ \ \ \ \ \. \. I\ \ \ \ \. \. \.. \.. \ ' \ i\. \ \ ' " \. \ \ \ ' I\. i\. '\. ' ' I\. '\. '\. '\ I\. "11. '\. '\ \ ""' '\. COMPACTION TEST REPORT Project:Langan # 700086702 Job No.2012-0057 Sample:LB-16 @ 0 - 5'Date:3/17/2021 Description:Brown, Silty Clay By:LP ASTM D1557 Method A Volume (cf): 0.03333 # Blows: 25 # Layers: 5 Specimen A B C D Wet Weight (grs)2032 1994 1880 2016 Wet Density (pcf)134.4 131.9 124.3 133.3 Moisture Content (%)12.1 10.0 7.4 14.2 Dry Density (pcf)119.9 119.9 115.8 116.8 95 100 105 110 115 120 125 130 135 0 5 10 15 20 25 30Dry Density (pcf)Moisture Content (%) Gs = 2.60 Gs = 2.70 Gs = 2.80 Max. Dry Density : 120.5 pcf Opt. Water Content: 11.0 % I 1 ' \ \ 1 \ \ \ ' \ \ \ ' \ \ 'I. ' \ \ \ ' \ \ \ '\ ~ \ \ \ 'I. II. \ \ \ ' ' ' ~ \ \ I\ / ' \ ' ' / \. \ \ I\. l/ ' \ \. \ I "' '\ \ \. 1• \. \. \ 'I. \ \ \. \. \ 'I. \. I\. \. \ ' II. 'I. '\. '\. \ ' '\ I\. \. \. ' l'I. '\ \. \. \. ' I\. I\. \. '\ '\ I\. \. \. ' I\. \ .. I'\. '\ '\. ' '\. COMPACTION TEST REPORT Project:Langan # 700086702 Job No.2012-0057 Sample:LB-13 @ 0 - 5'Date:3/17/2021 Description:Brown, Silty Clay By:LP ASTM D1557 Method A Volume (cf): 0.03333 # Blows: 25 # Layers: 5 Specimen A B C D Wet Weight (grs)2048 2043 1969 1873 Wet Density (pcf)135.4 135.1 130.2 123.9 Moisture Content (%)11.8 13.9 9.3 7.1 Dry Density (pcf)121.2 118.6 119.1 115.7 95 100 105 110 115 120 125 130 135 0 5 10 15 20 25 30Dry Density (pcf)Moisture Content (%) Gs = 2.60 Gs = 2.70 Gs = 2.80 Max. Dry Density : 121.0 pcf Opt. Water Content: 11.5 % I 1 ' \ \ 1 \ \ \ ' \ \ \ ' \ \ 'I. ' \ \ \ ' \ \ \ '\ ~ \ \ \ 'I. II. \ \ \ _. ' ' ' V '' \ I\ ✓ ~ ' ' j ·~ \ I\. V \ \. \ / '\ \ \. IIJ \. \. \ 'I. \ \ \. \. \ 'I. \ I\. \. \ ' II. 'I. '\. '\. \ ' '\ I\. \. \. ' l'I. '\ \. \. \. ' I\. I\. \. '\ '\ I\. \. \. ' I\. \ .. I'\. '\ '\. ' '\. Langan # 700086702SOIL TEST RESULTSJob No. 2005-011SAMPLE NO.:LB-10 @ 0 - 5' LB-16 @ 0 - 5'DESCRIPTION Silty Clay Silty ClayDIRECT SHEAR TEST (type)Initial Moisture Content %Dry Density (pcf)Normal Stress (psf)Peak Shear Stress (psf)Ultimate Shear Stress (psf)Cohesion (psf) Internal Friction Angle (degrees)EXPANSION TEST UBC STD 18-2Initial Dry Density (pcf)Initial Moisture Content %Final Moisture Content %Pressure(psf)Expansion Index Swell %CORROSIVITY TESTResistivity (CTM643) (ohm-cm)720 <500pH (CTM643)7.6 7.2CHEMICAL TESTSSoluble Sulfate (CTM 417) (ppm)2921 1794Chloride Content (CTM 422) (ppm)418 252Wash #200 Sieve (ASTM-1140) %Sand Equivalent (ASTM D2419)GeoLogic AssociatesI 'R' VALUE CA 301 Client: Langan Date: 3/17/21 By: LD Client's Job No.: 700086702 Sample : LB-12 @ 0 - 5' GLA Reference: 2001-034 Soil Type: Brown, Silty Clay TEST SPECIMEN A B C D Compactor Air Pressure psi 150 100 70 Initial Moisture Content %5.6 5.6 5.6 Water Added ml 100 120 140 Moisture at Compaction % 14.4 16.2 17.9 Sample & Mold Weight gms 3180 3182 3189 Mold Weight gms 2098 2102 2114 Net Sample Weight gms 1082 1080 1075 Sample Height in.2.51 2.54 2.54 Dry Density pcf 114.2 110.9 108.8 Pressure lbs 9045 5670 2880 Exudation Pressure psi 720 451 229 Expansion Dial x 0.0001 117 64 41 Expansion Pressure psf 507 277 178 Ph at 1000lbs psi 28 50 58 Ph at 2000lbs psi 80 115 132 Displacement turns 3.11 3.87 4.76 R' Value 45 20 10 Corrected 'R' Value 45 20 10 FINAL 'R' VALUE By Exudation Pressure (@ 300 psi):12 By Epansion Pressure :6 TI =5 Langan # 700086702 CONSOLIDATION TEST - ASTM D2435 Job No. 2012-0057 Boring / Sample No. LB-15 / S-4 Depth: 20' Date 03-11-21 0.1 0.3 0.79 1.41 1.57 3.33 5.17 4.27 2.77 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 100 1000 10000 100000% StrainVertical Pressure (psf) Clayey Sand Dry Density: 112.7 pcf Initial Water Content: 8.2 % Final Water Content: 10.0 % H2O @ 2400 PSF .Natural o Submerged I ---- ~ ' ....... ....... ....... ....... T f"I ' \ \ ' ' ' ' \ ' l"'I ' ...... ' ........ ' "-...... .... '-" V " , ...... " \ r-.. \ ........ ........ ........ -y \ ...... ........ ...... " \ ...... ...... " Langan # 700086702 CONSOLIDATION TEST - ASTM D2435 Job No. 2012-0057 Boring / Sample No. LB-15 / S-2 Depth: 10' Date 03-11-21 0.49 0.85 1.52 1.44 2.97 6.27 8.68 7.77 6.14 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 100 1000 10000 100000% StrainVertical Pressure (psf) Silty ClayDry Density: 108.8 pcfInitial Water Content: 7.9 %Final Water Content: 9.3 %H2O @ 1200 PSF .Natural o Submerged I --, .... ...... ....... ....... " i-.. l'-hJ -, '\ ' ' '\ '\ '\ '\ '\ '\ '\ '\ r, \ \ ' \ \ \ \ \ \ \ \ ' \ \ \ \ \ \ u . ..... ...... r-... \ ...... \ .... \ '-\ ..... ..... r-... r-,.._ I' \ ' \ '-..... ' ....... \ ....... I ....... ~ " ....... " \ ~ - 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-7/S-1 Undisturbed Sandy Clay 111.0 6.9 28.4 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 960 @ 0.0350" 500 2000 1780 @ 0.0850" 1300 4000 3220 @ 0.0500" 2240 C = 300 psf C = 0 psf 35.5 deg.28 deg. GLA No. 2012-0057 • V ..,,-,,· V ..,v ./ V ..,v ./ V ..,,v / ~· ..,v /,,, ./ / V / _,,,/ ..,,v ..... v / v .,,/ V ....-"' / .... / I/ V .... ✓ / V I/ ...,/ / V ..,,,,,. V / v" .,,/ / ,,,. /,,. / V V ..... v .... ✓ ..... v I/ V v-- / V / ,,,. <I>= 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-9/S-1 Undisturbed Sandy Clay 126.0 2.5 22.0 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 1380 @ 0.1100" 860 2000 2120 @ 0.0850" 1330 4000 2940 @ 0.0500" 2640 C = 800 psf C = 300 psf 30 deg.30 deg. GLA No. 2012-0057 • ,,,,v .,./ I V ,,,,,,,,,,. .,.v • / / v I/., ./ V ,,,,v _.,./ / V /,..... /.,. / V / V .,.V .,./ / v I/ / / ..... ,,,,v / / / .,./ / ,,,,,,.,,. ./ / H I/,, .,.V ,,,,v / V _,,,,,,,,. / ,,,,v ,,,,,,,,,,. ,,A~ / ..... / / V / _,,,,,,,,. <I>= 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-13/S-1 Undisturbed Silty Clay 108.6 10.1 25.8 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 710 @ 0.1750" 680 2000 1670 @ 0.1650" 1520 4000 2540 @ 0.1750" 2450 C = 800 psf C = 700 psf 23.5 deg.23.5 deg. GLA No. 2012-0057 • ..... _,,,.,.,. j. -v.,.. -,,,,,,.. ~/ I./ I-'" 1./ V _,,./ V .,,,,,,,,.. _,,/ _,, _,,v _,,,.,,... _,,,.,,, ~v ~I..---' -,,,.. _,,./ 1.,..,-:' _,,, .... ./ V' ./ V -v v.,. __,, V V _,,,.,.,. ~V _,,/ _,,,.,.,. __,, ,,,,,,.. -✓ ~./ ,. <I>= 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-17/S-1 Undisturbed Silty Clay 106.8 19.4 23.3 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 1500 @ 0.0800" 740 2000 2040 @ 0.0950" 1320 4000 2980 @ 0.1000" 2270 C = 1000 psf C = 400 psf 26.5 deg.25.5 deg. GLA No. 2012-0057 • __,V ,/ / ..,,v J/ __,V ./ / __,V J/ / ...... ./ V v,,, ..,,, .,,,,, .... __,V V ./ / V / V JV ,/ / __,/ ..,,v __,V ..,,,---..,,,,, / V ....-1 / I/ / .,,,,,, ./ V v ..... ,/ / .,,,,,,,, v .... J/ JV ~ J/ __,V ./ / <I>= 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-18/S-1 Undisturbed Sandy Clay 102.8 15.3 20.4 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 1320 @ 0.2400" 1320 2000 1490 @ 0.1700" 1380 4000 2960 @ 0.1655" 2620 C = 800 psf C = 400 psf 28 deg.28 deg. GLA No. 2012-0057 • 1./ ./ / ..,V / v" V v ..... v" 1/,..... 1./ V ..,,v ./ V ./ / ..,, V ..,,v ,v ,/ V V /,,,,. / ....... 1./ ,,,,.. vv / V ............... ..,,/ ..,,v V ~v v" , ,v v ..... / ../ ,,,,.. v' ..,, V / ..... ,/ I/' ,v / v' / V / V <I>= 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-18/S-3 Undisturbed Silty Clay 98.4 23.8 27.1 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 790 @ 0.0800" 680 2000 1250 @ 0.1500" 1210 4000 2160 @ 0.2450" 2160 C = 300 psf C = 300 psf 25 deg.25 deg. GLA No. 2012-0057 • ~l,.A• .// ~v ./ / v / v--,,,,,.,i--- V ./ ,,,,,,, ..... v .// ./v ,,,,,.,,,., vi--- / v ..... '~ _,,,,,., _,,/ _,,,, / <I>= 0 1000 2000 3000 4000 5000 6000 Normal Pressure (psf) 0 1000 2000 3000 4000 5000 6000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-18/S-7 Undisturbed Silty Clay 109.6 17.0 20.6 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086702 DIRECT SHEAR TEST - ASTM D-3080 Date: 03-17-2021 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 2000 2090 @ 0.0950" 1540 4000 3200 @ 0.1500" 2950 6000 4140 @ 0.1550" 3880 C = 1100 psf C = 800 psf 26.5 deg.26.5 deg. GLA No. 2012-0057 • v v I,' .. v v ,,,,, v v , .... v v I,' ,,,,, v v .,,,,, .... v , .... I,' , .... , .... ,,,,, .... .... ,,,,, v I,' L..; I,' I,' , ......... ..,, ..,.r .... ~ ,..,, I,' ~ ..... ........ ,..,, , ......... ..,.r ,,, _.... _...., I,',, ..,.r ~"" _...., ,..,, ..... ,,, ,,, ,..,, ..... ~ ..... ,,, , ......... ..,.r _....,,; <I>= EXPANSION INDEX - UBC 18-2 & ASTM D 4829-88 PROJECT Langan Engineering # 700086702 JOB NO. 2012-0057 Sample LB-12 / Bulk @ 0 - 5' By LD Sample LB-13 / Bulk @ 0 - 5' By LD Sta. No.Sta. No. Soil Type Brown, Silty Clay Soil Type Brown, Silty Clay Date Time Dial Reading Wet+Tare 600.6 Date Time Dial Reading Wet+Tare 605.8 3/17/2021 16:20 0.2679 Tare 214.8 3/17/2021 16:20 0.3383 Tare 219.9 H2O Net Weight 385.8 H2O Net Weight 385.9 3/18/2021 10:00 0.2139 % Water 11 3/18/2021 10:00 0.2724 % Water 11 Dry Dens. 105.3 Dry Dens. 105.3 % Max % Max Wet+Tare 643.3 Wet+Tare 651.4 Tare 214.8 Tare 219.9 Net Weight 428.5 Net Weight 431.5 INDEX 54 5.4% % Water 23.3 INDEX 66 6.6% % Water 24.1 Sample LB-16 / Bulk @ 0 - 5' By LD Sample By Sta. No.Sta. No. Soil Type Brown, Silty Clay Soil Type Date Time Dial Reading Wet+Tare 604.4 Date Dial Reading Wet+Tare 3/17/2021 16:20 0.329 Tare 217.8 Tare H2O Net Weight 386.6 Net Weight 3/18/2021 10:00 0.2659 % Water 11 % Water Dry Dens. 105.5 Dry Dens. % Max % Max Wet+Tare 652.5 Wet+Tare Tare 217.8 Tare Net Weight 434.7 Net Weight INDEX 63 6.3% % Water 24.8 INDEX % Water MOISTURE DENSITY TESTSPROJECT Langan # 700086701 JOB NO. 2012-0057 BY LD DATE 10/14/20Sample No. LB-2/S-1 LB-3/S-2 LB-4/S-1 LB-4/S-3 LB-4/S-5ALB-4/S-5BDepth (ft)5.0 10.0 5.0 15.0 20.0 20.0TestingSoil TypeL. Brown, Sandy ClayBrown, Sandy ClayL. Brown, Silty ClayOrange Brown, Sandy ClayOrange L. Brown, Sandy ClayD. Brown, Silty ClayWet+Tare1189.0 1172.6 556.3 1013.0 381.3 590.2No. Ring6 6 3 5 2 3Wet Weight154.4 136.1 189.6 140.1 142.8 150.8Dry Weight125.2 116.2 166.9 120.5 124.0 128.5Wet density133.8 131.5 123.2 137.5 127.5 132.6% Water23.3 17.1 13.6 16.3 15.2 17.4Dry Density108.5 112.3 108.4 118.3 110.7 113.0O.B.Press(psf)Sample No.Depth (ft)TestingSoil TypeWet+TareNo. RingWet WeightDry WeightWet density% WaterDry DensityO.B.Press(psf) WASH #200 SIEVE - ASTM D 1140-92 Job Name Langan # 700086701 Date 10-14-20 Job No. 2012-0057 By LD Sample LB-4 / B-1 Sample Sample Soil Type Soil Type Soil Type % water 9.8 % water % water Wet weight 265.7 Wet weight Wet weight Dry weight 242.0 Dry weight Dry weight + 200 sieve 103.8 + 200 sieve + 200 sieve % Retained 42.9 % Retained % Retained %Pass. #200 57 %Pass. #200 %Pass. #200 Sample Sample Sample Soil Type Soil Type Soil Type % water % water % water Wet weight Wet weight Wet weight Dry weight Dry weight Dry weight + 200 sieve + 200 sieve + 200 sieve % Retained % Retained % Retained %Pass. #200 %Pass. #200 %Pass. #200 Sample Sample Sample Soil Type Soil Type Soil Type % water % water % water Wet weight Wet weight Wet weight Dry weight Dry weight Dry weight + 200 sieve + 200 sieve + 200 sieve % Retained % Retained % Retained %Pass. #200 %Pass. #200 %Pass. #200 Sample Sample Sample Soil Type Soil Type Soil Type % water % water % water Wet weight Wet weight Wet weight Dry weight Dry weight Dry weight + 200 sieve + 200 sieve + 200 sieve % Retained % Retained % Retained %Pass. #200 %Pass. #200 %Pass. #200 Langan Engineering # 700086701SOIL TEST RESULTSJob No. 2012-0057SAMPLE NO.:LB-4 / B-1DESCRIPTIONSandy ClayDIRECT SHEAR TEST (type)Initial Moisture Content %Dry Density (pcf)Normal Stress (psf)Peak Shear Stress (psf)Ultimate Shear Stress (psf)Cohesion (psf) Internal Friction Angle (degrees)EXPANSION TEST UBC STD 18-2Initial Dry Density (pcf)Initial Moisture Content %Final Moisture Content %Pressure(psf)Expansion Index Swell %CORROSIVITY TESTResistivity (CTM643) (ohm-cm)710pH (CTM643)7.1CHEMICAL TESTSSoluble Sulfate (CTM 417) (ppm)395Chloride Content (CTM 422) (ppm)111Wash #200 Sieve (ASTM-1140) %Sand Equivalent (ASTM D2419)I EXPANSION INDEX - UBC 18-2 & ASTM D 4829-88 PROJECT Langan # 700086701 JOB NO. 2012-0057 Sample LB-4 / B-1 By LD Sample By Sta. No.Sta. No. Soil Type Brown, Sandy Clay Soil Type Date Time Dial Reading Wet+Tare 600 Date Dial Reading Wet+Tare 10/13/2020 15:30 0.2958 Tare 219.7 Tare H2O Net Weight 380.3 Net Weight 10/14/2020 12:00 0.2174 % Water 11.5 % Water Dry Dens. 103.3 Dry Dens. % Max % Max Wet+Tare 651.2 Wet+Tare Tare 219.7 Tare Net Weight 431.5 Net Weight INDEX 78 7.8% % Water 26.5 INDEX % Water Sample By Sample By Sta. No.Sta. No. Soil Type Soil Type Date Dial Reading Wet+Tare Date Dial Reading Wet+Tare Tare Tare Net Weight Net Weight % Water % Water Dry Dens.Dry Dens. % Max % Max Wet+Tare Wet+Tare Tare Tare Net Weight Net Weight INDEX % Water INDEX % Water 0 1000 2000 3000 4000 Normal Pressure (psf) 0 1000 2000 3000 4000 Shear Strength (psf)peak shear strength strength at 1/4" displacement Sample Type Description Dry Density (pcf)Initial W.C. (%)Final W.C. (%) LB-4/S-1 Undisturbed Silty Clay 108.4 13.6 24.6 & Saturated Strain Rate: 0.0042 in. / min. Langan # 700086701 DIRECT SHEAR TEST - ASTM D-3080 Date: 10-14-2020 GeoLogic Associates Normal Pressure (psf)Peak Shear Strength (psf)Ultimate Shear Strength (psf) 1000 830 @ 0.0700" 740 2000 1450 @ 0.1500" 1430 4000 2200 @ 0.2400" 2200 C = 400 psf C = 400 psf 24 deg.24 deg. GLA No. 2012-0057 • ~ .,,,,,~ _.,,V _.,,/ 1.......-V .,,,,, ...... J . .....- ~/ J ~/ ......... / _............- v.,.. ~/ _.,,V ........ V 1.......-v-~ .,,,,,,,.., J . .....- ....... ,,,,.. <I>= Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX E Field Shear Wave Testing Results Page | 1 6280 Riverdale Street San Diego, CA 92120 (877) 215-4321 | oneatlas.com March 17, 2021 Atlas No. 121097SWG Report No. 1 MR. DANIEL JUDGE SERRANO LANGAN 18575 JAMBOREE ROAD, SUITE 150 IRVINE, CALIFORNIA 92612 Subject: Geophysical Evaluation South Melrose Drive & Lionshead Avenue Carlsbad, California Dear Mr. Judge Serrano: In accordance with your authorization, Atlas Technical Consultants has performed a geophysical evaluation pertaining to the project located in the vacant lot at the intersection of South Melrose Drive and Lionshead Avenue, in San Marcos, California (Figure 1). The purpose of our study was to develop one-dimensional (1-D) Shear-wave velocity profiles to be used for design and construction at the study site. This letter report presents our methodology, equipment used, analysis, and findings. Our services were conducted on March 15, 2021. Our scope of services for the project included performance of two 1-D refraction microtremor (ReMi) profiles (RL-1 and RL-2) at preselected areas of the site (Figure 2). The ReMi technique uses recorded surface waves (specifically Rayleigh waves) that are contained in background noise to develop a Shear-wave velocity profile of the study area down to a depth, in this case, of approximately 100 feet. The depth of exploration is dependent on the length of the line and the frequency content of the background noise. The results of the ReMi method are displayed as a one-dimensional profile which represents the average condition across the length of the line. The ReMi method does not require an increase of material velocity with depth; therefore, low velocity zones (velocity inversions) are detectable with ReMi. Our ReMi evaluation included the use of a 24-channel Geometrics Geode seismograph and 24, 4.5-Hz vertical component geophones. Geophones were spaced 10 feet apart for a total line length of 230 feet. Fifteen records, each 32 seconds long, were recorded and then downloaded to a computer. The data was later processed using Surface Plus 9.1 - Advanced Surface Wave Processing Software (Geogiga Technology Corp., 2020), which uses the refraction microtremor method (Louie, 2001) and other surface wave analysis methods. The program generates phase- velocity dispersion curves for each record and provides an interactive dispersion modeling tool where the users determine the best fitting model. The result is a one-dimensional shear-wave velocity model of the site with roughly 85 to 95 percent accuracy. Figure 3 depicts the general site conditions in the study area. A..-1 Af!! ____,., I L f~ Atlas No. 121097SWG Report No. 1 Page | 2 Figures 4a, 4b and Table 1 present the results from our evaluations for RL-1 and RL-2. Based on our analysis of the collected data, the average Shear-wave velocities down to a depth of 100 feet are 1094 (ft/s) for RL-1 and 1316 (ft/s) for RL-2. These values all correspond to a site classification of D for RL-1 and C for RL-2. Based on our discussions with your representative at the site, it is our understanding that the drilling results indicate a thicker sequence of fill material beneath the subsurface where RL-1 was performed. The differing results between RL-1 and RL-2 are likely due to this change in fill thickness. It should be noted the ReMi results represent the average condition across the length of the line. Table 1 – ReMi Results Line No. Depth (feet) Shear Wave Velocity (feet/second) RL-1 (N-S) 0-17 627 17-19 641 19-26 729 26-33 741 33-39 803 39-47 857 47-57 1674 57-67 1762 67-86 2380 86-100 2394 RL-2 (E-W) 0-7 585 7-19 868 19-28 1011 28-35 1129 35-42 1263 42-51 1610 51-61 1618 61-68 1639 68-93 2356 93-100 2400 The field evaluation and geophysical analyses presented in this report have been conducted in general accordance with current practice and the standard of care exercised by consultants performing similar tasks in the project area. No warranty, express or implied, is made regarding the conclusions and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be present. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluating will be performed upon request. A..-■ At:!!!. _____,.., I L ,~ Atlas No. 121097SWG Report No. 1 Page | 3 This document is intended to be used only in its entirety. No portions of the document, by itself, is designed to completely represent any aspect of the project described herein. Atlas should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended exclusively for use by the client. Any use of or reuse of the findings, conclusions, and/or recommendations of this report by parties other than the client is undertaken at said parties’ sole risk. We appreciate the opportunity to be of service on this project. Should you have questions related to this report, please call us at (858) 527-0849. Respectfully submitted, Atlas Technical Consultants LLC Thomas M. Bouleanu Patrick F. Lehrmann, P.G., P.Gp. Senior Staff Geophysicist Principal Geologist/Geophysicist TMB:PFL:ds Attachments: Figure 1 – Site Location Map Figure 2 – Seismic Line Location Map Figure 3 – Site Photographs Figure 4a – ReMi Results, RL-1 Figure 4b – ReMi Results, RL-2 Distribution: Mr. Daniel Judge Serrano at djudge@langan.com A..,, A e __.-r, I C > ~ SITE LOCATION MAPFigure 1South Melrose Drive & Lionshead AvenueCarlsbad, CaliforniaProject No.: 121097SWGDate: 03/21APPROXIMATE SEISMICLINE LOCATIONSSUR A A .... a e ___,., I CfT':7----- Figure 2SEISMIC LINELOCATION MAPProject No.: 121097SWGSouth Melrose Drive & Lionshead AvenueCarlsbad, CaliforniaDate: 03/21approximate scale in feet1002000RL-2ReMi LineLEGENDRL-2A South Ea~_t, Elevation 0 333°NW (T) @ 33.131753, -117.240109 ±3 m • 81 m East Elevation O 284°W (T) @ 33.132235, -117.242056 ±4 m • 87 m SITE PHOTOGRAPHS South Melrose Drive & Lionshead Avenue Carlsbad, California Project No.: 121097SWG Date: 03121 A"P ■ A le .----r-1 I C ) r.:;-..._ Figure 3 Figure 4a ReMi RESULTS RL-1 Project No.: 121097SWG Date: 03/21 South Melrose Drive & Lionshead Avenue Carlsbad, California SHEAR-WAVE VELOCITY (feet per second)RELATIVE ELEVATION (feet)Vs Model -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 0 500 1000 1500 2000 2500 Vs100'= 1094 ft/s- - .. ■ - A .. , A e ..---r, I L ) T":t---. I Figure 4b ReMi RESULTS RL-2 Project No.: 121097SWG Date: 03/21 South Melrose Drive & Lionshead Avenue Carlsbad, California SHEAR-WAVE VELOCITY (feet per second)RELATIVE ELEVATION (feet)Vs Model -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 0 500 1000 1500 2000 2500 Vs100'= 1316 ft/s- - - - " A .. , A e ..---r, I L ) T":t---. I Geotechnical Engineering Report Proposed Warehouse Development Carlsbad, California Langan Project No: 700086702 16 April 2021 APPENDIX F Slope/W Stability Graphical Outputs 1.5Color Name Model Unit Weight(pcf)Cohesion'(psf)Phi' (°)Phi-B(°)Capistrano FormationMohr-Coulomb 127 400 25.5 0MSE Backfill Mohr-Coulomb 125 0 30 0RTW High Strength 150Sandy CLAY (S-1)Mohr-Coulomb 115 400 28 0silty CLAY (S-3)Mohr-Coulomb 120 300 25 0silty CLAY (S-7)Mohr-Coulomb 125 800 26.5 0Proposed Warehouse Building Lot 4 Fill Slope Stability AnalysisLangan Project No.: 700086702i^kd^kAssume Surcharge: 3,500 pcfMethod: BishopHorz Seismic Coef.: 0.15Vert Seismic Coef.: 0sandy CLAY (CL)silty CLAY (CL)silty CLAY (CL)Santiago FormationAssumed MSE Wall BackfillSubsurface Conditions Developed from Langan Borings LB-18 and LB-12Material Strength Parameters selected from Laboratory Test Results or AssumedDirectory: \\langan.com\data\IRV\data7\700086701\Project Data\_Discipline\Geotechnical\Analyses\RTW Global Stability\; Last Edited By: Daniel Judge; Date: 03/25/2021; Time: 12:07:40 PMStability Analysis performed on Cross-Section B-B'. See Figure 9 for approximate location of Cross-Section B-B'Model Developed from Plans Titled, "ALTA/NSPS LAND TITLE SURVEY - SOUTHEAST CORNER OF S. MELROSE DRIVE AND LIONSHEAD AVENUE" prepared by THIENES ENGINEERING, INC. dated OCTOBER 2020. SantiagoFormation□ ri■.-r----t---~+----+--1------_J .-□ □ □ □ 2.1Color Name Model Unit Weight(pcf)Cohesion'(psf)Phi' (°)Phi-B(°)Capistrano FormationMohr-Coulomb 127 400 25.5 0MSE Backfill Mohr-Coulomb 125 0 30 0RTW High Strength 150Sandy CLAY (S-1)Mohr-Coulomb 115 400 28 0silty CLAY (S-3)Mohr-Coulomb 120 300 25 0silty CLAY (S-7)Mohr-Coulomb 125 800 26.5 0Proposed Warehouse Building Lot 4 Fill Slope Stability AnalysisLangan Project No.: 700086702i^kd^kAssume Surcharge: 100 pcfMethod: Bishopsandy CLAY (CL)silty CLAY (CL)silty CLAY (CL)Santiago FormationAssumed MSE Wall BackfillSubsurface Conditions Developed from Langan Borings LB-18 and LB-12Material Strength Parameters selected from Laboratory Test Results or AssumedDirectory: \\langan.com\data\IRV\data7\700086701\Project Data\_Discipline\Geotechnical\Analyses\RTW Global Stability\; Last Edited By: Daniel Judge; Date: 03/25/2021; Time: 12:07:40 PMStability Analysis performed on Cross-Section B-B'. See Figure 9 for approximate location of Cross-Section B-B'Model Developed from Plans Titled, "ALTA/NSPS LAND TITLE SURVEY - SOUTHEAST CORNER OF S. MELROSE DRIVE AND LIONSHEAD AVENUE" prepared by THIENES ENGINEERING, INC. dated OCTOBER 2020. SantiagoFormation□ ri■.-r----t---~+----+--1------_J .-□ □ □ □