Loading...
HomeMy WebLinkAboutPD 2023-0016; KINOVATE PRODUCTION FACILITY TI; PRIORITY DEVELOPMENT PROJECT (PDP)STORM WATER QUALITY MANAGEMENT PLAN; 2024-05-13E-35 REV 04/23 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) TEMPLATE E-35 (FOR PDP PROJECTS ONLY) CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR [INSERT PROJECT NAME] [INSERT PROJECT ID (CT/MS/SDP/CDP/PD)] [INSERT DRAWING No. (DWG ___-__)] [INSERT GR No. _________] ENGINEER OF WORK: PREPARED FOR: PREPARED BY: [INSERT COMPANY NAME] [INSERT ADDRESS] [INSERT CITY, STATE ZIP CODE] [INSERT TELEPHONE NUMBER] DATE: [INSERT MONTH, DAY, YEAR] KPFF CONSULTING ENGINEERS 700 S. Flowers St. Suite 2100 Los Angeles, CA 90017 (213) 418-0201 MAY 13, 2024 Jeffrey B. Gavazza C59894 KINOVATE LIFE SCIENCES 1935 Camino Vida Roble Carlsbad, CA 92008 KINOVATE PRODUCTION FACILITY TI Project ID: PD2023-0016 GR No. GR2023-0026 DWG 543-5A Jeff Gavazza . City of Carlsbad 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 Project Geotechncial Report CERTIFICATION PAGE Project Name: [Insert] Project ID: [Insert] 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. ________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date ________________________________________________________ Print Name ________________________________________________________ Company ____________________________ Date C59894, Exp 12/31/2025 Jeffrey B. Gavazza KPFF Consulting Engineers 05/13/2024 KINOVATE PRODUCTION FACILITY TI PD2023-0016 Jeff Gavazza PR O J E C T VI C I N I T Y M A P PROJECT VICINITY MAP olutions q orydenl'I San Diego Legion q q lesale Flowers Dramm & Echter enterf Marquee Staffing f Sigma Connectivity q .... FITZPATRICK ft CAPITAL T KBR q q DG Funding q Active Motif Arens Group q q Tubby Todd Bath Co 110 "ida Rob/e calll' q KnowledgeCity Vapor Beast Vaporizer store 9 q Lee & Associates - North San Diego County ft Open Biopharma T Research and Training ... q ceramic Pro Carlsbad I_!\ Kendal Floral Supply T Florist q l(e\1000 AV8 American Rim I_!\ Supplylnc y Au10 parts store q Synaptic Medical Toolbox Medical ft Innovations T Victory Archery San Diego I_!\ Wholesale Florist y Florist Alphatec Spine q The Board Source a view Our Featured ft Inventory 4 The Boa... T New Venture Escrow Kartl -Go kart Supplier I_!\ I Industry Leader in ... y Racmg ear parts store t Home2 Suites by Hilton Carlsbad 4.4 * (380) ft Regus -Carlsbad · T Cornerstone Corporate Oceanside Glass & Tile 9 3•star hotel Schubach Aviation Premier Air Charter q Courtyard ~San Diego T 4.o *(669J 3-star ho1el ft California T Transplant Services N AP Technology® acall AP Technology Est 1989. • Che-eks ... Robert Half Recruiters & Employment Agency ' Avanti Workspace Q ,8 Perfect picnic by triad Page 1 of 4 REV 04/23 E-34 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, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE 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: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: Kinovate Production Facility TI 1935 Camino Vida Roble, Carlsbad, CA 92008 212-092-1800 37,000 0.85 20,000 0.46 C cityof Carlsbad □ □ [g] □ E-34 Page 2 of 4 REV 04/23 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; ORb)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 USEPAGreen Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed inaccordance 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 04/23 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of SpecialBiological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodiesdesignated 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 ManagementPlan; 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 surfacescollectively 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 ofimpervious 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 ofimpervious 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 hillsidedevelopment 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 ofimpervious 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 moreof impervious street, road, highway, freeway or driveway surface collectively over the entire projectsite? 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 ofimpervious surface collectively over the entire site, and discharges directly to an EnvironmentallySensitive 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 squarefeet 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 squarefeet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includesRGO’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 landand 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%? (CMC21.203.040) If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question. □ lg] lg] □ □ lg] □ lg] lg] □ lg] □ □ lg] □ lg] □ lg] □ lg] □ lg] 91,000 20,000 22 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. 181 □ 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 5, complete the trash capture question. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General 181 □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes", the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If vou answered "no", Go to step 6, check the second or third box as determined in step 3. STEP6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION 181 My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). □ 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. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. 181 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. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Byung Kang Applicant Title: Agent BK Kang Digitally signed by BK Kang Date: 05-12-2023 Applicant Signature: ON: c-us, E-bkkang84@gmail.com, CN=BK Kang Oate:2023.05.1617:23:36-07'00' E-34 Page 4 of 4 REV 04/23 SITE INFORMATION CHECKLIST Project Summary Information Project Name Project ID Project Address Assessor's Parcel Number(s) (APN(s)) Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area ________ Acres (____________ Square Feet) Existing Impervious Area (subset of Parcel Area) ________ Acres (____________ Square Feet) Area to be disturbed by the project (Project Area) ________ Acres (____________ Square Feet) Project Proposed Impervious Area (subset of Project Area) ________ Acres (____________ Square Feet) Project Proposed Pervious Area (subset of Project Area) ________ Acres (____________ Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This area includes but is not limited to off-site work including public improvements and temporary disturbance such as vehicle and equipment staging areas, construction worker foot traffic, soil/gravel piles, utility trenches, backfill cuts and slope keyways. Kinovate Production Facility TI PD2023-0016 1935 Camino Vida Roble Carlsbad, CA 92008 212-092-1800 3.2 138,800 2.1 91,000 .85 37,000 0.46 20,000 0.39 17,000 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: Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: 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: The site is a developed parking lot and office building. Impervious areas include an asphalt parking lot, concrete walkways, and a building. Landscaping exists along walkways, near the building, and runs the perimeter of the site. 4 4 4 4 4 4 NOTE: TAKEN FROM PROJECT GEOTECHNICAL REPORT FINDINGS, SECTION 4.2 □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: The project is on an existing urban development. Site elevations range from 250' to 256', with overall drainage of the exterior parking lot sloping from south to north. Landscape exists along sidewalks and near building entrances, as well as along the project perimeter. Catch basins and area drains are placed throughout the parking lot and within existing landscaping. These inlets run through the site storm drain system and discharges into the 18" storm drain main at the north end of the project, entering the city system along Camino Vida Roble. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): List/describe proposed pervious features of the project (e.g., landscape areas): Does the project include grading and changes to site topography? Yes No Description / Additional Information: Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: The scope of this project includes the renovating of an existing concrete office building as a lab and production facility. Proposed impervious features consist of a tank farm, truck loading/unloading area, additional parking areas, and area for mechanical equipment. Proposed pervious features of the project include landscape areas, permeable pavers, and a gravel pit. The overall drainage of the site will not change. Minor grading changes will be incorporated around new impervoius areas to join to existing conditions. Site drainage will continue to drain from the south end of the project towards the north, to Camino Vida Roble street. 4 bio-filtration basins will be installed throughout the project. Runoff from new or replaced impervious areas will filter through the biofiltration basins before entering the project's private storm drain system. Overflow catch basins are provided within these treatment areas for heavy storm events. Once collected, the treated runoff and overflow runoff will be discharged to the public storm drain system in Camino Vida Roble. 4 4 □ □ □ □ 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 4 4 4 4 4 4 4 4 4 4 □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ 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): 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 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 Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Storm water from the project site gathers in the 18" RCP storm drain line on Camino Vida Roble and travels west towards Palomar Oaks Way. It heads south down Palomar, and crosses Palomar to daylight into landscape. It then is gathered within a 30" RCP which crosses Palomar Airport Road. This water leads to the Pacific Ocean. Agua Hedionda Creek Benthic Community Effects, Bifenthrin Not available Chlorpyrifos, Chlorpyrifos, Cyhalothrin, Lambda, Cypermethrin, Indicator Bacteria, Malathion, Malathion, Nitrogen, Phosphorous, Pyrethroids, Total Dissolved Solids, Toxicity, Turbidity x x x x x x x x x x x TABLE Error! No text of specified style in document.-1. Anticipated and Potential Pollutants Generated by Land Use Type General Pollutant Categories Priority Project Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential 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: 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): Per meeting with city reviewer on 12/21/2023, a Brightwater BWCPS-2112U, or approved equivalent, connector pipe screen will be installed at the outlet of the proposed Type B curb inlet. The location of this trash capture device allows for all water to be treated by a trash capture device, including water upstream of biofiltration basins as well as DMAs that cannot be feasibily directly captured and treated. DMAs that cannot be feasibly directly captured and treated are managed by stormwater equivalency calculations. Based off calculations in Attachment 1F, the highest anticipated 1 year, 1 hour storm event flow through the filter is 1.11 cfs. The Brightwater product can perform at 2.79 cfs, according to its technical guide. See Attachment 1F for technical guide. 4 Hydromodification is required based on the Project Clean Water's GIS file. The project design has accounted for the storage of storm water to meet the Hydromodification requirements. This will allow for all runoff to be treated through the bio-filtration system and discharged slowly through the orifice at the underdrain entrance to the project storm drain system. □ □ □ □ 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: 4 □ □ □ □ □ □ □ □ □ □ 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. 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) POC #1: DMA 6 and 7 sheet flow to the street, where it flows down the street and is collected at a parkway drain at the intersection of Camino Vida Roble and Palomar Oaks Way. POC #2: Connection to proposed storm drain curb inlet, which discharges stormwater into existing 18" public RCP storm drain line running along Camino Vida Roble. 4□ □ □ □ 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. 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. There are no site requirements that will affect the storm water management design. E-36 Page 1 of 4 Revised 04/23 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit 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 Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas Kinovate Production Facility TI PD2023-0016 543-5A n n n n n □ □ □ □ Iii Iii Iii Iii □ C cityof Carlsbad □ □ □ □ □ □ □ LI □ LI □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 04/23 Other: _______________ infeasible to do so. 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 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 preventmaterials from contacting rainfall orrunoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3.Where will runoff from thework 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 The project is proposing improvements outside of the building roof area. The existing rooftop will not be altered as this project is a tenant improvement project. n n n □ □ □ D □ □ □ Iii Iii □ Iii □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 04/23 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): Proper signs will be provided at storm drain inlets. Interior floor drains and fire sprinkler water will be discharged to the sewer system. Ridge lines will be incorporated into the grading of the loading dock to prevent stormwater from entering this area. In addition, any non-stormwater within the loading dock catch basin will be detected by a pH monitoring sensor. Upon detection, the sensor will trigger a shut off valve to close at the outlet, containing the spill within the catch basin. The sensor will also alert staff of the spill for cleanup. Refer to plumbing drawing P-502, detail 4, under building permit CBC2023-0184 for details and specifications. Detail included in SWQMP. n n n nIndustrial Processes Iii □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Iii □ □ □ □ □ □ □ Iii □ Iii □ Iii □ Iii E-36 Page 4 of 4 Revised 04/23 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: 05/13/2024 Jeffrey B. GavazzaJeff Gavazza 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). PDP’s subject to trash capture requirements must implement trash capture devices (see Chapter 4 of the BMP Design Manual). Storm water pollutant control, flow control for hydromodification management and trash capture can all 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 and trash capture devices, indicate whether pollutant control, trash capture and flow control BMPs are integrated together or separate. [Continue on next page as necessary.] The 50% rule test was performed. Total impervious area currently on site is 2.1 acres, while the total created and/or replaced impervious surface totaled 0.44 acres. Because of this, this project will only treat this 0.44 acres and any area that comingles with this area. 12 Drainage Management Areas were identified to treat the new/replaced impervious areas within the project. However, due to existing site conditions, runoff from new impervious areas in DMA 3, 6, 8, 9, and 12 couldn't be captured and treated. Therefore BMP 4 will be designed to capture and treat runoff from 3,900 SF of existing impervious areas that's equivalent in size to DMA 3, 6, 8, 9, and 12. Water will enter BMP 4 from the existing impervious area through an 18" curb cut, as shown on the DMA exhibit. The overflow outlet from BMP 4 is sized to discharge peak flow from the entire tributary area draining towards it. In a similar manner, DMA 10 and 11 can't be captured and treated. BMP 1 will be designed to capture and treat runoff from existing impervious areas that's equivalent in size to DMA 10, 11, and 12. Water will enter BMP 1 from the existing impervious area through an 18" curb cut, as shown on the DMA exhibit. Water Quality equivalency calculations provided do not require a land use factor, as the land use (Planned Industrial (PI)) is the same throughout the site, for both existing and proposed conditions. For each basin, tributary impervious areas were measured and designated as directed to dispersion areas or not. Pervious dispersion areas were also measured. BMP Worksheet B.1 was used to calculate each basins' Design Capture volume (DCV). No tree wells or rain barrels have been included in the design. BMP Worksheet B.2 was used to calculate required retention volume for each basin. Based on the findings in the geotechnical report, the unfactored infiltration rate for the project is 0.03 in/hr. However, per attached project geotechnical report, infiltration was found be infeasible. BMP Worksheet B.3 was used to determine if annual retention requirements are satisfied. This project is not hydromodification exempt; BMP sizing spreadsheet V3.1 was used to determine the minimum BMP size for hydromodification. At each underdrain end, an orifice has been sized to discharge treated water slowly into the storm drain system so as to prevent erosion. Trash capture flow has been calculated based off the 1 year, 1 hour storm rainfall intensity. A trash capture device has been determined based off the trash capture flow anticipated. Based off discussion had during meeting with city reviewer on 12/21/2023, this insert will be placed at the "Type B" curb inlet which connects to the city storm drain main. This trash capture device treats flow from the entire project area, including all DMAs, tributary areas upstream of biofiltration basins, and existing impervious surfaces. Refer to Attachment 1F in SWQMP for product technical guide and design flow calculations. [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] DMA 10 and 11 are being treated indirectly due to the lack of clearance from adjacent pedestrian walkways to create a depression for required ponding depth led to concerns for pedestrian safety. In addition, there was difficulty finding a location for the BMP's overflow structure because of the DMA's proximity to the main access of the building and the building's foundation. For this reason, an equivalent approach was chosen to treat the added and replaced impervious areas of DMA 10 and 11. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ 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) 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): BF-1 543-5A 4, 8, 10 Runoff from the new and replaced impervious area will be treated by the biofiltration basin before being discharged slowly through an orifice to the storm water system. Basin will treat both the newly added and replaced area in DMA 1, as well as an area equivalent to the added and replaced impervious area in DMAs 10 and 11. The planter was sized based off the Carlsbad BMP sizing worksheet V3.1. Refer to Attachment 2 for hydromodification compliance results. Nutrient Sensitive Media Design, has been addressed. Landscape is providing drought tolerant plants and proper soil media. Refer to project's grading plan for biofiltration basin details. 4 4 Biofiltration with nutrient sensitive media design (BF-2) □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ 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) 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): BF-2 543-5A 4, 8, 10 Runoff from the new and replaced impervious area will be treated by the biofiltration basin before being discharged slowly through an orifice to the storm water system. Basin has been sized to treat entire newly added or replaced impervious area in DMA 2. This basin will be providing detention for the increase in 100-year peak flow rates between the Post and Pre condition. An orifice at the top of the water quality ponding depth (top of grate of catch basin) is provided to match the existing flow rate condition. In addition, 0.5" of ponding depth was calculated based on the given minimum square footage of BMP "BF-2" at 370 sf. Refer to this project's Drainage Study for further details. The planter was sized based off the Carlsbad BMP sizing worksheet V3.1. Refer to Attachment 2 for hydromodification compliance results. Nutrient Sensitive Media Design, has been addressed. Landscape is providing drought tolerant plants and proper soil media. Refer to project's grading plan for biofiltration basin details. 4 4 Biofiltration with nutrient sensitive media design (BF-2) □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ 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) 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): BF-4 543-5A 4, 8, 10 Runoff from the new and replaced impervious area will be treated by the biofiltration basin before being discharged slowly through an orifice to the storm water system. Basin will treat both the newly added and replaced area in DMA 4, as well as an area equivalent to the added and replaced impervious area in DMAs 3, 6, 8, 9, and 12. The planter was sized based off the Carlsbad BMP sizing worksheet V3.1. Refer to Attachment 2 for hydromodification compliance results. Nutrient Sensitive Media Design, has been addressed. Landscape is providing drought tolerant plants and proper soil media. Refer to project's grading plan for biofiltration basin details. 4 4 Biofiltration with nutrient sensitive media design (BF-2) □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. DWG _________ Sheet No. __________ 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) 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): BF-5 543-5A 4, 8, 10 Runoff from the new and replaced impervious area will be treated by the biofiltration basin before being discharged slowly through an orifice to the storm water system. Basin has been sized to treat entire newly added or replaced impervious area. The planter was sized based off the Carlsbad BMP sizing worksheet V3.1. Refer to Attachment 2 for hydromodification compliance results. Nutrient Sensitive Media Design, has been addressed. Landscape is providing drought tolerant plants and proper soil media. Refer to project's grading plan for biofiltration basin details. 4 4 Biofiltration with nutrient sensitive media design (BF-2) □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ 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 Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project is not subject to trash capture requirements 4 4 4 4 4 4 □ □ □ □ □ □ □ □ □ □ 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 4 4 4 4 4 4 4 4 4 4 4□ □ □ □ □ □ □ □ □ □ □ □ ≈ PRELIMINARY THIS DOCUMENT ISPRELIMINARY INNATURE AND IS NOTA FINAL, SIGNED ANDSEALED DOCUMENT 6410 OAK CANYONIRVINE, CA 92618949.451.9000www.theaustin.com FILE NAME DRAWN BY CHECKED BY PROJECT NUMBER SHEET TITLE SHEETNUMBER ISSUE Copyright THE AUSTIN COMPANY 2021 RE V I S I O N H I S T O R Y PROJECT TITLE OWNER CONSULTANTS A B C D E F G H J K L M N O 700 South Flower StreetSuite 2100Los Angeles, CA 90017O:213.418.0201www.kpff.com CJ 2200201 P: \ 2 0 2 2 \ 2 2 0 0 2 0 1 K i n o v a t e L a b a n d P r o d u c t i o n F a c i l i t y \ 5 C A D \ S h e e t s \ 2 2 0 0 2 0 1 - C 1 . 1 0 X D . d w g , M a y 2 6 , 2 0 2 3 - 3 : 2 6 p m PRELIMINARY REVIEW 03/24/2023 DEMOLITION PLAN C1.10 Attachment 1a: DMA Exhibit (Existing Condition) 4,371 sf 7,627.2 sf 16,584.2 sf 4,299.6 sf 4,214.3 sf 17,306.1 sf 29,039.5 sf 1,140.8 sf 2,288.5 sf 728 sf 431 sf 1,572.4 sf 241.8 sf 781.4 sf IMPERVIOUS POC #2 POC #1 POINT OF COMPLIANCE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1111 N 61'4/"4:J" W 457.68' \ C, ' ~ N r ro N z ~ ~ \ 10 -----\l-_ FD. 3/4" I.P. w/ .,,o PLUG MARKED "LS 4506",__,/ S74°41'42"W 1.51' FROM PROPERTY CORNER CAMINO v1olRoBL~ 6-FT WIDE EASEMENT FOR PUBLIC UTILITIES INGRESS AND EGRESS, GRANTED TO SAN DIEGO GAS & ELECTRIC COMPANY PER INST. NO. 87-328080 REC. 6/12/1987, O.R. 15-FT WIDE EASEMENT FOR WATER LINE GRANTED TO CITY OF CARLSBAD PER INST. NO. 88-167655 REC. 4/12/1988, O.R. ~ '-'"'"r---.J3 ~ II II I 17 en en N 61'47'45" W ~ _,. J --.-..-J ~ (' '<~0 z I ~ 0 ' ' EE , r" ii',"sc'--""'i'----'\'-----------"'I 0 17 CAALsllAO AI""'1il CEN= OIINERs ASSN P/J.Jl...il <JRPO!T RD /.PN , 212-l)g2-21--00 75.56' I I L- 0 10' 20' SCALE: 1 •-20' 15-FT WIDE EASEMENT FOR WATIER LINE GRANTED TO CITY OF CARLSBAD PER INST. NO. B8-167655 REC. 4/12/1988. O.R. lO' SIDE SETBACK ' ' \ GENERAL DEMOLITION NOTES: 1. CONTRACTOR TO CLEAR PROJECT SITE AREA WITHIN THE CONFINES OF THE DEMOLITION LIMIT LINE. THE CONTRACTOR SHALL DEMOLISH AND REMOVE FROM THE SITE ALL EXISTING UTILITIES, STRUCTURES, PLANTERS, TREES, AND ALL OTHER SITE FEATURES, UNUESS OTHERWISE NOTED ON THE PLAN. 2. REMOVAL OF LANDSCAPING SHALL INCLUDE ROOTS AND ORGANIC MATERIALS. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS AND SHALL PAY ALL FEES NECESSARY FOR ENCROACHMENT, GRADING, DEMOLITION AND DISPOSAL OF SAID MATERIALS AS REQUIRED BY PRIVATE, LOCAL AND STATIE JURISDICTIONS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A SITE INSPECTION TO FULLY ACKNOWUEDGE THE EXTIENT OF THE DEMOLITION WORK. 5. THE CONTRACTOR SHALL VERIFY AND LOCATIE ALL EXISTING ABOVE AND UNDERGROUND UTILITIES. LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE AND ARE SHOWN FOR GENERAL INFORMATION ONLY. 6. DAMAGE TO ANY EXISTING UTILITIES AND SERVICES TO REMAIN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR SHALL REPAIR AND/OR REPLACE IN KIND. 7. EROSION CONTROL MEASURES SHALL BE IMPUEMENTED TO PREVENT DEBRIS AND UNSUITABLE MATIERIALS FROM ENTERING STORM DRAINS, SANITARY SEWERS AND STREETS. 8. DUST CONTROL SHALL BE IMPLEMENTED DURING DEMOLITION. 9. DEMOUTION IS LIMITED TO WITHIN DEMOLITION LIMIT LINE UNUESS NOTED OTHERWISE. 10. THE CONTRACTOR SHALL VERIFY THE LOCATION AND QUANTITY OF EXISTING SURFACE STRUCTURES AND SHAUL BE SOUELY RESPONSIBLE FOR ANY UNIDENTIFIED UTILITIES, IMPROVEMENTS, TREES, ETC. TO BE DEMOLISHED AND REMOVED WITHIN THE DEMOLITION LIMIT LINE, INCLUDING APPURTENANT FOUNDATIONS OR SUPPORTS. 11. DEMOUTION CALLOUTS IN THIS SECTION ARE REPRESENTATIVE OF WHAT IS TO BE DONE, NOT AN ITEMIZED ACCOUNTING FOR EACH PIPE, CATCH BASIN, MANHOLE, VAULT, ETC. THAT IS TO BE DEMOLISHED, REMOVED AND DISPOSED OF. DEMOLITION NOTES: SCOPE BY OTHERS PROTECT-IN-PLACE OJ SIGN. DEMOLISH & REMOVE CD CATCH BASIN. 0 EUECTRICAL UNIT. REFER TO ELECTRICAL. IT] TRASH ENCLOSURE. [TI BUIUDING. ® WATER LINE. 0 TREE. ® IRRIGATION UNIT. REFER TO LANDSCAPE. 0 TREE. [I] WATIER METER. 0 FIRE HYDRANT. 0 BACKFLOW PREVENTER. [Ij RETAINING WALL. 0 CATCH BASIN. ~ CURB. @j AREA DRAIN. @J CONCRETE PAD. ~ ASPHALT CONCRETE. ~ ELECTRICAL CABINET. @J NOT USED. ~ STORM DRAIN LINE. ~ SANITARY SEWER LINE. ~ FIRE WATER LINE. ~ GUTTER. §J FENCE. LEGEND: 0 SHRUBS AND VEGETATION. 0 WATER METER. ® STREET LIGHT. (j) SIGN. ® CURB AND GUTTER. ® WALL. @ IRRIGATION PULL BOX. @ CURB. @ STORM DRAIN LINE. @ STAIRS AND ASSOCIATIE HANDRAILS @ CONCRETE SIDEWAUK. @ RAMP. @ ASPHALT CONCRETE. @ MAILBOX. @ STREET LIGHT PULL BOX. @ SECURITY CAMERA. @) AREA DRAIN. @ CONCRETE PAD. @ TRENCH DRAIN. @ GUTTER. @ RETAINING WALL @) CURB INUET. "AS BUil T" ----LIMIT LINE OF DEMOLITION PROPERTY LINE DEMOLITION LINE RCE __ _ EXP,---- RE\/1EWED BY: l,Wl/d-;11,w11,w1 INSPECTOR DA TIE DATE t-----,c----+-----------+---r----+---+---1 1 SH~ET I CITY OF CARLSBAD ~ ENGINEERING DEPARTMENT ~ t----t---+-----------------+---+----tt---+----1 ~G~RAD~IN~G.::P~LAN~~S~F~O~R=: ========:::..====: 935 CAMINO VIDA ROBLE (KINOVATE PRODUCTION FACIIJTY TI) DEMOLITION PLAN APPROVED: JASON S. GELDERT t-----t----i-c,,_-----------------j----j-----jr---t------i ::;EN::G;:IN:CEER;:l:=NG::::"::A::NA:CGE:CR:':::;-;:::RC::E:::6::Jg:::1:::2::::::EXC:Pl::RE:cS:::9'.::J::0::::';22~::::::D:::AIT=::::==: l-==-1~=+'-"'1 ~-------------+---1---+---+----I OWN BY: ---PROJECT NO. I DRAWING NO. DATE INITIAL ,_o_A1E_~IN_ITI_AL-+_O_AT_E~_IN_ITI_A_,L CHKD BY: __ _ ENGINEER OF WORK REVISION DESCRIPTION OllU APPROVAL CITY APPROVAL RVWD BY: (!) z -0 ~ (!) w ~ -c::: a.. ® AUSTIN COMPANY I< I N O V ATE LIFE SCIENCES LEGEND REPLACED IMPERVIOUS AREA (PREVIOUSLY IMPERVIOUS) NEWLY ADDED IMPERVIOUS AREA (PREVIOUSLY PERVIOUS) NEWLY ADDED PERVIOUS AREA Attachment 1a: DMA Exhibit (Proposed Condition) D D ~ \ \{ (/1 ,1 I / / / tr I I ' I I I I I ' IO' I E S T ACK\--H--\--+ t =------ C C/l k I 1 I r. 1 I 1 I 1 I 1 1 I l I 1 I I I t 1 I 1 ( 1 I 1 I I 1 1 I I 1 1 1 1 1 w - , lil lil ! --- .... .. .._ .•. · . . . ' . ~ . ' . . . . \ ·. ·.·· _·; ... , :-·-·~. -~-~: ,·:□ _;;; .. . ._; __ .• , •. ;_·, ·-· 7if/!ff/, .. 8 ; •. · .• . . . .-;_-~-· ......... • .. . ' :.....c. -·. _.: ......•. · • . • • -~ 5 8 I I J r\ 1 II I -~-~ --------- ------------ "" -- J .. • . t . • .• • · .. •· .. -.. • ,·. ·;. . -... ' . .• :.· ••. ··,;······: .,· - ~ . . ,;.> pt ---------~/ ##~ / / RifY \ ," ' ,/J \""~..,...-I 1==4 ,, SErfBACK LIN ( I I STORM WATER BMP CONSTRUCTION NOTES: R---R- ♦ PARTY RESPONSIBLE FOR MAINTENANCE: NAME KINOVATE LIFE SCIENCES. INC ADDRESS 1935 CAMINO VIDA ROBLE CARLSBAD. CA 92008 RIDGE LINE POINT OF COMPLIANCE CONTACT: KAZUYUKI SANADA PHONE: {760) 435-7026 CONTACT: IGHOR SALVADOR PHONE: (760) 668-1731 CONTACT: YUKI TAKAHASHI PHONE: {76~0 668-3795 PLAN PREPARED BY: /ht:, ~ - NAME JEFFREY B. GAVAZZA. P.E.'-7'//J -~~~===JL=--f-~--SIGNATIJRE COMPANY KPFF CONSULTING ENGINEERS A~~lll,,.. ADDRESS 700 SOUTH FLOWER STREET SUITE 2100 LOS ANGELES. CA 90017 PHONE NO. 213-418-0201 _d B. G./ . ·4.~ t, "--~ !:'f ~ No. C59894 ·"' BMP CONSTRUCTION AND INSPECTION NOTES: THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. ~ __ _J I ·. 11 ~ I ===II\ CERTIFICATION Exp. 12/31 /25 . * J'-?i, . CIVIL ~'<. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. 1//f/:' '!/(;~ i~ifl!, i I /J;7t;.,_ /1,tf;;ij~ 0t ~ 1 %~ 4#· %·~ 0 ~/ % EXISTING BUILDING OVERHANG. STORMWATER IN THIS AREA COLLECTED BY EX. ROOF DRAINS. !1 7 I I I I I \ I I ~ BMP NOTES: r, or· c/1.\.i~'I' 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND/OR THESE PLANS. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 1 1 \ ~ I I I I I Ii \ =1===111\ \ I ! \===1 L-====41 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. LEGEND ----LIMIT OF WORK PROPERTY LINE CONCRETE PAVING (IMPERVIOUS) AREA: 0.25 AC I : : : I I I 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 7. REFER TO GRADING PLANS FOR SPOT ELEVATIONS. BIOFILTRATION BASIN W/ NUTRIENT SENSITIVE MEDIA (PERVIOUS) AREA: 0.03 AC SYNTHETIC LAWN (PERVIOUS) AREA: 0.01 AC 'lo' ITT ill ITT ITT ===4(\j"'fil I I ~ ASPHALT (IMPERVIOUS) AREA: 0.09 AC I I WOOD DECK (IMPERVIOUS) AREA: 0.02 AC \ \ \ r:-=r:;4\ /\\\\+,~\ri110' SIDE SETB C \~ PERMEABLE PAYERS (PERVIOUS) AREA: 0.17 AC I I CONCRETE PAYERS (IMPERVIOUS) AREA: 0.03 AC \ \ ~ \ ~ KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE -NO MODIFICATIONS WITHOUT AGENCY APPROVAL 2" S UARE TUBING BMP ID# BMPTYPE SYMBOL CASQA NO. BMP TABLE QUANTITY DRAWING ND. SHEET NO.(S) INSPECTION * FREQUENCY HYDROMODIFICATION & TREATMENT CONTROL ~F-BIOFILTRATION • • ~ AREA _ BIOFIL TRA TION AREA BIOFIL TRA TION • AREA LOW IMPACT DESIGN (L.I.D.) PERMEABLE PAVERS SOURCE CONTROL © TR/I.SH ENCLOSURE ® STENCILS ® RIDGE LINE ® EDUCATIONAL BMP SIGNAGE D NO DUMPING DRANS TO OCEAN --.-- TRASH CAPTURE BMP"s 0 PIPE II SCREEN TC-32 525SF 543-SA 8 QUARTERLY TC-32 370SF 543-SA 8 QUARTERLY TC-32 420SF 543-SA 8 QUARTERLY TC-32 130 SF 543-SA 8 QUARTERLY TC-10 7,500 SF 543-SA 8, 10 SEMI-ANNUALLY SC-C 1 EA. 543-SA 8 WEEKLY SC-F 12 EA. 543-SA 8 ANNUALLY SC-B 4EA. 543-SA 3,4,5,6,8 ANNUALLY TC-50 1 EA. 543-SA 8,10 QUARTERLY "' CHOOSE FROM THE LIST BELOW FOR COMPLETING THE FIELDS IN THE INSPECTIONS & MAINTENANCE FREQUENCY COLUMNS: SITE DESIGN BMPS PROVIDED: SD-B: DISPERSE RUNOFF FROM IMPERVIOUS AREA (DISPERSION AREAS) SOURCE CONTROL BMPS PROVIDED: SC-B: BERMS AND GRADE BREAKS SC-C: WIND PROTECTION SC-F: STORM DRAIN SIGNAGE MAINTENANCE* FREQUENCY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY ANNUALLY MONTHLY ANNUALLY ANNUALLY QUARTERLY ANNUAL SEMI-ANNUALLY QUARTERLY BIMONTHLY MONTHLY AS NEEDED NONE SD-I: PERMEABLE SURFACES SD-K: SUSTAINABLE LANDSCAPING NOTE: NOTE: STORM DRAIN STENCIL PER CITY OF CARLSBAD ENGINEERING STANDARDS STANDARD DETAIL DS-1. WEEKLY 1 TIME PER YEAR NOTE: UNDERLYING HYDROLOGIC SOIL GROUP TYPE D 2 TIMES PER YEAR 3 TIMES PER YEAR 4 TIMES PER YEAR NOTE: GROUNDWATER DEPTH >20' NOTE: EDUCATIONAL BMP SIGNAGE PER CITY OF CARLSBAD BMP DESIGN MANUAL, SECTION 8.2.2.1 AND CITY OF CARLSBAD BMP l<pff 700 South Flower Street Suite 2100 "AS BUILT" RCE EXP. DATE REVIEWED BY: ED ~-T~"X12· EDUCATIONAL BMP SIGNAGE DESIGN MANUAL APPENDIX C, SECTION SC-G PER DETAIL 1, HEREON. Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com I SH~ET I INSPECTOR DATE CITY OF CARLSBAD m 0 10' 20' SCALE: 1 "=20' ENGINEERING DEPARTMENT 3 GRADING PLANS FOR: >-----+--+---------------+---------KINOVATE PRODUCTION FACILITY TI DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL GR2023-0026 APPROVED: ENGINEERING MANAGER OWN BY: __ _ CHKD BY: RVWD BY: SINGLE SHEET BMP EXHIBIT JASON S. GELDERT RCE 63912 EXPIRES 9 30 24 PROJECT NO. PD2023-0016 DATE DRAWING NO. 543-SA STANDARD MODELS (21-INCH) "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Length2 Area3 Height Model No. (in) lin) (ft) (ft') BWCPS-2112U 21 12 2.78 2.78 BWCPS-2118U 21 18 2.78 4.17 BWCPS-2124U 21 24 2.78 5.57 BWCPS-2130U 21 30 2.78 6.96 BWCPS-2136U 21 36 2.78 8.35 7,i; ~"' llm onn,· ,o,d,.,d ctn ,;,,.; rr.o;cl sl,cs ,'ddlt;rn,I ;,ocdod ~d~ Saco m co~oTI ,;,c-;,,o a,cilob'c 1 -;o"A'~<h"d n,,.;,,;,a;""'''"';~'"'tinth,;m,mc,1 "''"'-"'"'"' "" "'""'"""'~,-i,o 2 -,, 'Sa=· Le,-,,f'' ;,•fw ,,,,; ,._,-,,,,_. d;,,ea,;,,, <>I ,he "·••a '"' "'" "'"f"•-~<, ·w "".'""'·"" r-;,,e ·, ·••''''"~ ,,.,,",,l'~,-d~lvf,i,e"••.••"' '•' "" ",,.J"Sc•e~ "••-.I L"w .-,,,o,~ ,_·_,,,,.,., ;~ ,,,.,,_."'" • -,, "'"' ~,co Se<e<C ,_,,,, .. ;., ba,d o,' '"' '""'; Fcrlc·c,,-J '"'"· '"1h l.'1'' Ho~,;.,'"'"'" M ,;~ ,~ "'"'" "" Net Open Screen Area4 (ft') 1.42 2.13 2.84 3.55 4.26 Maximum Treatment Flow Rate5 (ds) 2.79 5.13 7.89 11.03 14.50 18" OPENING REFER TO SDCDS GS-5.02 5 WALL OPENING DEFLECTOR PLATE ASSEMBLY~ Trash " Bypass Storage Capacity7 Capacity6 (yd') (ds) SUPPORT 0.64 9.27 HOOPS -"" 0.96 9.27 :t 1.28 9.27 1.60 9.27 1.92 9.27 TW II . • 4 TC, WHERE APPLICABLE HINGED LID ------- ~o WALL ,/-BRACKET . , ,m, u:a;io, ,norl! « "''"""'"«:•or o.oo,·• or ""'~'~"' ""·ooMi"''~,..,,~ "'" ,;"'""" """ ,..,;,:·oo, ,•,;, ,•,o, ~»en,~ ~''" """· nor,~"-MTfR "', "'"'' '"'"' 1SF:•or ,,: ""'" e ,,"1,~, ,t.,,.,.c,µ,,"'r' a•.,1 .. , ,-ca1<hl•«s"""'' H' ... l'<.N , ,d,n.,_,,,,c,>.sh ,,.ld -1lS ''"'""'"'·;no,·osc,-,,,10e,;l,1 e,rr, ert,,.c,Lcl, ~,,,,..,;i,.~d,rr~, ,1 ,,rk, [._,, """'·'"'"'""'"""'' , ,e "s•,~,s Lara,.,,,• ass<'ne<• ,oa,-om '·''""''°"'"''"" ate•.•> <a,•·-• ,r,t, ,.c,,~· of '" oh, e•,o,s,.(>,ac·,,. ~ lhaN ~ ,-,he ~at,• .,-,I at,·-~ .e., ,.,.. d t·,e sm,ea -----24.50 --------< CONNECTOR f----21.00----, PIPE-'---~, CATCH BASIN WALL ~ . ~ ..... ·-·. . / 1:. . •• ,. ., CPS ,a· • •· : .:· ~ •• 7 10 .75 PERFORATED MESH_-- SCREEN 0 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE l 4GA. 304 STAINLESS STEEL. 3/16" (SMM) MAX HOLE SIZE. 45% MINIMUM OPEN AREA. TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. TITLE: CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION NAME DATE DRAWN JGR Dl/17/2020 CH[CKCO 1AM 01/24/2020 ENG APPR CMK Cll/24/2010 MFGAPPR EOK 0)/1)4/}070 MAH DZ/06/2020 UNLESS OTHERWISE 5PECIF1£D: OIMENSIO,\JSARE IN INCHES ----l TOLERANCES SCALE: I :12 DO NOT SCALE DRAWING! rnsa 304 STAINLESS STEEL 1-"jijf()pRIETARV -AND -C□riiFIDENTIAL THf INFORMATIOI\I (ONTAll\lm IN THI'; l'JRAWING I'; THE <;QLf PROPfRTY OF BRIGHTI.IVATl'R. ANY REPOROOUCTION IN PART OR AS A WHOLE INITl-iOUTTHE WHEEN PERMISSION OF BRIGHT\l.'ATER IS PROHIBTEO 5 T 4 6 I TRASH CAPTURE BMP I FRACTIONAL! 1/32 ANGUI.AR: MACH:!: □.5 l)fG REND ! I Cl l)EG T\NO PLACE DECIMAL :!: 0.30 TKKE'E ~LAn IJECIMAL ± O.OZO 3 P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com SIZE DWG. NO. REV A BWCPS-U-0001 A SHEET I OF5 2 N.T.S. FL TOP OF PAVEMENT lYP. NO. 8, 89, OR 9 AGGREGATE IN OPENINGS. MIN 3/16" JOINT SPACE. 2 3/8 IN. (60 MM} THICK PAVERS MAY BE USED IN PEDESTRIAN AND RESIDENTIAL APPLICATIONS. MIN 6" (lYP) \_ j ORIFICE PLATE: MIN SQUARE :.,, ~ DIMENSIONS 1.0 FT GREATER ~ THAN PIPE DIA. HOT-DIP O 0 GALVANIZED PLATE AFTER ~ n HOLES HAVE BEEN DRILLED. ( \,.J..-.-: . ..-INFLOW PIPE ce==l===''.;e' '~/ ORIFICE DIAMETER (DIA) a " fil!IE:. SIZED PER TABLE HEREON. ¾" DIA HOLE {lYP) 1. ORIFICE PLATE & FLANGE CONNECTION TO CONCRETE SHALL BE FITTED WITH 30 DUROMETER NEOPRENE RING. 2. BASIN PERFORATED PIPES TO HAVE SINGLE CONNECTION TO CATCH BASIN AT ORIFICE PLATE. ~ STAINLESS STEEL BOLT . ·1,. :.----GASKET • • • ------PLATE • 0 ,j., ' STAINLESS NUT • MIN. 6 IN. (150 MM) THICK NO. 2 STONE SUBBASE NONWOVEN GEOTEXTILE ON SUBBGRADE PER DESIGN ENGINEER 4 4 • NOTES: 1. NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. BIOF1L1RATION INFLOW PIPE HYDROMOD. WlW fl CONTROL CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. AREA DIA. ORIFICE DIA. "'' -2. NO. 2 STONE MAY BE SUBSTITUTED WITH N0.3 OR N0.4 STONE. BF-1 6" 0.31" --- N.T.S. 3 PERMEABLE PAVERS COUNTERSINK REBAR 1" lYP. ' c., co ~ TOP OF PAVEMENT ~ ( , ~ ---'-----'--------'---+--- # 4 REBAR __________.. ANCHORING RODS 48" z "' ' N r----# 4 REBAR --- ANCHORING RODS ·• ' s· 00 z -':! • N - BF-2 6" BF 4 s· BF-5 6" N.T.S. 2 FLOW CONTROL ORIFICE PLATE BIO-RETENTION LANDSCAPING DESIGN AND PLANTING PER LANDSCAPE PLANS CLEANOUT. (PLACE ROCK AROUND PIPE) 1 12" WATER QUALllY VOLUME FINISHED GRADE OF BASIN ELEVATION AS SHOWN ON PLAN I I I I 11 ro.5" 0100 FLOOD 1 11 / !/ I . / / \ CONTROL DETENTION 'I ' I j 11 I 11 I VOLUME FOR BMP 1',.'1''.1 \1i: 1111~· 'L "BF-2" II \I • ~ • 1/\\ """'.,._0:,•:e7·_:-,·,..,..•:-:, .. :::---: . .".,-:.-:--, c.'--77.'t~•-e77Z/Z:Z/.f/2:Zp.±~-,l, .. ~"' .:=:,±\,';1,, , :..-+r1-:-1=fi:\f7f[i 1, I,fA,-ff-;R''tf-i===:;==:::fi= • • ·-'•·--•. :i\ ~ , '--1//1 \ l1\1/lY1,,·'1:;,,.;r1 I ,r111•/1JI)',,lriI1_\1/)lq,,-'1 / 3" PRrn~rME~rl y • ,'_•·\~ \\ -..... K::~\ /,'./1)1.11,.t,11_,,1/ \/1,1\1/1,i,,( '.I il)/IL,li,i l/1,,1\Jv!,.J\11l1,/1,.II/\/ 1/\ .,,,_. ~ / / _,· / / __ ._/,/ '/ ./ /_/_,· _/ MULCH ~, -~.,,_\-+--.f-----+---ll-----'""+---'=1 .LLC.L.'-""'~11 ~f----4'/Ll/, IMPERMEABLE MEMBRANE -\.,. PROVIDE PLATE WITH 15.85" _/ • 30 MIL. MIN. 18" .i DIAMETER ORIFICE FOR ENGINEERED SOIL\ Ql 00 FLOOD CONTROL FOR - 0.43" 15.85" 0.40" ---- 0.21" ----------- 24X24 PRECAST CONCRETE CATCH BASIN. JENSEN PRECAST PRODUCTS OR APPROVED EQUIVALENT. ELEVATION SHOWN ON PLAN. I ---.:.I'--HEADWALL PER PLAN OUTLET 4" ABOVE -' ~ FG OF BASIN .'2/1·. ____ IMPERMEABLE MEMBRANE 30 MIL MIN. NOTES: N.T.S. j BMP "BF-2" ONLY. \ SEE DETAIL 2 HEREON I 1 1 1 1 ~<.<c< 1. BIORETENTION ENGINEERED srnL 6" WASHED PEA GRAVEL.~~----ovo ovo"ovo"o"o"o"o"o"o"o"o"o"o"o"o"o"o o"o"o "o"o"o o"o o _, LAYER SHALL BE "SANDY LOAM" I t Wlt'Wtl v ·~· ~ v ' v ',. SOIL MIX WITH NO MORE THAN 5% 12" !f'tt.J?',,. " ' ,· • ' ··• CLAY CONTENT. ¾°' CRUSHED ROCK j "' JI AC JI I"""\ "; } • THE MIX SHALL CONTAIN 50-60% (WASHED) • \ ) , > SAND, 20-30% COMPOST OR ~ 311 MIN lA-'i 1 ........ , l.A.-'I _A,.,.'I ~I l.A-./1 l..v1 1.......,1 '( 11/1 '(,A,.,FI 'LA-/1 l.AJf lA-"I ' _.A,./ HARDWOOD MULCH, AND 20-30% I ' / • • ./ /~ / ' ./ /)~<;/< ' /~/~. .· " / / . < TOPSOIL. IMPERMEABLE MEMBRANE 1/_j/<< ,: < • • ), IMPERMEABLE MEMBRANE 30 MIL MIN. 6" ; PVC PERFORATED PIPE HYDROMODIFICATION FLOW OUTLET PIPE TO STORM DRAIN (PERFORATIONS DOWN). SINGLE CONNECTION TO CONTROL ORIFICE PLATE SEE INVERT AND SIZE PER PLAN CATCH BASIN AT ORIFICE PLATE. DETAIL 2 HEREON 4 I 4' LONG REINFORCED PRECAST WHEEL STOP N.T.S. 1 I 1YPICAL BIO-FILTRATION SECTION N.T.S. "AS BUILT" l<pff RCE EXP. DATE 700 South Flower Street Suite 2100 REVIEWED BY: Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com INSPECTOR DATE ~ CITY OF CARLSBAD m ENGINEERING DEPARTMENT GRADING PLANS FOR: >-----+--+-------------+--+----+--+--____, KINOVATE PRODUCTION FACILITY TI CIVIL DETAILS GR2023-0026 APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/24 DATE DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DA TE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL OWN BY: ---PROJECT NO. DRAWING NO. CHKD BY: ---PD2023-0016 543-5A RVWD BY: COLD WATER INLET HWR AQUA STAT RE-CIRC PUMP EXPANSION TANK TWO 2"x16" GA. GALVANIZED SEISMIC STRAPPING BOLTED TO THE WALL WITH (2) 3/DL" Ø THRU BOLTS (MIN). PROVIDE METAL STUD BLOCKING AS REQUIRED. D THERMOMETER VACUUM RELIEF VALVE HOT WATER OUTLET CP 1 WH 1 OP WT = 530 LBS TEMPERATURE AND PRESSURE RELIEF VALVE FULL SIZE DRAIN TO FLOOR SINK DRAIN TO FLOOR SINK DRAIN PAN PREMANUFACTURED STAND FINISHED FLOOR EXPANSION TANK COLD WATER SUPPLY HOT WATER TO FIXTURES HOT WATER LOOP DEDICATED RETURN LINE IMMERSION AQUASTAT TIMER CIRCULATION PUMP TO WATER HEATER CHECK VALVE SHUT-OFF VALVE (TYP.) NOTES CIRCULATION PUMP - SIZED TO MEET FLOW OF 5 GPM @ 25 FT OF HEAD PRESSURE PLUS BUILDING HEAD. 24-HOUR PROGRAMMABLE TIMER - SET TO TURN OFF THE PUMP IN OFF PEAK PERIODS. IMMERSION AQUASTAT - SET POINT 10 DEG F BELOW SET TEMPERATURE. CATCH BASIN pH SENSOR STORM PIPE NOTES: 1) pH SENSOR INSTALLED WITHIN THE CATCH BASIN MOUNTED TO UNISTRUT. pH SENSOR TO BE ABB-TB551. ENSURE SENSOR IS MOUNTED BELOW PIPE OUTLET. pH SENSOR TO COMMUNICATE WITH BMS. 2) IF pH LEVELS WITHIN NORMAL RANGE (6.3 TO 8.7), STORM WATER SHUT-OFF TO BE OPEN AND STORM WATER TO BE ROUTED TO EXISTING STORM SYSTEM. SEE CIVIL DWG, CU-XXX, FOR CONNECTION POINT. 3) IF pH LEVELS OUTSIDE NORMAL RANGE (< 6.3 OR > 8.7), STORM WATER SHUT-OFF VALVE TO CLOSE AND BMS TO ALERT USER. 4) pH ANALYZER PROGRAMMED TO ALARM IF pH PROBE READING DIFFERENCE IS GREATER THAN 0.3 Ph UNITS. 5) pH ANALYZER FAILSAFE CONDITION pH ANALYZER TROUBLE ALARM, SHALL BE SET TO SWITCH STORM WATER SHUT-OFF VALVE CLOSED. 6) TO PROTECT AGAINST FALSE ALARM CONDITIONS, pH ANALYZER HYSTERESIS SETTING AND TIME DELAY SETTING SHALL BE SET IN THE FIELD. M pH SENSOR M STORM PIPE SIDE VIEWTOP VIEW DOMESTIC COLD WATER LINE 1/2" SHUT-OFF VALVE TRAP PRIMER -SECURE TO WALL WITH BRACKET -SEE SCHEDULE ON P-XXX UNION 1/2" COPPER TUBING FLOOR DRAIN P-TRAP FLOOR ACCESS PANEL WALL SANITARY PIPE -SEE UNDERGROUND PLUMBING DWGS. CONNECT 1/2" TRAP PRIMER LINE TO P-TRAP PER MANUFACTURER'S RECOMMENDATIONS RUN 1/2" COPPER TUBING WITH POLYETHYLENE ENCASEMENT BELOW FLOOR PLUMBINGCIVIL 5'-0" 4" MIN. (TYP) EXTERIOR WALL 3' -0" M I N I M U M C O V E R DOMESTIC COLD WATER SERVICE ENTRANCE -SEE CIVIL DWGS. FOR CONTINUATION SCH. 40 STEEL PIPE SLEEZE OR 12 GA. CMP SLEEVE BITIMUS COATED INSIDE AND OUT -SEAL EACH END AND CENTER BENEATH WALL FOOTING CONCRETE THRUST BLOCK PROVIDE TIE RODS AND CLAMPS FLOOR PIPE SLEEVE THRU FLOOR - SEAL BOTH SIDES WATERTIGHT MAIN BUILDING SHUT-OFF VALVE SYSTEM DRAIN FIN. GRADE GARBAGE DISPOSAL DISCONNECT SWITCH (BY ELEC) POWER WIRING (BY ELEC) NOTES; 1.CONCEAL ALL PIPING, GARBAGE DISPOSAL, AND JUNCTION BOX IN CABINET BENEATH SINK DOUBLE BASIN PANTRY SINK - SEE PLANS FOR LOCATION(S) AND PLUMBING FIXTURE SCHEDULE FOR SINK SPECIFICATIONAIR GAP FLOOR DRAIN HOSE DISHWASHER COUNTER RUBBER CONNECTOR MI N . 2 0 " MI N . 2 0 " MI N . 3 0 " & M A X . 4 0 " M29627 S T A TE OF CA L I F O R NIA REGISTER E D P ROFESSIONAL E N G I NEER M ECHAN I C A L DONN A M .LORE N Z E N Appendix K: Forms and Checklists K-2 Jan. 2023 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:______________ 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. 3. Calculate the DCV using worksheet B-2.1. DCV = __________ (cubic feet) 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. 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. 7 gal per employee with estimated 120 employees = 840 gal for flushing = 112.3 CF Planted Landscape Area = 0.02 acres 390 (gal/acre/36 hrs) for Low Plant Water Use per table B.3-3: 390 (gal/acre/36 hrs) / 7.48 (CF/gal) = 52 (CF/acre/36 hrs) Landscape Demand = 0.95 acres x 52 = 49.4 (CF/36 hrs) Total Demand = 112.3 + 49.4 = 161.7 CF 983 X X X □ □ □ c=:> c::> c=:> ~ ~ ~ i Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 9 4.3 Laboratory Evaluation Selected samples collected during drilling activities were tested in the laboratory to assist in evaluating engineering properties of subsurface materials at the site. The results of laboratory analyses are presented in Appendix B. 4.4 Infiltration Tests Two tests designated P1 through P2 were performed using the percolation test procedure as outlined by San Diego Country standards. The borings were 8 inches in diameter and lined with screened 3-inch diameter pipes. Well screens were installed from near the bottom of the borings to ground surface. The annular space of the well screen sections was filled with #3 Monterey sand. Subsequent to completion of well installation, the casings were then filled with water and allowed to presoak. Upon completion of testing the percolation rate measured in the field was converted into an infiltration rate using the Porchet methods. Percolation Test Locations can be found on Figures 2 and 3. Boring logs and Percolation test data can be found in Appendix A, and is summarized below: Test Number P1 P2 Location See Figure 2 See Figure 2 Elevation of Tested Area 257 ft 257 ft Pre-soak Depth 1 ft 1 ft Test Start Depth 1 ft. 1.1 ft Final Water Drop 0.00 in. 0.06 in. Un-factored Infiltration Rate 0.13 in./hr 0.03 in./hr Attachment 1D: Infiltration feasibility analysis PARTNER X Results of the Infiltration Tests conducted on site resulted in rates ranging from 0.03 to 0.13, well below the 0.5 threshold PROJECT GEOTECH REPORT: FORM I-8 Appendix I: Forms and Checklists Part 1-Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D . Provide basis: Yes No Snmroaciz,, findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 1-3 Febniary 26, 2016 No Appendix I: Forms and Checklists Criteria 3 .-• Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented .i.t1 Appendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to smdies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? TI1e response to this Screening Question must be based on a comprehensive evaluation of the factors presented .ill Appendix C.3. Provide basis: Summarize find.lllgs of studies; provide reference to smdies, calculations, maps, data sources, etc. Provide narrative discussion of smdy / data source applicability. Part 1 Result * If all answers to rows l -4 are "Yes" a full lllfiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", lllfiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full lllfiltration" design. Proceed to Part 2 >!<To be completed using gathered site lllformation and best professional judgment considering the definition of MEP iri the i\IS4 Permit. Additional testing a11d/or studies may be required by Agency/Jurisdictions to substantiate findings 1-4 Febniary 26, 2016 X Results of the Infiltration Tests conducted on site resulted in rates ranging from 0.03 to 0.13, once the factor of safety is applied rates would be well below the minimum 0.3 inches per hour recommend by the Regional Water Quality Control Board. Appendix I: Forms and Checklists Part 2 -Partial lnfiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water m any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendi.." C.2 and Appendix D . Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 1-5 Febniary 26, 2016 No Infiltration Criteria 7 Appendix I: Forms and Checklists .- Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No Provide basis: Summarize findings of studies; provide reference to smdies, calculations, maps, data sources, etc. Pronde narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can in.filtration be allowed without violating downstream water rights? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of srudies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of smdy / data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. TI1e feasibility screening category is No Infiltration. >i<'f o be completed using gathered site information and best professional judgment considering the definition of i\IEP in the .i\IS4 Permit. Additional testing and/ or studies may be required by Agency/J urisdictions to substantiate findings 1-6 Febniary 26, 2016 We appreciate the opportuni ~~~~~~:..:.· during this phase of the work. Sincerely, Attachments: Revised Fig Revised Boring ogs Additional Lab Testing Table D.2-3 Form 1-8 City Comments Addendum No. 1 • Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 7 PARTNER DMA IMPERVIOUS AREA (SF) PERVIOUS AREA (SF) TOTAL AREA (SF) TREATMENT APPROACH REQUIRED DCV (CF)BMP #BMP AREA PROVIDED (SF) 1 3,960 785 4745 Biofiltration basin 185 10*960 510 1470 Biofiltration basin 51 11*1,610 840 2450 Biofiltration basin 85 TOTAL 6,530 2,135 8665 Biofiltration basin 321 2 4,150 3,700 7850 Biofiltration basin 239 TOTAL 4,150 3,700 7850 Biofiltration basin 239 4 2,080 670 2750 Biofiltration basin 99 3*1,180 270 1450 Biofiltration basin 57 6*1,500 0 1500 Biofiltration basin 68 8,9&12*805 0 805 Biofiltration basin 36 TOTAL 5,565 940 6505 Biofiltration basin 260 5 895 1,355 2,250 Biofiltration basin 60 TOTAL 895 1,355 2250 Biofiltration basin 60 5 130 *Equivalent area. 1 525 2 370 4 425 SUMMARY TABLE OF ALL DMAs Category #Description i ii iii iv v vi vii viii ix Units 1 Drainage Basin ID or Name DMA 1 DMA 2 DMA 3 DMA 4 DMA 5 DMA 6 DMA 8,9&12 DMA 10 DMA 11 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 3,960 4,150 1,180 2,080 895 1,500 805 960 1,610 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 260 650 270 180 1,225 0 0 0 0 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 525 370 0 425 130 0 0 0 0 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 0 2,680 0 65 0 0 0 510 840 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No 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 4,745 7,850 1,450 2,750 2,250 1,500 805 1,470 2,450 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.78 0.61 0.79 0.72 0.53 0.90 0.90 0.69 0.69 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.78 0.61 0.79 0.72 0.53 0.90 0.90 0.69 0.69 unitless 26 Initial Design Capture Volume 185 239 57 99 60 68 36 51 85 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.78 0.61 0.79 0.72 0.53 0.90 0.90 0.69 0.69 unitless 32 Design Capture Volume After Dispersion Techniques 185 239 57 99 60 68 36 51 85 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.78 0.61 0.79 0.72 0.53 0.90 0.90 0.69 0.69 unitless 36 Final Effective Tributary Area 3,701 4,789 1,146 1,980 1,193 1,350 725 1,014 1,691 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 185 239 57 99 60 68 36 51 85 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 Worksheet B.1 - DMA Category #Description i ii iii iv v vi vii viii ix Units 1 Drainage Basin ID or Name DMA 1 DMA 2 DMA 3 DMA 4 DMA 5 DMA 6 DMA 8,9&12 DMA 10 DMA 11 unitless 2 85th Percentile Rainfall Depth 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Predominant NRCS Soil Type Within BMP Location D D D D D D D D D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Soil Type Soil Type Soil Type Soil Type Soil Type Soil Type Soil Type Soil Type Soil Type unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ratio 13 Required Retention Volume 4 5 1 2 1 1 1 1 2 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 iv v vi vii viii ix Units 1 Drainage Basin ID or Name DMA 1 DMA 2 DMA 3 DMA 4 DMA 5 DMA 6 DMA 8,9&12 DMA 10 DMA 11 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 185 239 57 99 60 68 36 51 85 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined Lined Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard Standard Standard Standard Standard Standard unitless 8 Provided Surface Area 525 370 425 425 130 425 425 525 525 sq-ft 9 Provided Surface Ponding Depth 12 12 12 12 12 12 12 12 12 inches 10 Provided Soil Media Thickness 18 18 18 18 18 18 18 18 18 inches 11 Provided Gravel Thickness (Total Thickness) 12 12 12 12 12 12 12 12 12 inches 12 Underdrain Offset 3 3 3 3 3 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 0.40 0.43 0.40 0.40 0.21 0.40 0.40 0.40 0.40 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.50 0.27 1.30 0.75 0.38 1.09 2.07 1.80 1.08 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 120 120 120 120 120 hours 26 Efficacy of Retention Processes 0.46 0.28 0.87 0.62 0.37 0.79 1.00 1.00 0.78 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 86 67 49 62 22 53 36 51 67 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 99 172 8 37 38 15 0 0 18 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0076 0.0087 0.0076 0.0076 0.0021 0.0076 0.0076 0.0076 0.0076 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.62 1.02 0.77 0.77 0.69 0.77 0.77 0.62 0.62 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.62 1.02 0.77 0.77 0.69 0.77 0.77 0.62 0.62 in/hr 33 Depth Biofiltered Over 6 Hour Storm 3.73 6.12 4.61 4.61 4.16 4.61 4.61 3.73 3.73 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 19.20 19.20 19.20 19.20 19.20 19.20 19.20 19.20 19.20 inches 38 Drawdown Time for Surface Ponding 19 12 16 16 17 16 16 19 19 hours 39 Drawdown Time for Effective Biofiltration Depth 31 19 25 25 28 25 25 31 31 hours 40 Total Depth Biofiltered 22.93 25.32 23.81 23.81 23.36 23.81 23.81 22.93 22.93 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 149 258 11 56 56 22 0 0 28 cubic-feet 42 Option 1 - Provided Biofiltration Volume 149 258 11 56 56 22 0 0 28 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 75 129 6 28 28 11 0 0 14 cubic-feet 44 Option 2 - Provided Storage Volume 75 129 6 28 28 11 0 0 14 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 0 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages Note: Newly added and replaced impervious area within DMAs 3, 6, 8, 9, 10, 11, and 12 cannot be feasibly captured and treated. For this reason, BMP 1 has been sized to include the capture and treatment of runoff from existing impervious areas that is equivalent in size for DMA 10 and 11, while BMP 4 has been sized to include the capture and treatment of runoff from existing impervious area that is equivalent in size for DMA 3, 6, 8, 9, and 12. Water Equivalency calculations have been provided to demonstrate that the DCV generated from the treated existing area is equivalent to the DCV required for treatment in the proposed untreated area. Refer to the following Worksheet B.1 - BMP, columns v and vi, for these calculations. Category #Description i ii iii iv v vi Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-4 BF-5 EQUIVALENT DMA 1 EQUIVALENT DMA 4 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 6,980 4,150 5,980 895 3,020 3,900 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 260 650 180 1,225 0 0 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 525 370 425 130 0 0 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 110 2,680 65 0 110 0 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No 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 7,875 7,850 6,650 2,250 3,130 3,900 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.82 0.61 0.83 0.53 0.88 0.90 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.82 0.61 0.83 0.53 0.88 0.90 unitless 26 Initial Design Capture Volume 323 239 276 60 138 176 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.82 0.61 0.83 0.53 0.88 0.90 unitless 32 Design Capture Volume After Dispersion Techniques 323 239 276 60 138 176 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.82 0.61 0.83 0.53 0.88 0.90 unitless 36 Final Effective Tributary Area 6,458 4,789 5,520 1,193 2,754 3,510 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 323 239 276 60 138 176 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 Worksheet B.1 - BMP Water Equivalency calculations have been provided to demonstrate that the DCV generated from the treated existing area is equivalent to the DCV required for treatment in the proposed untreated area. Note: Per Water Quality Equivalency Guidance Document Region 9 dated May 2018 and the City of Carlsbad Zoning Map dated August 2021: The Land Use for this project site is to remain the same (P-M, Planned Industrial). Therefore, the Land Use Factor (LF) is equal to 1. See Worksheets A.5 for the determination of LF. DCV From Equivalent DMA 1 = 138 x LF > DCV (DMA 10 + DMA 11 = 51 cf + 85 cf = 136 cf) x LF Where LF is the land use factor (equal to 1.0) DCV From Equivalent DMA 4 = 176 x LF > DCV (DMA 3 + DMA 6 + DMA 8 + DMA 9 + DMA 12 = 57 cf + 68 cf + 36 cf = 161 cf) x LF Where LF is the land use factor (equal to 1.0) Category #Description i ii iii iv v vi Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-4 BF-5 EQUIVALENT DMA 1 EQUIVALENT DMA 4 unitless 2 85th Percentile Rainfall Depth 0.60 0.60 0.60 0.60 0.60 0.60 inches 3 Predominant NRCS Soil Type Within BMP Location D D D D D D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Soil Type Soil Type Soil Type Soil Type Soil Type Soil Type unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes Yes Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.030 0.030 0.030 0.030 0.030 0.030 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5%4.5%4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 0.02 0.02 ratio 13 Required Retention Volume 6 5 6 1 3 4 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 iv v vi Units 1 Drainage Basin ID or Name BF-1 BF-2 BF-4 BF-5 EQUIVALENT DMA 1 EQUIVALENT DMA 4 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 323 239 276 60 138 176 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard Standard Standard unitless 8 Provided Surface Area 525 370 425 130 525 425 sq-ft 9 Provided Surface Ponding Depth 12 12 12 12 12 12 inches 10 Provided Soil Media Thickness 18 18 18 18 18 18 inches 11 Provided Gravel Thickness (Total Thickness) 12 12 12 12 12 12 inches 12 Underdrain Offset 3 3 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 0.40 0.43 0.40 0.21 0.40 0.40 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 0.00 0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.10 2.10 2.10 2.10 2.10 2.10 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.28 0.27 0.27 0.38 0.67 0.42 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 120 120 hours 26 Efficacy of Retention Processes 0.29 0.28 0.28 0.37 0.58 0.41 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 93 67 78 22 79 71 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 230 172 198 38 59 105 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0076 0.0087 0.0076 0.0021 0.0076 0.0076 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.62 1.02 0.77 0.69 0.62 0.77 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.62 1.02 0.77 0.69 0.62 0.77 in/hr 33 Depth Biofiltered Over 6 Hour Storm 3.73 6.12 4.61 4.16 3.73 4.61 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 19.20 19.20 19.20 19.20 19.20 19.20 inches 38 Drawdown Time for Surface Ponding 19 12 16 17 19 16 hours 39 Drawdown Time for Effective Biofiltration Depth 31 19 25 28 31 25 hours 40 Total Depth Biofiltered 22.93 25.32 23.81 23.36 22.93 23.81 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 344 258 298 56 88 157 cubic-feet 42 Option 1 - Provided Biofiltration Volume 344 258 298 56 88 157 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 172 129 149 28 44 78 cubic-feet 44 Option 2 - Provided Storage Volume 172 129 149 28 44 78 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages Agriculture 0.10 0.10 0.45 1.00 1.00 1.00 1.00 0.59 1.00 0% Agriculture 0 0 % 0% Agriculture 0 0 Commercial 0.80 0.80 0.13 0.16 0.16 0.56 0.48 1.00 0.87 0% Commercial 0 0 % 0% Commercial 0 0 Education 0.50 0.50 0.13 0.20 0.11 0.14 0.25 0.39 0.13 0% Education 0 0 % 0% Education 0 0 Industrial 0.14 0.90 0.14 0.90 0.13 0.19 0.15 0.54 0.68 0.89 0.49 100% Industrial 0.126 100 % 100% Industrial 0.126 100 Multi Family Residential 0.60 0.60 0.10 0.13 0.13 0.14 0.15 0.29 0.27 0% Multi Family Residential 0 0 % 0% Multi Family Residential0 0 Orchard 0.10 0.10 0.18 0.17 0.67 1.00 1.00 0.59 0.11 0% Orchard 0 0 % 0% Orchard 0 0 Rural Residential 0.30 0.30 1.00 0.51 0.14 0.10 0.71 0.13 0.19 0% Rural Residential 0 0 % 0% Rural Residential 0 0 Single Family Residential 0.40 0.40 0.13 0.20 0.15 0.27 0.43 0.35 0.63 0% Single Family Residential 0 0 % 0% Single Family Residential0 0 Transportation 0.90 0.90 0.11 0.26 0.12 0.53 0.31 0.62 0.12 0% Transportation 0 0 % 0% Transportation 0 0 Vacant / Open Space 0.10 0.10 0.16 0.10 0.10 0.12 0.10 0.10 0.10 0% Vacant / Open Space 0 0 % 0% Vacant / Open Space 0 0 Water 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0% Water 0 0 % 0% Water 0 0 Total 0.14 - 0.14 -- - - - - - -0.126 0.126 0.13 0.19 0.15 0.54 0.68 0.89 0.49 0.13 0.19 0.15 0.54 0.68 0.89 0.49 1.00 1.00 1.00 ---1.00 Notes: Relative Pollutant Concentration for Reference Tributary 4 Land Use Factor 5 Carlsbad Carlsbad (904.00) * Applicants must provide user input for yellow shaded cells. Values for all other cells will be automatically generated. 1. Revisions to default runoff factors must be supported to the satisfaction of the applicable Copermittee. 2. Applicant-Implemented ACPs must identify reference tributary characteristics that are representative of their specific PDP. Independent ACPs must reference Table 2-3 for appropriate area and runoff factor information applicable to their watershed management area. 3. Relative Pollutant Concentrations by Land Use have been identified through examination of available EMC data. Additional information on how these relative concentrations were developed is provided in Appendix B. 4. Relative Pollutant Concentrations for ACP and Reference Tributaries are calculated for each WQE Pollutant of Concern per Equation 2-2. 5. Calculate the Land Use Factor for each priority pollutant by dividing the Relative Pollutant Concentration for the ACP Tributary by the Relative Pollutant Concentration for the Reference Tributary. Land Use Factors may never be lower than 0.10 and may never exceed 10.0. Example: An ACP Tributary with 5.25 acres of Commercial, 1.63 Acres of Education, and 2.65 acres of Transportation land uses produces a relative pollutant concentration 0.12 for Total Suspended Solids (assumes default runoff factors are applied). Watershed Management Area Hydrologic Unit Equation 2-2: Runoff Factor 1 TZn FC Relative Pollutant Concentration for ACP Tributary 4 Equation 2-2 Applied to Example: ACP Ref Effective area composition graphics are for illustrative purposes only. TSS TP Relative Pollutant Concentrations by Land Use 3 TN TCu TPb Automated Spreadsheet Calculation for Worksheet A.5: Land Use Factor Determination (Version 1.0) Land Use Designation ACP Tributary Characteristics Reference Tributary Characteristics 2 Area (Acres) Runoff Factor 1 Area (Acres) Effective Area Composition - ACP Tributary 0% Agriculture 0% Commercial0% Education 100% Industrial0% Multi Family Residential0% Orchard 0% Rural Residential0% Single Family Residential 0% Transportation0% Vacant / Open Space 0% Water Effective Area Composition - Reference Tributary 0% Agriculture 0% Commercial 0% Education 100% Industrial0% Multi Family Residential 0% Orchard 0% Rural Residential 0% Single Family Residential0% Transportation 0% Vacant / Open Space 0% Water Worksheet A.5 Land Use Factor (On-Site Areas of Improvements) Z: PiaAaCa + P1bAbCb + ....... P1kAkCk Pi= Z:AaCa + Abeb+ ...... AkCk p _ (0.13x5.25x0.80) + (0.13xl.63x0.50) + (0.llx2.65x0.90) rss -(5.25x0.80) + (1.63x0.50) + (2.65x0.90) 0.12 ■ ■ ■ ■ ■ ■ D D D D D ■ ■ ■ ■ ■ ■ D D D D Agriculture 0.10 0.10 0.45 1.00 1.00 1.00 1.00 0.59 1.00 0% Agriculture 0 0 % 0% Agriculture 0 0 Commercial 0.80 0.80 0.13 0.16 0.16 0.56 0.48 1.00 0.87 0% Commercial 0 0 % 0% Commercial 0 0 Education 0.50 0.50 0.13 0.20 0.11 0.14 0.25 0.39 0.13 0% Education 0 0 % 0% Education 0 0 Industrial 3.16 0.90 3.16 0.90 0.13 0.19 0.15 0.54 0.68 0.89 0.49 100% Industrial 2.844 100 % 100% Industrial 2.844 100 Multi Family Residential 0.60 0.60 0.10 0.13 0.13 0.14 0.15 0.29 0.27 0% Multi Family Residential 0 0 % 0% Multi Family Residential0 0 Orchard 0.10 0.10 0.18 0.17 0.67 1.00 1.00 0.59 0.11 0% Orchard 0 0 % 0% Orchard 0 0 Rural Residential 0.30 0.30 1.00 0.51 0.14 0.10 0.71 0.13 0.19 0% Rural Residential 0 0 % 0% Rural Residential 0 0 Single Family Residential 0.40 0.40 0.13 0.20 0.15 0.27 0.43 0.35 0.63 0% Single Family Residential 0 0 % 0% Single Family Residential0 0 Transportation 0.90 0.90 0.11 0.26 0.12 0.53 0.31 0.62 0.12 0% Transportation 0 0 % 0% Transportation 0 0 Vacant / Open Space 0.10 0.10 0.16 0.10 0.10 0.12 0.10 0.10 0.10 0% Vacant / Open Space 0 0 % 0% Vacant / Open Space 0 0 Water 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0% Water 0 0 % 0% Water 0 0 Total 3.16 - 3.16 -- - - - - - -2.844 2.844 0.13 0.19 0.15 0.54 0.68 0.89 0.49 0.13 0.19 0.15 0.54 0.68 0.89 0.49 1.00 1.00 1.00 ---1.00 Notes: Relative Pollutant Concentration for Reference Tributary 4 Land Use Factor 5 Carlsbad Carlsbad (904.00) * Applicants must provide user input for yellow shaded cells. Values for all other cells will be automatically generated. 1. Revisions to default runoff factors must be supported to the satisfaction of the applicable Copermittee. 2. Applicant-Implemented ACPs must identify reference tributary characteristics that are representative of their specific PDP. Independent ACPs must reference Table 2-3 for appropriate area and runoff factor information applicable to their watershed management area. 3. Relative Pollutant Concentrations by Land Use have been identified through examination of available EMC data. Additional information on how these relative concentrations were developed is provided in Appendix B. 4. Relative Pollutant Concentrations for ACP and Reference Tributaries are calculated for each WQE Pollutant of Concern per Equation 2-2. 5. Calculate the Land Use Factor for each priority pollutant by dividing the Relative Pollutant Concentration for the ACP Tributary by the Relative Pollutant Concentration for the Reference Tributary. Land Use Factors may never be lower than 0.10 and may never exceed 10.0. Example: An ACP Tributary with 5.25 acres of Commercial, 1.63 Acres of Education, and 2.65 acres of Transportation land uses produces a relative pollutant concentration 0.12 for Total Suspended Solids (assumes default runoff factors are applied). Watershed Management Area Hydrologic Unit Equation 2-2: Runoff Factor 1 TZn FC Relative Pollutant Concentration for ACP Tributary 4 Equation 2-2 Applied to Example: ACP Ref Effective area composition graphics are for illustrative purposes only. TSS TP Relative Pollutant Concentrations by Land Use 3 TN TCu TPb Automated Spreadsheet Calculation for Worksheet A.5: Land Use Factor Determination (Version 1.0) Land Use Designation ACP Tributary Characteristics Reference Tributary Characteristics 2 Area (Acres) Runoff Factor 1 Area (Acres) Effective Area Composition - ACP Tributary 0% Agriculture 0% Commercial0% Education 100% Industrial0% Multi Family Residential0% Orchard 0% Rural Residential0% Single Family Residential 0% Transportation0% Vacant / Open Space 0% Water Effective Area Composition - Reference Tributary 0% Agriculture 0% Commercial 0% Education 100% Industrial0% Multi Family Residential 0% Orchard 0% Rural Residential 0% Single Family Residential0% Transportation 0% Vacant / Open Space 0% Water Worksheet A.5 Land Use Factor (Full Site) Z: PiaAaCa + P1bAbCb + ....... P1kAkCk Pi= Z:AaCa + Abeb+ ...... AkCk p _ (0.13x5.25x0.80) + (0.13xl.63x0.50) + (0.llx2.65x0.90) rss -(5.25x0.80) + (1.63x0.50) + (2.65x0.90) 0.12 ■ ■ ■ ■ ■ ■ D D D D D ■ ■ ■ ■ ■ ■ D D D D P A L O M A R A I R P O R T R D CA NNO N R D P O IN S E T T IA LN LA COSTA AV CARLSBAD B L CAMINO VIDA ROBLE ALGA RD F A R A D AY AV C A R L S B A D V IL LAGE D R OLIVENHAI N R D C O L L E G E B L E L C A M I N O R E A L RANCHOSANTAFE R D TAMARACK A V AV I A R A P Y M E L R O S E D R MARRONRD AVENIDA ENCINAS PASEO D E L N ORTE C O L L E GE BL P OINSETTIA LN !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!!!! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!!!!!!!!!!!!!!!!!!!!!!!!! ! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! ! !!!! ! !! !! ! !!!! ! !! ! ! ! ! ! ! ! ! ! ! ! ! !! !! !! ! ! !!!!!!!!!!!!!!!!! !! ! ! ! !!!!!! ! ! ! ! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! ! ! ! !! ! !!!!!!!!!!!!!!!!!! ! ! ! ! !! !!! ! ! ! !!! !!!!!! ! ! !!!! ! ! !!!! !! ! ! ! ! ! ! !!!!!!!!!!!!!!!!! ! ! ! !!! ! ! !!! ! ! ! ! ! !! ! !!!!!!!!!!!!!!!!!!!!!! ! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! ! !!!!! ! !!!!!!!!!!!!!!!!!! !!!!!!!!!!!!!!!!!!!! !!!!! !!! ! !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!!!! !!!! !!!! ! ! ! ! ! ! ! ! !!!!!!!! ! !!!!!!!! C-2 RD-M-Q/C-T-Q C-2 C-2 C-2-Q C-L C-L C-L C-M C-MC-T C-T C-T R-3 C-T C-T-Q O O O O RD-M O O O OS OS OS OS OS OS OS OS OS RD-M OS OS OS OS OS OS OS OS OS OS P-C OS OS OS OS OS OS OS OS OS OS R-1-10000 O OS P-U R-1-20000 RD-M-Q OS P-C P-C P-C P-C P-C P-C P-C P-C P-C P-CP-C P-C P-CP-C P-C P-C P-C P-C P-C P-C P-C P-C P-C P-C P-C P-C P-M P-M P-M P-M P-M P-M P-M P-M-Q R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1 R-1R-1 R-1-10000 R-1-10000 R-1-10000 R-1-10000 R-A-10000 R-1-10000 R-1-10000 R-1-10000 R-1-10000-Q R-1-15000 R-1-15000 R-1-25000 R-1-25000 R-1-8000 R-1-8000 R-1-9000 R-1-9500 R-1-Q R-1 R-1-Q R-1-Q R-1-Q R-1-Q R-3 R-3 R-3 R-3-Q R-A-10000 R-A-10000 R-A-10000-Q R-W RD-M RD-M RD-M RD-M RD-M RD-M RD-M RD-M RD-M P-M RD-M RD-M RD-M RD-M RD-M-Q RD-M-Q RD-M-Q RD-M-Q RD-M-Q RD-M-Q RD-M-Q RMHP RMHP V-B V-B C-T R-2 R-2 P-M-Q R-1-30000 R-A-10000 C-2-Q C-2 C-2 RMHP RD-M RD-M R-P-Q RD-M L-C R-1-0.5-Q OS C-2 C-2-Q OS R-1 RD-M-Q M-Q C-2-Q V-R OS R-3 RD-MRD-M O OS OS OS P-U RD-M C-2OS OS R-1 C-L C-L RD-M C-T O OS OS P-C C-2-Q R-T OS OS RD-M P-U RD-M-Q M RD-M P-U M-Q M OS RD-M O C-T R-A-10000 O C-T-Q P-M/O C-M P-M-Q OS M CR-A-OS OS OS OS OS RD-M-Q OS R-1-0.5-Q L-COS P-U L-C R-A-2.5 OS OS P-M O OS P-C R-E L-C OS R-1-10000 M P-C P-U P-C OS OS C-2 RMHP P-C RD-M T-C OS RD-M OS R-1 RD-M R-1-10000 OS R-1-10000 T-C R-1-30000 OS R-1 P-M C-2 P-M/O T-C RMHP OS OS P-M OS OS C-M OS OSRMHP P-M C-M C-M OS C-M R-1 RD-M RD-M/C-L P-C OS OS L-C L-C R-A-10000 OS OS RD-M OS OS OS C-T OS OS OS R-P-Q RD-M-Q OS RD-M RD-M R-3R-3 OS R-A-10000 RD-M RD_M-Q OSRD-M R-1-10000 R-1-10000 R-1-10000 R-1-10000 R-1-15000 R-A-10000 R-1-9000R-1-10000 C-T C-T RD-M-Q R-P-Q R-1-15000 R-1-10000 R-1-9500 R-T R-W R-A-10000 C-T-Q OS R-1-10000 RD-M-Q R-A-10000-Q R-1-10000R-1-8000 R-1-9000 R-1-10000 R-1 RD-M RD-M RD-M R-1-0.5-Q R-1-0.5-Q R-1-0.5-Q RMHP R-1 O O P-M P-M P-M OS C-2 C-T-Q C-T-Q C-T-Q C-T-Q C-2 C-T-Q OS R-1 RD-M RD-MRD-M-Q R-1-10000 R-1 R-1-10000-Q R-1 R-1 OSRD-M-QRD-M-Q OS P-C R-1-Q OS R-1-Q T-C RD-M-Q C-T R-1-Q R-1 R-1 R-1 OS OS RD-M-Q RD-M-Q RD-M-Q RD-M RD-M R-1-10000 OS OS RD-M RD-M R-1 RD-M R-A-10000O RD-M O P-U R-A-10000 R-1-Q R-1 R-1 P-M/O O P-M-Q O RD-M C-T OS C-M R-1-Q OS T-C OS OS O R-1 CR-A-OS OCEANSIDE SAN MA R C O S ENCINIT A S }}78 §¨¦5 ÃÅ78 MCCLELLAN-PALOMARAIRPORT Agua Hedionda Lagoon Buena VistaLagoon CalaveraLake MaerkleReservoir P a c i f i c O c e a n PacificOcean Batiquitos Lagoon Zoning Map Zoning: R-A, Residential Agriculture R-E, Rural Residential Estate R-1, One Family Residential R-2, Two Family Residential R-3, Multi Family Residential RD-M, Residential Density - Multiple RD-M/C-L, Res Density - Multiple/Local Shop. Center RMHP, Residential Mobile Home Park R-T, Residential Tourist R-W, Residential Waterway R-P-Q, Residential Professional O, Office C-L, Local Shopping Center C-2, General Neighborhood Commercial C-T, Commercial Tourist RD-M/C-T, Comm Tourist/Res Density - Multiple C-M, Heavy Commercial M, Industrial P-M, Planned Industrial P-M/O, Planned Industrial/Office P-U, Public Utility V-B, Village-Barrio P-C, Planned Community L-C, Limited Control OS, Open Space CR-A-OS, Cannon Road Agricultural Open Space T-C, Transportation Corridor \\shares\GIS_App\cbgis\products\planning\StandardMap\Zoning11x17_Jan2020.mxd 0 3,000Feet Updated August 2021 Deferred Certification Area* Beach Overlay Zone Commercial Visitor Serving Overlay Zone !!!!!!!!Coastal Zone** Highway Major Street Planned Street Railroad Lagoon Right of Way City Limits [ The Location of thisOpen Space boundaryshall be refined duringthe process to updatethe Carlsbad LocalCoastal Program(LCPA 15-07). Theboundary may beadjusted to moreaccurately reflectbeach and bluff areasthat are undevelopablepursuant to CaliforniaCoastal Act and city policies. ** The area depicted within the Coastal Zone constitutes the Carlsbad Local Coastal ProgramZoning Map. * Within the deferred certification areas, the zoning classifications shown on this map are notcertified by the California Coastal Commission. Until a Local Coastal Program implementationplan is certified by the California Coastal Commission for these areas, the California CoastalCommission retains authority to issue coastal development permits for development on theseproperties. The California Coastal Commission will utilize the city's zoning, as shown on this map,as a guide when evaluating proposed coastal development permits within these areas. KINOVATE PROJECT SITE - PLANNED INDUSTRIAL TO REMAIN AS SAME LAND USE --------------~ -==== ---L£ill ----- ..... i ~ l. __ _ . / r---I I -..! / i i i i ~---J •• .. ...... ................ -.. .. -.. -• ......... 7 C{'Cityof arlsbad ...... r·--.;~~ a:a.~;:;$11 I I I I i I I I ··--/) ..... _ 7 I I i / i i i / i ! / ~~~~~~i 1/ ·1 ... : l'-· ': t .. \ ·-. . ·- i .. -, r·• I: -..... ----. ----,..,,_: i / i ! ---.. _ _,,~i -...J / i / / ' PROPERTY AREA (AC) PERVIOUS AREA (AC)% PERVIOUS % IMPERVIOUS C (unitless) I (in/hr) for 1 yr- , 1hr Q (cfs) 2.99 0.59 0.20 0.80 0.79 0.471 1.11 Attachment 1F: Trash Capture BMP Calculations Refer to the following pages for Operations and Maintenance as well as the installation manual for Brightwater Connector Pipe Screen. I I I I I I For more information, please contact us at customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Technical Data Sheet - CPS - Version BW1.02.docx Technical Data Sheet for Connector Pipe Screens The BrightWaterTM Connector Pipe Screen (CPS) is a post-construction, stormwater Best Management Practice (BMP) designed to capture 100% of trash and debris 5mm and larger in size from stormwater systems. The device, which consists of a filtration screen and mounting framework, installs in front of the outlet pipe (connector pipe) of a curb inlet or drop inlet catch basin and screens for gross pollutants such as trash and debris effectively converting an existing or new catch basin into a treatment device. The CPS is an economical point source treatment system suitable for new and existing stormwater infrastructure. The device is available in standard configurations to fit outlet pipe sizes up to 36-inch diameter. Standard “U” shaped configurations are designed to fit in catch basins with centered outlets and “L” shaped configurations are designed to fit in catch basins with off-center and corner outlets. An optional Deflector Plate is available for applications with incoming flow directly above the Connector Pipe Assembly. COMPONENTS: The Connector Pipe Screen is comprised of several different components that all contribute to the installation, operation, and maintenance of the device. All components Stainless Steel Perforated Mesh Screen Obround Mounting Slots Geotextile Filtration Fabric Stainless Steel Assembly Hardware Stainless Steel Support Hoops 3/16” (5mm) Perforated Mesh Screen (Close-up) Stainless Steel Wall Bracket Curb Inlet Opening Curb Inlet Catch Basin Connector Pipe Screen Hinged Deflector Plate Bright Water For more information, please contact us at customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Technical Data Sheet - CPS - Version BW1.02.docx Technical Data Sheet for Connector Pipe Screens of the Connector Pipe Screen, including the mounting hardware, are made from Grade 304 Stainless Steel. All structural components are manufactured from a minimum material thickness of 14 gauge 304 Stainless Steel. The screen is fabricated from 14 gauge, perforated 304 Stainless Steel with a maximum hole size of 3/16” (5mm) and a minimum open area of 45%. The screen is reinforced with horizontally configured hoops that provide additional lateral resistive force to the incoming water, trash and debris. The components are resistance welded and/or are assembled with 304 Stainless Steel bolts, nuts, and washers. The device is designed to be mounted to the catch basin with 304 Stainless Steel Concrete Stud Anchors. All components are designed to fit through the catch basin manhole opening with minimal additional assembly inside of the catch basin. The component design and material selection provide for a 50 year service life for the device. OPERATION: The Connector Pipe Screen is a passive, gravity-flow device with no moving parts. Operation is simple and efficient. Pollutant laden stormwater enters the curb opening and travels towards the outlet pipe (connector pipe) where the stormwater encounters the Connector Pipe Screen perforated mesh screen face. The CPS is installed in the catch basin such that all stormwater flows (of a prescribed size) must pass through the screen before exiting the catch basin. Stormwater is screened of all material 5mm and larger in size as the water passes through the screen. Once screened, the stormwater freely exits the catch basin through the outlet pipe. The Connector Pipe Screen is designed to treat flows up to the listed Maximum Treatment Flow Rate (MTFR) for that specific device. Peak flows in excess of the Maximum Treatment Flow Rate overtop the Connector Pipe Screen and flow unobstructed to the Outlet Pipe. (See the detail above for an illustration of the device operation.) = INCOMING FLOW = SCREENED FLOW = BYPASS FLOW Curb Inlet Catch Basin Back Outlet - CPS (Section View) Outlet Pipe Connector Pipe Screen Bright Water ._____> For more information, please contact us at customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Technical Data Sheet - CPS - Version BW1.02.docx Technical Data Sheet for Connector Pipe Screens In some instances, the outlet pipe may be located directly beneath of the catch basin curb opening inlet or the catch basin being outfitted with the CPS is a drop inlet style with a grate. In either instance the incoming stormwater flows must be prevented from short-circuiting the Connector Pipe Screen. This is accomplished by installing a Deflector Plate Assembly to operate in conjunction with the Connector Pipe Screen. With the Deflector Plate Assembly in place, pollutant laden stormwater enters the curb opening (or grated opening) and first encounters the Deflector Plate Assembly. The Deflector Plate Assembly diverts the water away from the CPS bypass opening. The stormwater then travels through the catch basin and towards the outlet pipe (connector pipe) where the stormwater encounters the Connector Pipe Screen perforated mesh screen face. The CPS is installed in the catch basin such that all stormwater flows (of a prescribed size) must pass through the screen before exiting the catch basin. Stormwater is screened of all material 5mm and larger in size as the water passes through the screen. Once screened, the stormwater freely exits the catch basin through the outlet pipe. The Connector Pipe Screen is designed to treat flows up to the listed Maximum Treatment Flow Rate (MTFR) for that specific device. Peak flows in excess of the Maximum Treatment Flow Rate overtop the Connector Pipe Screen and flow beneath of the Deflector Plate Assembly unobstructed to the Outlet Pipe. Consideration must be given to the location and elevation of the Deflector Plate Assembly with regard to necessary bypass and projection of incoming stormwater flows. (See the detail above for an illustration of the device operation.) = INCOMING FLOW = SCREENED FLOW = BYPASS FLOW Curb Inlet Catch Basin Front Outlet - CPS (Section View) Deflector Plate Assembly Outlet Pipe Connector Pipe Screen .....____> ~ L____I _I For more information, please contact us at customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Technical Data Sheet - CPS - Version BW1.02.docx Technical Data Sheet for Connector Pipe Screens PERFORMANCE: Characteristics and capacities of standard size Connector Pipe Screen models are included in the tables below. STANDARD MODELS "U" CONFIGURATION Model Number ScreenWidth1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacity6 Bypass Capacity7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112U 21 12 2.78 2.78 1.42 2.79 0.64 9.27 BWCPS-2118U 21 18 2.78 4.17 2.13 5.13 0.96 9.27 BWCPS-2124U 21 24 2.78 5.57 2.84 7.89 1.28 9.27 BWCPS-2130U 21 30 2.78 6.96 3.55 11.03 1.60 9.27 BWCPS-2136U 21 36 2.78 8.35 4.26 14.50 1.92 9.27 BWCPS-2412U 24 12 3.18 3.18 1.62 3.19 0.63 10.59 BWCPS-2418U 24 18 3.18 4.77 2.43 5.86 0.95 10.59 BWCPS-2424U 24 24 3.18 6.36 3.24 9.02 1.27 10.59 BWCPS-2430U 24 30 3.18 7.95 4.06 12.61 1.58 10.59 BWCPS-2436U 24 36 3.18 9.54 4.87 16.57 1.90 10.59 BWCPS-3612U 36 12 4.77 4.77 2.43 4.78 0.60 15.89 BWCPS-3618U 36 18 4.77 7.16 3.65 8.79 0.91 15.89 BWCPS-3624U 36 24 4.77 9.54 4.87 13.53 1.21 15.89 BWCPS-3630U 36 30 4.77 11.93 6.08 18.91 1.51 15.89 BWCPS-3636U 36 36 4.77 14.31 7.30 24.86 1.81 15.89 BWCPS-4212U 42 12 5.57 5.57 2.84 5.58 0.59 18.54 BWCPS-4218U 42 18 5.57 8.35 4.26 10.25 0.88 18.54 BWCPS-4224U 42 24 5.57 11.13 5.68 15.78 1.17 18.54 BWCPS-4230U 42 30 5.57 13.92 7.10 22.06 1.46 18.54 BWCPS-4236U 42 36 5.57 16.70 8.52 29.00 1.76 18.54 BWCPS-4812U 48 12 6.36 6.36 3.24 6.38 0.56 21.19 BWCPS-4818U 48 18 6.36 9.54 4.87 11.72 0.85 21.19 BWCPS-4824U 48 24 6.36 12.72 6.49 18.04 1.13 21.19 BWCPS-4830U 48 30 6.36 15.90 8.11 25.21 1.41 21.19 BWCPS-4836U 48 36 6.36 19.09 9.73 33.14 1.69 21.19 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 3. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 4. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 5. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. CAPACITY Bright Water ) ,,.v J,t:,. For more information, please contact us at customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Technical Data Sheet - CPS - Version BW1.02.docx Technical Data Sheet for Connector Pipe Screens STANDARD MODELS "L" CONFIGURATION Model Number ScreenWidth1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacity6 Bypass Capacity7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112L 21 12 2.27 2.27 1.16 2.27 0.64 7.55 BWCPS-2118L 21 18 2.27 3.40 1.73 4.17 0.95 7.55 BWCPS-2124L 21 24 2.27 4.53 2.31 6.43 1.27 7.55 BWCPS-2130L 21 30 2.27 5.67 2.89 8.98 1.59 7.55 BWCPS-2136L 21 36 2.27 6.80 3.47 11.81 1.91 7.55 BWCPS-2412L 24 12 2.59 2.59 1.32 2.60 0.63 8.63 BWCPS-2418L 24 18 2.59 3.89 1.98 4.77 0.95 8.63 BWCPS-2424L 24 24 2.59 5.18 2.64 7.35 1.26 8.63 BWCPS-2430L 24 30 2.59 6.48 3.30 10.27 1.58 8.63 BWCPS-2436L 24 36 2.59 7.77 3.96 13.49 1.89 8.63 BWCPS-3612L 36 12 3.89 3.89 1.98 3.90 0.60 12.94 BWCPS-3618L 36 18 3.89 5.83 2.97 7.16 0.90 12.94 BWCPS-3624L 36 24 3.89 7.77 3.96 11.02 1.19 12.94 BWCPS-3630L 36 30 3.89 9.71 4.95 15.40 1.49 12.94 BWCPS-3636L 36 36 3.89 11.66 5.95 20.24 1.79 12.94 BWCPS-4212L 42 12 4.53 4.53 2.31 4.54 0.58 15.10 BWCPS-4218L 42 18 4.53 6.80 3.47 8.35 0.86 15.10 BWCPS-4224L 42 24 4.53 9.07 4.62 12.85 1.15 15.10 BWCPS-4230L 42 30 4.53 11.33 5.78 17.96 1.44 15.10 BWCPS-4236L 42 36 4.53 13.60 6.94 23.61 1.73 15.10 BWCPS-4812L 48 12 5.18 5.18 2.64 5.19 0.55 17.25 BWCPS-4818L 48 18 5.18 7.77 3.96 9.54 0.83 17.25 BWCPS-4824L 48 24 5.18 10.36 5.28 14.69 1.10 17.25 BWCPS-4830L 48 30 5.18 12.95 6.61 20.53 1.38 17.25 BWCPS-4836L 48 36 5.18 15.54 7.93 26.99 1.65 17.25 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 3. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 4. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 5. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. Bright Water 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 4 4 4 4 □ □ □ □ □ □ □ 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) 4 4 4 4 4 4 4 4 4 4 4 4 □ □ □ □ □ □ □ □ □ □ □ □ ≈ PRELIMINARY THIS DOCUMENT ISPRELIMINARY INNATURE AND IS NOTA FINAL, SIGNED ANDSEALED DOCUMENT 6410 OAK CANYONIRVINE, CA 92618949.451.9000www.theaustin.com FILE NAME DRAWN BY CHECKED BY PROJECT NUMBER SHEET TITLE SHEETNUMBER ISSUE Copyright THE AUSTIN COMPANY 2021 RE V I S I O N H I S T O R Y PROJECT TITLE OWNER CONSULTANTS A B C D E F G H J K L M N O 700 South Flower StreetSuite 2100Los Angeles, CA 90017O:213.418.0201www.kpff.com CJ 2200201 P: \ 2 0 2 2 \ 2 2 0 0 2 0 1 K i n o v a t e L a b a n d P r o d u c t i o n F a c i l i t y \ 5 C A D \ S h e e t s \ 2 2 0 0 2 0 1 - C 1 . 1 0 X D . d w g , M a y 2 6 , 2 0 2 3 - 3 : 2 6 p m PRELIMINARY REVIEW 03/24/2023 DEMOLITION PLAN C1.10 Attachment 1a: DMA Exhibit (Existing Condition) 4,371 sf 7,627.2 sf 16,584.2 sf 4,299.6 sf 4,214.3 sf 17,306.1 sf 29,039.5 sf 1,140.8 sf 2,288.5 sf 728 sf 431 sf 1,572.4 sf 241.8 sf 781.4 sf IMPERVIOUS Attachment 2a: DMA Exhibit (Existing Condition) POC #2 POC #1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1111 N 61'4/"4:J" W 457.68' \ C, ' ~ N r ro N z ~ ~ \ 10 -----\l-_ FD. 3/4" I.P. w/ .,,o PLUG MARKED "LS 4506",__,/ S74°41'42"W 1.51' FROM PROPERTY CORNER CAMINO v1olRoBL~ 6-FT WIDE EASEMENT FOR PUBLIC UTILITIES INGRESS AND EGRESS, GRANTED TO SAN DIEGO GAS & ELECTRIC COMPANY PER INST. NO. 87-328080 REC. 6/12/1987, O.R. 15-FT WIDE EASEMENT FOR WATER LINE GRANTED TO CITY OF CARLSBAD PER INST. NO. 88-167655 REC. 4/12/1988, O.R. ~ '-'"'"r---.J3 ~ II II I 17 en en N 61'47'45" W ~ _,. J --.-..-J ~ (' '<~0 z I ~ 0 ' ' EE , r" ii',"sc'--""'i'----'\'-----------"'I 0 17 CAALsllAO AI""'1il CEN= OIINERs ASSN P/J.Jl...il <JRPO!T RD /.PN , 212-l)g2-21--00 75.56' I I L- 0 10' 20' SCALE: 1 •-20' 15-FT WIDE EASEMENT FOR WATIER LINE GRANTED TO CITY OF CARLSBAD PER INST. NO. B8-167655 REC. 4/12/1988. O.R. lO' SIDE SETBACK ' ' \ GENERAL DEMOLITION NOTES: 1. CONTRACTOR TO CLEAR PROJECT SITE AREA WITHIN THE CONFINES OF THE DEMOLITION LIMIT LINE. THE CONTRACTOR SHALL DEMOLISH AND REMOVE FROM THE SITE ALL EXISTING UTILITIES, STRUCTURES, PLANTERS, TREES, AND ALL OTHER SITE FEATURES, UNUESS OTHERWISE NOTED ON THE PLAN. 2. REMOVAL OF LANDSCAPING SHALL INCLUDE ROOTS AND ORGANIC MATERIALS. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS AND SHALL PAY ALL FEES NECESSARY FOR ENCROACHMENT, GRADING, DEMOLITION AND DISPOSAL OF SAID MATERIALS AS REQUIRED BY PRIVATE, LOCAL AND STATIE JURISDICTIONS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A SITE INSPECTION TO FULLY ACKNOWUEDGE THE EXTIENT OF THE DEMOLITION WORK. 5. THE CONTRACTOR SHALL VERIFY AND LOCATIE ALL EXISTING ABOVE AND UNDERGROUND UTILITIES. LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE AND ARE SHOWN FOR GENERAL INFORMATION ONLY. 6. DAMAGE TO ANY EXISTING UTILITIES AND SERVICES TO REMAIN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR SHALL REPAIR AND/OR REPLACE IN KIND. 7. EROSION CONTROL MEASURES SHALL BE IMPUEMENTED TO PREVENT DEBRIS AND UNSUITABLE MATIERIALS FROM ENTERING STORM DRAINS, SANITARY SEWERS AND STREETS. 8. DUST CONTROL SHALL BE IMPLEMENTED DURING DEMOLITION. 9. DEMOUTION IS LIMITED TO WITHIN DEMOLITION LIMIT LINE UNUESS NOTED OTHERWISE. 10. THE CONTRACTOR SHALL VERIFY THE LOCATION AND QUANTITY OF EXISTING SURFACE STRUCTURES AND SHAUL BE SOUELY RESPONSIBLE FOR ANY UNIDENTIFIED UTILITIES, IMPROVEMENTS, TREES, ETC. TO BE DEMOLISHED AND REMOVED WITHIN THE DEMOLITION LIMIT LINE, INCLUDING APPURTENANT FOUNDATIONS OR SUPPORTS. 11. DEMOUTION CALLOUTS IN THIS SECTION ARE REPRESENTATIVE OF WHAT IS TO BE DONE, NOT AN ITEMIZED ACCOUNTING FOR EACH PIPE, CATCH BASIN, MANHOLE, VAULT, ETC. THAT IS TO BE DEMOLISHED, REMOVED AND DISPOSED OF. DEMOLITION NOTES: SCOPE BY OTHERS PROTECT-IN-PLACE OJ SIGN. DEMOLISH & REMOVE CD CATCH BASIN. 0 EUECTRICAL UNIT. REFER TO ELECTRICAL. IT] TRASH ENCLOSURE. [TI BUIUDING. ® WATER LINE. 0 TREE. ® IRRIGATION UNIT. REFER TO LANDSCAPE. 0 TREE. [I] WATIER METER. 0 FIRE HYDRANT. 0 BACKFLOW PREVENTER. [Ij RETAINING WALL. 0 CATCH BASIN. ~ CURB. @j AREA DRAIN. @J CONCRETE PAD. ~ ASPHALT CONCRETE. ~ ELECTRICAL CABINET. @J NOT USED. ~ STORM DRAIN LINE. ~ SANITARY SEWER LINE. ~ FIRE WATER LINE. ~ GUTTER. §J FENCE. LEGEND: 0 SHRUBS AND VEGETATION. 0 WATER METER. ® STREET LIGHT. (j) SIGN. ® CURB AND GUTTER. ® WALL. @ IRRIGATION PULL BOX. @ CURB. @ STORM DRAIN LINE. @ STAIRS AND ASSOCIATIE HANDRAILS @ CONCRETE SIDEWAUK. @ RAMP. @ ASPHALT CONCRETE. @ MAILBOX. @ STREET LIGHT PULL BOX. @ SECURITY CAMERA. @) AREA DRAIN. @ CONCRETE PAD. @ TRENCH DRAIN. @ GUTTER. @ RETAINING WALL @) CURB INUET. "AS BUil T" ----LIMIT LINE OF DEMOLITION PROPERTY LINE DEMOLITION LINE RCE __ _ EXP,---- RE\/1EWED BY: //I////I////I////I////I// INSPECTOR DA TIE DATE t-----,c----+-----------+---r----+---+---1 1 SH~ET I CITY OF CARLSBAD ~ ENGINEERING DEPARTMENT ~ t----t---+-----------------+---+----tt---+----1 ~G~RAD~IN~G.::P~LAN~~S~F~O~R=: ========:::..====: 935 CAMINO VIDA ROBLE (KINOVATE PRODUCTION FACIIJTY TI) DEMOLITION PLAN APPROVED: JASON S. GELDERT t-----t----i-c,,_-----------------j----j-----jr---t------i ::;EN::G;:IN:CEER;:l:=NG::::"::A::NA:CGE:CR:':::;-;:::RC::E:::6::Jg:::1:::2::::::EXC:Pl::RE:cS:::9'.::J::0::::';22~::::::D:::AIT=::::==: l-==-1~=+'-"'1 ~-------------+---1---+---+----I OWN BY: ---PROJECT NO. I DRAWING NO. DATE INITIAL ,_o_A1E_~IN_ITI_AL-+_O_AT_E~_IN_ITI_A_,L CHKD BY: __ _ ENGINEER OF WORK REVISION DESCRIPTION OllU APPROVAL CITY APPROVAL RVWD BY: (!) z -0 ~ (!) w ~ -c::: a.. ® AUSTIN COMPANY I< I N O V ATE LIFE SCIENCES LEGEND REPLACED IMPERVIOUS AREA (PREVIOUSLY IMPERVIOUS) NEWLY ADDED IMPERVIOUS AREA (PREVIOUSLY PERVIOUS) NEWLY ADDED PERVIOUS AREA Attachment 2a: DMA Exhibit (Proposed Condition) D D ~ \ \{ (/1 ,1 I / / / tr I I ' I I I I I ' IO' I E S T ACK\--H--\--+ t =------ C C/l k I 1 I r. 1 I 1 I 1 I 1 1 I l I 1 I I I t 1 I 1 ( 1 I 1 I I 1 1 I I 1 1 1 1 1 w - , lil lil ! --- .... .. .._ .•. · . . . ' . ~ . ' . . . . \ ·. ·.·· _·; ... , :-·-·~. -~-~: ,·:□ _;;; .. . ._; __ .• , •. ;_·, ·-· 7if/!ff/, .. 8 ; •. · .• . . . .-;_-~-· ......... • .. . ' :.....c. -·. _.: ......•. · • . • • -~ 5 8 I I J r\ 1 II I -~-~ --------- ------------ "" -- J .. • . t . • .• • · .. •· .. -.. • ,·. ·;. . -... ' . .• :.· ••. ··,;······: .,· - ~ . . ,;.> pt ---------~/ ##~ / / RifY \ ," ' ,/J \""~..,...-I 1==4 ,, SErfBACK LIN ( I I STORM WATER BMP CONSTRUCTION NOTES: R---R- ♦ PARTY RESPONSIBLE FOR MAINTENANCE: NAME KINOVATE LIFE SCIENCES. INC ADDRESS 1935 CAMINO VIDA ROBLE CARLSBAD. CA 92008 RIDGE LINE POINT OF COMPLIANCE CONTACT: KAZUYUKI SANADA PHONE: {760) 435-7026 CONTACT: IGHOR SALVADOR PHONE: (760) 668-1731 CONTACT: YUKI TAKAHASHI PHONE: {76~0 668-3795 PLAN PREPARED BY: /ht:, ~ - NAME JEFFREY B. GAVAZZA. P.E.'-7'//J -~~~===JL=--f-~--SIGNATIJRE COMPANY KPFF CONSULTING ENGINEERS A~~lll,,.. ADDRESS 700 SOUTH FLOWER STREET SUITE 2100 LOS ANGELES. CA 90017 PHONE NO. 213-418-0201 _d B. G./ . ·4.~ t, "--~ !:'f ~ No. C59894 ·"' BMP CONSTRUCTION AND INSPECTION NOTES: THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. ~ __ _J I ·. 11 ~ I ===II\ CERTIFICATION Exp. 12/31 /25 . * J'-?i, . CIVIL ~'<. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. 1//f/:' '!/(;~ i~ifl!, i I /J;7t;.,_ /1,tf;;ij~ 0t ~ 1 %~ 4#· %·~ 0 ~/ % EXISTING BUILDING OVERHANG. STORMWATER IN THIS AREA COLLECTED BY EX. ROOF DRAINS. !1 7 I I I I I \ I I ~ BMP NOTES: r, or· c/1.\.i~'I' 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND/OR THESE PLANS. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 1 1 \ ~ I I I I I Ii \ =1===111\ \ I ! \===1 L-====41 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. LEGEND ----LIMIT OF WORK PROPERTY LINE CONCRETE PAVING (IMPERVIOUS) AREA: 0.25 AC I : : : I I I 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 7. REFER TO GRADING PLANS FOR SPOT ELEVATIONS. BIOFILTRATION BASIN W/ NUTRIENT SENSITIVE MEDIA (PERVIOUS) AREA: 0.03 AC SYNTHETIC LAWN (PERVIOUS) AREA: 0.01 AC 'lo' ITT ill ITT ITT ===4(\j"'fil I I ~ ASPHALT (IMPERVIOUS) AREA: 0.09 AC I I WOOD DECK (IMPERVIOUS) AREA: 0.02 AC \ \ \ r:-=r:;4\ /\\\\+,~\ri110' SIDE SETB C \~ PERMEABLE PAYERS (PERVIOUS) AREA: 0.17 AC I I CONCRETE PAYERS (IMPERVIOUS) AREA: 0.03 AC \ \ ~ \ ~ KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE -NO MODIFICATIONS WITHOUT AGENCY APPROVAL 2" S UARE TUBING BMP ID# BMPTYPE SYMBOL CASQA NO. BMP TABLE QUANTITY DRAWING ND. SHEET NO.(S) INSPECTION * FREQUENCY HYDROMODIFICATION & TREATMENT CONTROL ~F-BIOFILTRATION • • ~ AREA _ BIOFIL TRA TION AREA BIOFIL TRA TION • AREA LOW IMPACT DESIGN (L.I.D.) PERMEABLE PAVERS SOURCE CONTROL © TR/I.SH ENCLOSURE ® STENCILS ® RIDGE LINE ® EDUCATIONAL BMP SIGNAGE D NO DUMPING DRANS TO OCEAN --.-- TRASH CAPTURE BMP"s 0 PIPE II SCREEN TC-32 525SF 543-SA 8 QUARTERLY TC-32 370SF 543-SA 8 QUARTERLY TC-32 420SF 543-SA 8 QUARTERLY TC-32 130 SF 543-SA 8 QUARTERLY TC-10 7,500 SF 543-SA 8, 10 SEMI-ANNUALLY SC-C 1 EA. 543-SA 8 WEEKLY SC-F 12 EA. 543-SA 8 ANNUALLY SC-B 4EA. 543-SA 3,4,5,6,8 ANNUALLY TC-50 1 EA. 543-SA 8,10 QUARTERLY "' CHOOSE FROM THE LIST BELOW FOR COMPLETING THE FIELDS IN THE INSPECTIONS & MAINTENANCE FREQUENCY COLUMNS: SITE DESIGN BMPS PROVIDED: SD-B: DISPERSE RUNOFF FROM IMPERVIOUS AREA (DISPERSION AREAS) SOURCE CONTROL BMPS PROVIDED: SC-B: BERMS AND GRADE BREAKS SC-C: WIND PROTECTION SC-F: STORM DRAIN SIGNAGE MAINTENANCE* FREQUENCY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY ANNUALLY MONTHLY ANNUALLY ANNUALLY QUARTERLY ANNUAL SEMI-ANNUALLY QUARTERLY BIMONTHLY MONTHLY AS NEEDED NONE SD-I: PERMEABLE SURFACES SD-K: SUSTAINABLE LANDSCAPING NOTE: NOTE: STORM DRAIN STENCIL PER CITY OF CARLSBAD ENGINEERING STANDARDS STANDARD DETAIL DS-1. WEEKLY 1 TIME PER YEAR NOTE: UNDERLYING HYDROLOGIC SOIL GROUP TYPE D 2 TIMES PER YEAR 3 TIMES PER YEAR 4 TIMES PER YEAR NOTE: GROUNDWATER DEPTH >20' NOTE: EDUCATIONAL BMP SIGNAGE PER CITY OF CARLSBAD BMP DESIGN MANUAL, SECTION 8.2.2.1 AND CITY OF CARLSBAD BMP l<pff 700 South Flower Street Suite 2100 "AS BUILT" RCE EXP. DATE REVIEWED BY: ED ~-T~"X12· EDUCATIONAL BMP SIGNAGE DESIGN MANUAL APPENDIX C, SECTION SC-G PER DETAIL 1, HEREON. Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com I SH~ET I INSPECTOR DATE CITY OF CARLSBAD m 0 10' 20' SCALE: 1 "=20' ENGINEERING DEPARTMENT 3 GRADING PLANS FOR: >-----+--+---------------+---------KINOVATE PRODUCTION FACILITY TI DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL GR2023-0026 APPROVED: ENGINEERING MANAGER OWN BY: __ _ CHKD BY: RVWD BY: SINGLE SHEET BMP EXHIBIT JASON S. GELDERT RCE 63912 EXPIRES 9 30 24 PROJECT NO. PD2023-0016 DATE DRAWING NO. 543-SA STANDARD MODELS (21-INCH) "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Length2 Area3 Height Model No. (in) lin) (ft) (ft') BWCPS-2112U 21 12 2.78 2.78 BWCPS-2118U 21 18 2.78 4.17 BWCPS-2124U 21 24 2.78 5.57 BWCPS-2130U 21 30 2.78 6.96 BWCPS-2136U 21 36 2.78 8.35 7,i; ~"' llm onn,· ,o,d,.,d ctn ,;,,.; rr.o;cl sl,cs ,'ddlt;rn,I ;,ocdod ~d~ Saco m co~oTI ,;,c-;,,o a,cilob'c 1 -;o"A'~<h"d n,,.;,,;,a;""'''"';~'"'tinth,;m,mc,1 "''"'-"'"'"' "" "'""'"""'~,-i,o 2 -,, 'Sa=· Le,-,,f'' ;,•fw ,,,,; ,._,-,,,,_. d;,,ea,;,,, <>I ,he "·••a '"' "'" "'"f"•-~<, ·w "".'""'·"" r-;,,e ·, ·••''''"~ ,,.,,",,l'~,-d~lvf,i,e"••.••"' '•' "" ",,.J"Sc•e~ "••-.I L"w .-,,,o,~ ,_·_,,,,.,., ;~ ,,,.,,_."'" • -,, "'"' ~,co Se<e<C ,_,,,, .. ;., ba,d o,' '"' '""'; Fcrlc·c,,-J '"'"· '"1h l.'1'' Ho~,;.,'"'"'" M ,;~ ,~ "'"'" "" Net Open Screen Area4 (ft') 1.42 2.13 2.84 3.55 4.26 Maximum Treatment Flow Rate5 (ds) 2.79 5.13 7.89 11.03 14.50 18" OPENING REFER TO SDCDS GS-5.02 5 WALL OPENING DEFLECTOR PLATE ASSEMBLY~ Trash " Bypass Storage Capacity7 Capacity6 (yd') (ds) SUPPORT 0.64 9.27 HOOPS -"" 0.96 9.27 :t 1.28 9.27 1.60 9.27 1.92 9.27 TW II . • 4 TC, WHERE APPLICABLE HINGED LID ------- ~o WALL ,/-BRACKET . , ,m, u:a;io, ,norl! « "''"""'"«:•or o.oo,·• or ""'~'~"' ""·ooMi"''~,..,,~ "'" ,;"'""" """ ,..,;,:·oo, ,•,;, ,•,o, ~»en,~ ~''" """· nor,~"-MTfR "', "'"'' '"'"' 1SF:•or ,,: ""'" e ,,"1,~, ,t.,,.,.c,µ,,"'r' a•.,1 .. , ,-ca1<hl•«s"""'' H' ... l'<.N , ,d,n.,_,,,,c,>.sh ,,.ld -1lS ''"'""'"'·;no,·osc,-,,,10e,;l,1 e,rr, ert,,.c,Lcl, ~,,,,..,;i,.~d,rr~, ,1 ,,rk, [._,, """'·'"'"'""'"""'' , ,e "s•,~,s Lara,.,,,• ass<'ne<• ,oa,-om '·''""''°"'"''"" ate•.•> <a,•·-• ,r,t, ,.c,,~· of '" oh, e•,o,s,.(>,ac·,,. ~ lhaN ~ ,-,he ~at,• .,-,I at,·-~ .e., ,.,.. d t·,e sm,ea -----24.50 --------< CONNECTOR f----21.00----, PIPE-'---~, CATCH BASIN WALL ~ . ~ ..... ·-·. . / 1:. . •• ,. ., CPS ,a· • •· : .:· ~ •• 7 10 .75 PERFORATED MESH_-- SCREEN 0 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE l 4GA. 304 STAINLESS STEEL. 3/16" (SMM) MAX HOLE SIZE. 45% MINIMUM OPEN AREA. TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. TITLE: CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION NAME DATE DRAWN JGR Dl/17/2020 CH[CKCO 1AM 01/24/2020 ENG APPR CMK Cll/24/2010 MFGAPPR EOK 0)/1)4/}070 MAH DZ/06/2020 UNLESS OTHERWISE 5PECIF1£D: OIMENSIO,\JSARE IN INCHES ----l TOLERANCES SCALE: I :12 DO NOT SCALE DRAWING! rnsa 304 STAINLESS STEEL 1-"jijf()pRIETARV -AND -C□riiFIDENTIAL THf INFORMATIOI\I (ONTAll\lm IN THI'; l'JRAWING I'; THE <;QLf PROPfRTY OF BRIGHTI.IVATl'R. ANY REPOROOUCTION IN PART OR AS A WHOLE INITl-iOUTTHE WHEEN PERMISSION OF BRIGHT\l.'ATER IS PROHIBTEO 5 T 4 6 I TRASH CAPTURE BMP I FRACTIONAL! 1/32 ANGUI.AR: MACH:!: □.5 l)fG REND ! I Cl l)EG T\NO PLACE DECIMAL :!: 0.30 TKKE'E ~LAn IJECIMAL ± O.OZO 3 P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com SIZE DWG. NO. REV A BWCPS-U-0001 A SHEET I OF5 2 N.T.S. FL TOP OF PAVEMENT lYP. NO. 8, 89, OR 9 AGGREGATE IN OPENINGS. MIN 3/16" JOINT SPACE. 2 3/8 IN. (60 MM} THICK PAVERS MAY BE USED IN PEDESTRIAN AND RESIDENTIAL APPLICATIONS. MIN 6" (lYP) \_ j ORIFICE PLATE: MIN SQUARE :.,, ~ DIMENSIONS 1.0 FT GREATER ~ THAN PIPE DIA. HOT-DIP O 0 GALVANIZED PLATE AFTER ~ n HOLES HAVE BEEN DRILLED. ( \,.J..-.-: . ..-INFLOW PIPE ce==l===''.;e' '~/ ORIFICE DIAMETER (DIA) a " fil!IE:. SIZED PER TABLE HEREON. ¾" DIA HOLE {lYP) 1. ORIFICE PLATE & FLANGE CONNECTION TO CONCRETE SHALL BE FITTED WITH 30 DUROMETER NEOPRENE RING. 2. BASIN PERFORATED PIPES TO HAVE SINGLE CONNECTION TO CATCH BASIN AT ORIFICE PLATE. ~ STAINLESS STEEL BOLT . ·1,. :.----GASKET • • • ------PLATE • 0 ,j., ' STAINLESS NUT • MIN. 6 IN. (150 MM) THICK NO. 2 STONE SUBBASE NONWOVEN GEOTEXTILE ON SUBBGRADE PER DESIGN ENGINEER 4 4 • NOTES: 1. NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. BIOF1L1RATION INFLOW PIPE HYDROMOD. WlW fl CONTROL CONSULT ICPI PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. AREA DIA. ORIFICE DIA. "'' -2. NO. 2 STONE MAY BE SUBSTITUTED WITH N0.3 OR N0.4 STONE. BF-1 6" 0.31" --- N.T.S. 3 PERMEABLE PAVERS COUNTERSINK REBAR 1" lYP. ' c., co ~ TOP OF PAVEMENT ~ ( , ~ ---'-----'--------'---+--- # 4 REBAR __________.. ANCHORING RODS 48" z "' ' N r----# 4 REBAR --- ANCHORING RODS ·• ' s· 00 z -':! • N - BF-2 6" BF 4 s· BF-5 6" N.T.S. 2 FLOW CONTROL ORIFICE PLATE BIO-RETENTION LANDSCAPING DESIGN AND PLANTING PER LANDSCAPE PLANS CLEANOUT. (PLACE ROCK AROUND PIPE) 1 12" WATER QUALllY VOLUME FINISHED GRADE OF BASIN ELEVATION AS SHOWN ON PLAN I I I I 11 ro.5" 0100 FLOOD 1 11 / !/ I . / / \ CONTROL DETENTION 'I ' I j 11 I 11 I VOLUME FOR BMP 1',.'1''.1 \1i: 1111~· 'L "BF-2" II \I • ~ • 1/\\ """'.,._0:,•:e7·_:-,·,..,..•:-:, .. :::---: . .".,-:.-:--, c.'--77.'t~•-e77Z/Z:Z/.f/2:Zp.±~-,l, .. ~"' .:=:,±\,';1,, , :..-+r1-:-1=fi:\f7f[i 1, I,fA,-ff-;R''tf-i===:;==:::fi= • • ·-'•·--•. :i\ ~ , '--1//1 \ l1\1/lY1,,·'1:;,,.;r1 I ,r111•/1JI)',,lriI1_\1/)lq,,-'1 / 3" PRrn~rME~rl y • ,'_•·\~ \\ -..... K::~\ /,'./1)1.11,.t,11_,,1/ \/1,1\1/1,i,,( '.I il)/IL,li,i l/1,,1\Jv!,.J\11l1,/1,.II/\/ 1/\ .,,,_. ~ / / _,· / / __ ._/,/ '/ ./ /_/_,· _/ MULCH ~, -~.,,_\-+--.f-----+---ll-----'""+---'=1 .LLC.L.'-""'~11 ~f----4'/Ll/, IMPERMEABLE MEMBRANE -\.,. PROVIDE PLATE WITH 15.85" _/ • 30 MIL. MIN. 18" .i DIAMETER ORIFICE FOR ENGINEERED SOIL\ Ql 00 FLOOD CONTROL FOR - 0.43" 15.85" 0.40" ---- 0.21" ----------- 24X24 PRECAST CONCRETE CATCH BASIN. JENSEN PRECAST PRODUCTS OR APPROVED EQUIVALENT. ELEVATION SHOWN ON PLAN. I ---.:.I'--HEADWALL PER PLAN OUTLET 4" ABOVE -' ~ FG OF BASIN .'2/1·. ____ IMPERMEABLE MEMBRANE 30 MIL MIN. NOTES: N.T.S. j BMP "BF-2" ONLY. \ SEE DETAIL 2 HEREON I 1 1 1 1 ~<.<c< 1. BIORETENTION ENGINEERED srnL 6" WASHED PEA GRAVEL.~~----ovo ovo"ovo"o"o"o"o"o"o"o"o"o"o"o"o"o"o o"o"o "o"o"o o"o o _, LAYER SHALL BE "SANDY LOAM" I t Wlt'Wtl v ·~· ~ v ' v ',. SOIL MIX WITH NO MORE THAN 5% 12" !f'tt.J?',,. " ' ,· • ' ··• CLAY CONTENT. ¾°' CRUSHED ROCK j "' JI AC JI I"""\ "; } • THE MIX SHALL CONTAIN 50-60% (WASHED) • \ ) , > SAND, 20-30% COMPOST OR ~ 311 MIN lA-'i 1 ........ , l.A.-'I _A,.,.'I ~I l.A-./1 l..v1 1.......,1 '( 11/1 '(,A,.,FI 'LA-/1 l.AJf lA-"I ' _.A,./ HARDWOOD MULCH, AND 20-30% I ' / • • ./ /~ / ' ./ /)~<;/< ' /~/~. .· " / / . < TOPSOIL. IMPERMEABLE MEMBRANE 1/_j/<< ,: < • • ), IMPERMEABLE MEMBRANE 30 MIL MIN. 6" ; PVC PERFORATED PIPE HYDROMODIFICATION FLOW OUTLET PIPE TO STORM DRAIN (PERFORATIONS DOWN). SINGLE CONNECTION TO CONTROL ORIFICE PLATE SEE INVERT AND SIZE PER PLAN CATCH BASIN AT ORIFICE PLATE. DETAIL 2 HEREON 4 I 4' LONG REINFORCED PRECAST WHEEL STOP N.T.S. 1 I 1YPICAL BIO-FILTRATION SECTION N.T.S. "AS BUILT" l<pff RCE EXP. DATE 700 South Flower Street Suite 2100 REVIEWED BY: Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com INSPECTOR DATE ~ CITY OF CARLSBAD m ENGINEERING DEPARTMENT GRADING PLANS FOR: >-----+--+-------------+--+----+--+--____, KINOVATE PRODUCTION FACILITY TI CIVIL DETAILS GR2023-0026 APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/24 DATE DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DA TE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL OWN BY: ---PROJECT NO. DRAWING NO. CHKD BY: ---PD2023-0016 543-5A RVWD BY: COLD WATER INLET HWR AQUA STAT RE-CIRC PUMP EXPANSION TANK TWO 2"x16" GA. GALVANIZED SEISMIC STRAPPING BOLTED TO THE WALL WITH (2) 3/DL" Ø THRU BOLTS (MIN). PROVIDE METAL STUD BLOCKING AS REQUIRED. D THERMOMETER VACUUM RELIEF VALVE HOT WATER OUTLET CP 1 WH 1 OP WT = 530 LBS TEMPERATURE AND PRESSURE RELIEF VALVE FULL SIZE DRAIN TO FLOOR SINK DRAIN TO FLOOR SINK DRAIN PAN PREMANUFACTURED STAND FINISHED FLOOR EXPANSION TANK COLD WATER SUPPLY HOT WATER TO FIXTURES HOT WATER LOOP DEDICATED RETURN LINE IMMERSION AQUASTAT TIMER CIRCULATION PUMP TO WATER HEATER CHECK VALVE SHUT-OFF VALVE (TYP.) NOTES CIRCULATION PUMP - SIZED TO MEET FLOW OF 5 GPM @ 25 FT OF HEAD PRESSURE PLUS BUILDING HEAD. 24-HOUR PROGRAMMABLE TIMER - SET TO TURN OFF THE PUMP IN OFF PEAK PERIODS. IMMERSION AQUASTAT - SET POINT 10 DEG F BELOW SET TEMPERATURE. CATCH BASIN pH SENSOR STORM PIPE NOTES: 1) pH SENSOR INSTALLED WITHIN THE CATCH BASIN MOUNTED TO UNISTRUT. pH SENSOR TO BE ABB-TB551. ENSURE SENSOR IS MOUNTED BELOW PIPE OUTLET. pH SENSOR TO COMMUNICATE WITH BMS. 2) IF pH LEVELS WITHIN NORMAL RANGE (6.3 TO 8.7), STORM WATER SHUT-OFF TO BE OPEN AND STORM WATER TO BE ROUTED TO EXISTING STORM SYSTEM. SEE CIVIL DWG, CU-XXX, FOR CONNECTION POINT. 3) IF pH LEVELS OUTSIDE NORMAL RANGE (< 6.3 OR > 8.7), STORM WATER SHUT-OFF VALVE TO CLOSE AND BMS TO ALERT USER. 4) pH ANALYZER PROGRAMMED TO ALARM IF pH PROBE READING DIFFERENCE IS GREATER THAN 0.3 Ph UNITS. 5) pH ANALYZER FAILSAFE CONDITION pH ANALYZER TROUBLE ALARM, SHALL BE SET TO SWITCH STORM WATER SHUT-OFF VALVE CLOSED. 6) TO PROTECT AGAINST FALSE ALARM CONDITIONS, pH ANALYZER HYSTERESIS SETTING AND TIME DELAY SETTING SHALL BE SET IN THE FIELD. M pH SENSOR M STORM PIPE SIDE VIEWTOP VIEW DOMESTIC COLD WATER LINE 1/2" SHUT-OFF VALVE TRAP PRIMER -SECURE TO WALL WITH BRACKET -SEE SCHEDULE ON P-XXX UNION 1/2" COPPER TUBING FLOOR DRAIN P-TRAP FLOOR ACCESS PANEL WALL SANITARY PIPE -SEE UNDERGROUND PLUMBING DWGS. CONNECT 1/2" TRAP PRIMER LINE TO P-TRAP PER MANUFACTURER'S RECOMMENDATIONS RUN 1/2" COPPER TUBING WITH POLYETHYLENE ENCASEMENT BELOW FLOOR PLUMBINGCIVIL 5'-0" 4" MIN. (TYP) EXTERIOR WALL 3' -0" M I N I M U M C O V E R DOMESTIC COLD WATER SERVICE ENTRANCE -SEE CIVIL DWGS. FOR CONTINUATION SCH. 40 STEEL PIPE SLEEZE OR 12 GA. CMP SLEEVE BITIMUS COATED INSIDE AND OUT -SEAL EACH END AND CENTER BENEATH WALL FOOTING CONCRETE THRUST BLOCK PROVIDE TIE RODS AND CLAMPS FLOOR PIPE SLEEVE THRU FLOOR - SEAL BOTH SIDES WATERTIGHT MAIN BUILDING SHUT-OFF VALVE SYSTEM DRAIN FIN. GRADE GARBAGE DISPOSAL DISCONNECT SWITCH (BY ELEC) POWER WIRING (BY ELEC) NOTES; 1.CONCEAL ALL PIPING, GARBAGE DISPOSAL, AND JUNCTION BOX IN CABINET BENEATH SINK DOUBLE BASIN PANTRY SINK - SEE PLANS FOR LOCATION(S) AND PLUMBING FIXTURE SCHEDULE FOR SINK SPECIFICATIONAIR GAP FLOOR DRAIN HOSE DISHWASHER COUNTER RUBBER CONNECTOR MI N . 2 0 " MI N . 2 0 " MI N . 3 0 " & M A X . 4 0 " M29627 S T A TE OF CA L I F O R NIA REGISTER E D P ROFESSIONAL E N G I NEER M ECHAN I C A L DONN A M .LORE N Z E N Attachment 2b: Critical Coarse Sediment Yield Area Exhibit Critical Coarse Sediment Yield Area PROJECT SITE There are no critical coarse sediment yield areas (CCSYAs) located onsite or upstream of the project. I 1935 Camino Vida Roble, Carlsbad, CA 92008 Get Directions 9 1935 Camino Vida Roble "' Places ~-0 EJ"-'S~ig'h7ts-e~ei-ng~lo.----ur----------,-l j ~a e sure 30 Buildings j 1a_,er •s chec :ed • • 0 0 Total area ~ €Si Temporary Places •· ~ ~ WMAA Data ~-0 EJ Legend ~-D EJ Watershed Boundaries ~-D EJ SD Regional WMAA Streams ~-D EJ SD NHD Streams ~-D EJ Land Use Planning ~-D EJ Floodplains ~-D EJ Channel Structures ~-D EJ Hydromod Exemptions ' "' Lavers I Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name:BMP Type: BMP Native Soil Type:BMP Infiltration Rate (in/hr): HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Pre Project Soil Type Pre-Project Slope Post Project Surface Type Area Weighted Runoff Factor (Table G.2-1)1 Surface Area Surface Area (SF) Impervious area 6,980 D Flat Concrete 1.0 0.07 489 Permeable Pavers 260 D Flat Solid Unit Pavers on granular base 0.2 0.07 4 Landscape 635 D Flat Landscape 0.1 0.07 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 7,875 Minimum BMP Size 497 Proposed BMP Size*525 * Assumes standard configuration 12.00 in 18.00 in 6.00 in 12 in 3.0 in 3.5 Notes: 1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. Underdrain Offset Bioretention Soil Media Depth Filter Coarse Gravel Storage Layer Depth Surface Ponding Depth Areas Draining to BMP City of Carlsbad 212-092-1800 D BMP Sizing Spreadsheet V3.1 0.025 Biofiltration 0.1Q2 137,650 Oceanside D 1 Kinovate KPFF Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name BMP Type: Rain Gauge Unit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac)(cfs) (in2) Impervious area Oceanside D Flat 0.571 0.160 0.009 0.13 Permeable Pavers Oceanside D Flat 0.571 0.006 0.000 0.00 Landscape Oceanside D Flat 0.571 0.015 0.001 0.01 3.75 0.010 0.15 0.43 Max Orifice Head Max Tot. Allowable Orifice Flow Max Tot. Allowable Orifice Area Max Orifice Diameter (feet)(cfs)(in2)(in) 0.008 0.009 0.13 0.400 Average outflow during surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter (cfs)(cfs)(in2)(in) Drawdown (Hrs)17.8 1 Pre-developed Condition No Orifice Required for Infiltration Facilities DMA Name D BMP Sizing Spreadsheet V3.1 City of Carlsbad 212-092-1800 Kinovate KPFF 0.1Q2 137,650 Oceanside Biofiltration Drawdown time exceeds 96 Hrs. Project must implement a vector control program. 19.0 Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name:BMP Type: BMP Native Soil Type:BMP Infiltration Rate (in/hr): HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Pre Project Soil Type Pre-Project Slope Post Project Surface Type Area Weighted Runoff Factor (Table G.2-1)1 Surface Area Surface Area (SF) Impervious area 4,150 D Flat Concrete 1.0 0.07 291 Permeable Pavers 650 D Flat Solid Unit Pavers on granular base 0.2 0.07 9 Landscape 3,050 D Flat Landscape 0.1 0.07 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 7,850 Minimum BMP Size 321 Proposed BMP Size*370 * Assumes standard configuration 12.00 in 18.00 in 6.00 in 12 in 3.0 in 3.5 Notes: 1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018. Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. Underdrain Offset 212-092-1800 0.1Q2 2 Biofiltration D 0.025 Areas Draining to BMP Surface Ponding Depth Bioretention Soil Media Depth Filter Coarse Gravel Storage Layer Depth City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name BMP Type: Rain Gauge Unit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac)(cfs) (in2) Impervious area Oceanside D Flat 0.571 0.095 0.005 0.08 Permeable Pavers Oceanside D Flat 0.571 0.015 0.001 0.01 Landscape Oceanside D Flat 0.571 0.070 0.004 0.06 3.75 0.010 0.15 0.43 Max Orifice Head Max Tot. Allowable Orifice Flow Max Tot. Allowable Orifice Area Max Orifice Diameter (feet)(cfs)(in2)(in) 0.009 0.010 0.15 0.430 Average outflow during surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter (cfs)(cfs)(in2)(in) Drawdown (Hrs)10.8 No Orifice Required for Infiltration Facilities Drawdown time exceeds 96 Hrs. Project must implement a vector control program. 212-092-1800 0.1Q2 2 Biofiltration DMA Name Pre-developed Condition City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside 12.0 Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name:BMP Type: BMP Native Soil Type:BMP Infiltration Rate (in/hr): HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Pre Project Soil Type Pre-Project Slope Post Project Surface Type Area Weighted Runoff Factor (Table G.2-1)1 Surface Area Surface Area (SF) Impervious area 5,980 D Flat Concrete 1.0 0.07 419 Permeable Pavers 180 D Flat Solid Unit Pavers on granular base 0.2 0.07 3 Landscape 490 D Flat Landscape 0.1 0.07 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 6,650 Minimum BMP Size 425 Proposed BMP Size*425 * Assumes standard configuration 12.00 in 18.00 in 6.00 in 12 in 3.0 in 3.5 Notes: 1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018. Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. Underdrain Offset 212-092-1800 0.1Q2 4 Biofiltration D 0.025 Areas Draining to BMP Surface Ponding Depth Bioretention Soil Media Depth Filter Coarse Gravel Storage Layer Depth City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name BMP Type: Rain Gauge Unit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac)(cfs) (in2) Impervious area Oceanside D Flat 0.571 0.137 0.008 0.11 Permeable Pavers Oceanside D Flat 0.571 0.004 0.000 0.00 Landscape Oceanside D Flat 0.571 0.011 0.001 0.01 3.75 0.009 0.12 0.40 Max Orifice Head Max Tot. Allowable Orifice Flow Max Tot. Allowable Orifice Area Max Orifice Diameter (feet)(cfs)(in2)(in) 0.008 0.009 0.13 0.400 Average outflow during surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter (cfs)(cfs)(in2)(in) Drawdown (Hrs)14.4 No Orifice Required for Infiltration Facilities Drawdown time exceeds 96 Hrs. Project must implement a vector control program. 212-092-1800 0.1Q2 4 Biofiltration DMA Name Pre-developed Condition City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside 16.0 Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name:BMP Type: BMP Native Soil Type:BMP Infiltration Rate (in/hr): HMP Sizing Factors Minimum BMP Size DMA Name Area (sf) Pre Project Soil Type Pre-Project Slope Post Project Surface Type Area Weighted Runoff Factor (Table G.2-1)1 Surface Area Surface Area (SF) Impervious area 895 D Flat Concrete 1.0 0.07 63 Landscape 130 D Flat Landscape 0.1 0.07 1 Gravel 1,225 D Flat Crushed Aggregate 0.1 0.07 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 2,250 Minimum BMP Size 72 Proposed BMP Size*130 * Assumes standard configuration 12.00 in 18.00 in 6.00 in 12 in 3.0 in 3.5 Notes: 1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018. Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located. Underdrain Offset 212-092-1800 0.1Q2 5 Biofiltration D 0.025 Areas Draining to BMP Surface Ponding Depth Bioretention Soil Media Depth Filter Coarse Gravel Storage Layer Depth City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside Project Name:Hydrologic Unit: Project Applicant:Rain Gauge: Jurisdiction:Total Project Area: Parcel (APN):Low Flow Threshold: BMP Name BMP Type: Rain Gauge Unit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac)(cfs) (in2) Impervious area Oceanside D Flat 0.571 0.021 0.001 0.02 Landscape Oceanside D Flat 0.571 0.003 0.000 0.00 Gravel Oceanside D Flat 0.571 0.028 0.002 0.02 3.75 0.003 0.04 0.23 Max Orifice Head Max Tot. Allowable Orifice Flow Max Tot. Allowable Orifice Area Max Orifice Diameter (feet)(cfs)(in2)(in) 0.002 0.002 0.03 0.210 Average outflow during surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter (cfs)(cfs)(in2)(in) Drawdown (Hrs)16.0 No Orifice Required for Infiltration Facilities Drawdown time exceeds 96 Hrs. Project must implement a vector control program. 212-092-1800 0.1Q2 5 Biofiltration DMA Name Pre-developed Condition City of Carlsbad 137,650 BMP Sizing Spreadsheet V3.1 Kinovate D KPFF Oceanside 17.0 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 4 4 4 □ □ □ □ □ □ □ □ The following are applicable maintenance indicators and actions for vegetated BMPs for the project. for :Ve elated BMPs Accumulation of sediment, litter, or debris Poor vegetation establishment Overgrown vegetation Erosion due to concentrated irrigation flow Erosion due to concentrated storm water runoff flow Standing water in vegetated swales used for pretreatment and / or site design BlVfPs Standing water 1n bioretention, biofiltration with partial retention, or biofiltration areas, or flow-through planter boxes* for longer than 96 hours following a stonn event** Obstructed inlet or outlet structure Damage co scrucniral components such as weirs, inlet or outlet structures Maintenance Actions Remove and properly dispose of accumulated materials, without damage to the vegetation. Re-seed, re-plant, or re-establish vegetation per original plans. Mow or trim as appropi:iate, but nor less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Repai r/re-seed/re-plant eroded areas and adjust the irrigation system. Repai r/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow en.try 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, che City Engineer shall be contacted prior to any additional repairs or reconstruction. Make appropriate corrective measures such as adjusting irrigation system, removing o bstrnctions 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 cornected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted pnor co any additional repairs or reconstruction. Make appropriate corrective measures such as inspecting/unclogging orifice opening, adjusting irrigarjon system, removing obstructions of debris or invasive vegetation, clearing underdrains (where applicable), or repai ring/ replacing clogged or compacted soils. Clear obstructions. Repai r 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 nor adopted an Alternative Compliance Program. *"'These BMPs typically include a surface ponding layer as part of their function which may t'lke 96 hours to drain foUowing a storm event. BF-1 Biofiltration E-120 Jan. 2023 Summary of Standard Inspection and Maintenance The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintain when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. The following are applicable maintenance indicators and actions for BF-1 Biofiltration for the project. BF-1 Biofiltration E-121 Jan. 2023 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Dead or diseased vegetation Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintain when needed. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly. • Replenish mulch annually, or more frequently when needed based on inspection. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintain when needed. 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. • Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. BF-1 Biofiltration E-122 Jan. 2023 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the City Engineer shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintain when needed. “25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). 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. The following are applicable maintenance indicators and actions for Trash Capture devices for the project. For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens __________________________________________________________________________ Inspection and Maintenance Guide __________________________________________________________________________ BRIGHTWATER CONNECTOR PIPE SCREEN For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 2 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens OVERVIEW: The BrightWaterTM Connector Pipe Screen (CPS) is a post-construction, stormwater Best Management Practice (BMP) designed to capture 100% of trash and debris 5mm and larger in size from stormwater systems. The device, which consists of a metal screen and mounting framework, installs in front of the outlet pipe (connector pipe) of a curb inlet or drop inlet catch basin and screens for gross pollutants such as trash and debris effectively converting an existing or new catch basin into a treatment device. The Device is typically implemented to comply with Federal, State, and Local Clean Water Act regulations and Full Trash Capture compliance. To ensure proper function of the Device and continued protection of the receiving water bodies, the Device must be regularly inspected and maintained. These requirements to inspect and maintain apply to all stormwater BMPs regardless of type, function or even brand. This guideline contains recommendations and requirements for the inspection and maintenance specific to the BrightWaterTM Connector Pipe Screen. INSPECTION OVERVIEW: A thorough inspection program is necessary to ensure the treatment Device is operating as intended and providing the necessary pollutant removal. An actively practiced inspection program can also minimize unnecessary maintenance and provide insight to the status of the CURB INLET CATCH BASIN CURB INLET OPENING CONNECTOR PIPE SCREEN GUTTER CURB MANHOLE COVER BRIGHTWATERTM CONNECTOR PIPE SCREEN INSTALLED IN A CURB INLET STYLE CATCH Figure 1- BrightwaterTM Connector Pipe Screen Diagram Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 3 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens receiving water bodies. An inspection program should be structured based on the type of treatment Device as well as the location and function of the treatment Device. It is critical to closely monitor and document the first year of operation after initial installation in order to develop a long term maintenance plan for the Device that is consistent with the environmental requirements of the installation. INSPECTION FREQUENCY AND TIMING: The BrightWaterTM Connector Pipe Screen should be inspected on a routine and recurring basis. The frequency and timing of the inspections can be variable based on the configuration of the Device, location of the Device within the drainage system, and the geographic region of installation. During the first year of operation, after initial installation, the Connector Pipe Screen should be inspected more frequently to create a baseline of understanding for operation of the Device. Subsequent years of operation can have reduced inspection provided no anomalous events occur during the year.  First Year Inspection – A minimum of three inspections in the first year are recommended. The first inspection should occur on or around the start of the rainy season with the last inspection occurring on or around the end of the rainy season. If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. Maintenance visits may coincide with inspection visits.  Second Year and Subsequent Year Inspections – A minimum of two inspections per year are recommended. The first inspection should occur on or around the start of the rainy season and the final inspection should occur on or around the end of the rainy season. If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. If during the first year inspection the Device and/or location is determined have high pollutant loadings or atypical loadings of sediment, trash and debris, additional inspections may be necessary. Maintenance visits may coincide with inspection visits. INSPECTION EQUIPMENT: The following equipment and tools are recommended to facilitate inspection of the BrightWaterTM Connector Pipe Screen:  Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest.  Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades. Maintenance thresholds for BMPs subject to siltation or heavy trash Suggested Equipment for Performing Maintenance For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 4 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens  Manhole Hook/Removal Tool or similar.  Flashlight.  Tape Measure.  Digital Camera.  A treatment Device Inspection and Maintenance form for documenting the inspection visit. (A BrightWaterTM Inspection and Maintenance form is included with this document.) INSPECTION PROCEDURES: The BrightWaterTM Connector Pipe Screen can be inspected without entry into the catch basin. The Inspection should begin by preparing and installing all safety measures followed by the inspection and documentation. Specific procedures for the inspection are detailed below:  Adorn all PPE and prepare documentation equipment.  Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the inspector(s) from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone.  Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles.  Inspect the gutter, curb face, and curb opening. – The areas outside of the catch basin should be free from debris, obstructions and standing water. The presence of any of these conditions outside of the catch basin are potential indicators of maintenance that may be necessary for the Connector Pipe Screen. If any of these maintenance indicators are encountered they should be documented and, depending on severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented.  Utilizing a flashlight, inspect the interior of the catch basin – Once outfitted with a Connector Pipe Screen, the interior of the catch basin is converted into a stormwater treatment device and acts as both the treatment and storage vessel for pollutants. 0$:t~~~~,4: .. ;~-A ] ~~ For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 5 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens Pollutants such as trash, debris, and sediment are expected to be captured inside of the catch basin. The presence of such pollutants are indicators the Device is operating as intended. Conversely, the lack of such pollutants present in the Device may be an indicator that the Device or stormwater system is not functioning as intended. The quantities of pollutants should be documented and compared with the maximum capacities for the Device and maintenance recommended as necessary.  Inspect the area behind the CPS and the Connector pipe. - The area behind the Connector Pipe Screen and the Connector Pipe itself should be free from debris, obstructions, and standing water. The presence of any of these conditions downstream of the treatment Device are potential indicators of maintenance that may be necessary for the Connector Pipe Screen treatment system. If any of these maintenance indicators are encountered, they should be documented and depending on the severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented.  Inspect the Connector Pipe Screen for physical or structural anomalies. – The CPS should be firmly mounted to the catch basin wall and floor and there should be no loose or missing hardware. No gaps in excess of 5mm should be present. Bent, Broken, or otherwise damaged structural components should documented and maintained.  Finalize the Documentation and Inspection Form – Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the inspection event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the inspection form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device.  Replace the manhole cover and remove all Work Zone Safety Equipment.  Confined Space Entry is typically not required for routine inspections of standard installations. Confined space entry protocol should be followed should circumstances require entry into the catch basin for inspection. MAINTENANCE OVERVIEW: To ensure proper function of the BrightWaterTM Connector Pipe Screen and to ensure continued protection of the receiving water bodies, the Device must be regularly maintained. A maintenance program should be structured based on the type of treatment Device as well as the location and function of the treatment Device. It is also important to incorporate data received from the inspection program into the maintenance recommendations to ensure proper function but also to minimize unnecessary maintenance. It is important to recognize that maintenance operations include a wide variety of operations and not all operations have to occur during each maintenance cycle. Maintenance may consist solely of trash and debris For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 6 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens removal or may consist of repair and replacement of components. A customized maintenance program provides the most benefit to operation while minimizing maintenance costs. MAINTENANCE FREQUENCY AND TIMING: BrightWaterTM Connector Pipe Screens should be maintained on a routine and recurring basis. The frequency and timing of the maintenance can be variable based on the configuration of the Device, location of the Device within the drainage system, and the geographic region of installation. During the first year of operation, after initial installation, the Connector Pipe Screen may need to be maintained more frequently to create a baseline of understanding for operation of the Device. Subsequent years of operation may have reduced maintenance provided no anomalous events occur during the year.  First Year Maintenance – A minimum of three maintenance visits in the first year are recommended. The first maintenance visit should occur on or around the start of the rainy season with the last maintenance visit occurring on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. Maintenance visits may coincide with inspection visits.  Second Year and Subsequent Year Maintenance – A minimum of two maintenance visits per year are recommended. The first maintenance visit should occur on or around the start of the rainy season and the final maintenance visit should occur on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. If during the first year inspection the Device and/or location is determined have high pollutant loadings or atypical loadings of sediment, trash and debris, additional maintenance visits may be necessary. Maintenance visits may coincide with inspection visits. MAINTENANCE EQUIPMENT: The following equipment and tools are recommended to facilitate maintenance of the BrightWaterTM Connector Pipe Screen:  Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest.  Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades.  Manhole Hook/Removal Tool or similar.  Flashlight. For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 7 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens  Tape Measure.  Digital Camera.  Small hand tools such as wrenches, screw drivers, and socket set.  Industrial Vacuum (Truck mounted, trailer mounted, or portable)  A treatment Device Inspection and Maintenance form for documenting the inspection visit. (A BrightWaterTM Inspection and Maintenance form is included with this document.) MAINTENANCE PROCEDURES: The BrightWaterTM Connector Pipe Screen can be routinely maintained without entry into the catch basin for most applications. Maintenance should begin by preparing and installing all safety measures followed by Inspection and documentation. Specific procedures for Maintenance are detailed below:  Adorn all PPE and prepare documentation equipment.  Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the maintenance personnel from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone.  Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles.  If during inspection it is determined the accumulated trash, debris, and sediment requires removal, an industrial vacuum should be utilized to remove the material. Using a reduced diameter suction hose, vacuum the trash, debris, and sediment from the interior of the catch basin. Figure 2 and Figure 3 illustrate typical maintenance scenarios. The suction hose is inserted through the manhole opening as illustrated in Figure 2 and Figure 3. The suction hose should be maneuvered around within the interior of the catch basin removing all trash, debris, and sediment. A pressure washing wand may be utilized to assist this process by freeing stubborn and clogged material from the screen of the Device. The suction hose should remain inside the catch basin at the front edge of the screen while the Device is being washed down. 0$:t~~~~,4: .. ;~-A ] ~~O~>t ~ For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 8 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens BRIGHTWATERTM CONNECTOR PIPE SCREEN MAINTENANCE - SCENARIO 1 MANHOLE OPENING CURB INLET OPENING CURB INLET CATCH BASIN CONNECTOR PIPE SCREEN INDUSTRIAL VACUUM HOSE OUTLET PIPE Figure 2 - BrightwaterTM Connector Pipe Screen Maintenance Scenario 1 Figure 3 - BrightwaterTM Connector Pipe Screen Maintenance Scenario 2 INDUSTRIAL VACUUM HOSE MANHOLE OPENING CURB INLET CATCH BASIN OUTLET PIPE CONNECTOR PIPE SCREEN BRIGHTWATERTM CONNECTOR PIPE SCREEN MAINTENANCE - SCENARIO 2 DEFLECTOR PLATE ASSEMBLY Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 9 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens  Trash and debris may accumulate on the top of the Deflector Plate Assembly. (See Figure 3.) This material should be removed during the maintenance visit by either utilizing the vacuum hose directly on top of the Deflector Plate or by utilizing the pressure washing wand to rinse the material from the Deflector Plate onto the floor of the catch basin where the vacuum hose can suck the material up.  Removed trash, debris, and sediment should be disposed of following local, state, and federal guidelines. Typically this material is considered non-hazardous waste and can be disposed of in the standard waste stream. If oil and grease are determined to be present amongst the trash, debris, and sediment, the material should be disposed of following local, state, and federal guidelines. Depending on oil content, this material may be classified as hazardous waste and should be disposed of according to local, state, and federal guidelines.  Finalize the Documentation and Maintenance Form – Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the maintenance event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the maintenance form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device.  Replace the manhole cover and remove all Work Zone Safety Equipment. For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 10 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens INSPECTION & MAINTENANCE FORM Site Name: ____________________________________________________________________ Site Address: __________________________________________________________________ _____________________________________________________________________________ (City) (State) (Zip Code) NPDES Tracking No. ____________________________________________________________ Owner/Operator Name: __________________________________________________________ Site Contact: __________________________________________________________________ Phone: ( ) - Email: _____________________________________________ Inspector Name: _______________________________________________________________ Phone: ( ) - Email: _____________________________________________ Date of Visit: ________/________/_____________ Time of Visit: _________________ AM / PM Type of Visit:  Scheduled  Pre-Storm  During Storm  Post-Storm  Emergency Visit Purpose:  Inspection  Maintenance  Both BMP ID BMP Location (Site Map or GPS Coordinates) Trash Load (yd3) Debris Load (yd3) Sediment Load (yd3) Screen Condition Structure Condition General Condition of BMP Corrective Action Required or Performed (Continued on next page.) 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com 11 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens INSPECTION & MAINTENANCE FORM (Continued) BMP ID BMP Location (Site Map or GPS Coordinates) Trash Load (yd3) Debris Load (yd3) Sediment Load (yd3) Screen Condition Structure Condition General Condition of BMP Corrective Action Required or Performed CERTIFICATION STATEMENT “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Print name and title: ___________________________________________________________________________ Signature:_________________________________________________________ Date:_____________________ 0 Bright Water .,, ~ I I ' I I I I I , r o s,: , ,,,, fjl ! - -- .. .._ .. -· . . . ' . ~.'. CAMINO VIDA ROBLE .... 1i///, .. . ,, ..... ·-:.··~; > ' :· . : ••. • ... ·.; ....,~_-_·: ,' '..·.L,..i~ 5 8 ~ "i~/1---.:..JI,', ------t--- 11 --------- ----------- STORM WATER BMP CONSTRUCTION NOTES: R---R-RIDGE LINE J ♦ POINT OF COMPLIANCE . ·' -' ' .. " . •. ·. . i:' . . . • . , • • . -~ ·., .--.,,,. · ... ;, ... ,; . . " PARTY RESPONSIBLE FOR MAINTENANCE: NAME KINOVATE LIFE SCIENCES, INC ADDRESS 1935 CAMINO VIDA ROBLE BMP CONSTRUCTION AND INSPECTION NOTES: ,, ----- "' 252 U 53~ u; RifY SErfBACK LIN ( I I / ~ __ _J -- 1111;1/:' '1/f;~ i1i;'!,, 1/;\\ ~///IP' /" ,~ W, ,~z WSA z 0 «,1rdJ;J~ EXISTING BUILDING OVERHANG. STORMWATER IN THIS AREA COLLECTED BY EX. ROOF DRAINS. 7 I I I / I I I ----~/ I -!~~ \ \ ," ' ,/J 1 ~~ I 1==4 ,, I ·. '1 ~ \ ===II\ I I ~ 1 1 \ ~ I I I I Ii \ =,I===\\\\ \ I ! l ==='I L-====41 'lo' ITT ill ITT ITT ===4(\j"'fil \ \ \ r:-=r7'4\ /\\\\+,~\ri110' SIDE SETB C \14,.., ~"'?" \~- \ \ \ \ .,,.,, \ \ ~ KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE -NO MODIFICATIONS WITHOUT AGENCY APPROVAL 2" S UARE TUBING CARLSBAD. CA 92008 CONTACT: KAZUYUKI SANADA PHONE: {760) 435-7026 CONTACT: IGHOR SALVADOR PHONE: (760) 668-1731 CONTACT: YUKI TAKAHASHI PHONE: {76~0 668-3795 PLAN PREPARED BY: /ht:, ~ - NAME JEFFREY B. GAVAZZA. P.E.'-7'//J -~~~===JL=--f-~--SIGNATIJRE COMPANY KPFF CONSULTING ENGINEERS A~~lll,,.. ADDRESS 700 SOUTH FLOWER STREET SUITE 2100 LOS ANGELES. CA 90017 PHONE NO. 213-418-0201 CERTIFICATION BMP NOTES: .d B. G./ . ''<~ t, "--~ !:'l ~ No. C59894 ·"' Exp. 12/31 /25 . * . CIVIL • or·c11\.i~ 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND/OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. LEGEND THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 7. REFER TO GRADING PLANS FOR SPOT ELEVATIONS. ----LIMIT OF WORK PROPERTY LINE CONCRETE PAVING (IMPERVIOUS) AREA: 0.25 AC I : : : I I I BIOFILTRATION BASIN W/ NUTRIENT SENSITIVE MEDIA (PERVIOUS) AREA: 0.03 AC SYNTHETIC LAWN (PERVIOUS) AREA: 0.01 AC I I ~ ASPHALT (IMPERVIOUS) AREA: 0.09 AC PERMEABLE PAYERS (PERVIOUS) AREA: 0.17 AC I I I I BMP TABLE WOOD DECK (IMPERVIOUS) AREA: 0.02 AC CONCRETE PAYERS (IMPERVIOUS) AREA: 0.03 AC BMP ID# BMPTYPE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) INSPECTION * FREQUENCY HYDROMODIFICATION & TREATMENT CONTROL ~F-BIOFILTRATION • • ~ AREA . BIOFIL TRA TION AREA BIOFIL TRA TION • AREA LOW IMPACT DESIGN (L.I.D.) PERMEABLE PAVERS SOURCE CONTROL © TRASH ENCLOSURE ® STENCILS ® RIDGE LINE ® EDUCATIONAL BMP SIGNAGE D NO DUMPING DRANS TO OCEAN --.- TRASH CAPTURE BMP's 0 PIPE II SCREEN TC-32 525SF 543-SA 8 QUARTERLY TC-32 370SF 543-SA 8 QUARTERLY TC-32 420SF 543-SA 8 QUARTERLY TC-32 130 SF 543-SA 8 QUARTERLY TC-10 7,500 SF 543-SA 8, 10 SEMI-ANNUALLY SC-C 1 EA. 543-SA 8 WEEKLY SC-F 12 EA. 543-SA 8 ANNUALLY SC-B 4EA. 543-SA 3,4,5,6,8 ANNUALLY TC-50 1 EA. 543-SA 8,10 QUARTERLY "' CHOOSE FROM THE LIST BELOW FOR COMPLETING THE FIELDS IN THE INSPECTIONS & MAINTENANCE FREQUENCY COLUMNS: SITE DESIGN BMPS PROVIDED: SD-B: DISPERSE RUNOFF FROM IMPERVIOUS AREA (DISPERSION AREAS) SOURCE CONTROL BMPS PROVIDED: SC-B: BERMS AND GRADE BREAKS SC-C: WIND PROTECTION SC-F: STORM DRAIN SIGNAGE MAINTENANCE* FREQUENCY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY SEMI-ANNUALLY ANNUALLY MONTHLY ANNUALLY ANNUALLY QUARTERLY ANNUAL SEMI-ANNUALLY QUARTERLY BIMONTHLY MONTHLY AS NEEDED NONE SD-I: PERMEABLE SURFACES SD-K: SUSTAINABLE LANDSCAPING NOTE: NOTE: STORM DRAIN STENCIL PER CITY OF CARLSBAD ENGINEERING STANDARDS STANDARD DETAIL DS-1. WEEKLY 1 TIME PER YEAR NOTE: UNDERLYING HYDROLOGIC SOIL GROUP TYPE D 2 TIMES PER YEAR 3 TIMES PER YEAR 4 TIMES PER YEAR NOTE: GROUNDWATER DEPTH >20' NOTE: EDUCATIONAL BMP SIGNAGE PER CITY OF CARLSBAD BMP DESIGN MANUAL, SECTION 8.2.2.1 AND CITY OF CARLSBAD BMP l<pff 700 South Flower Street Suite 2100 "AS BUILT" RCE EXP. DATE REVIEWED BY: ED ~-T~"X12· EDUCATIONAL BMP SIGNAGE DESIGN MANUAL APPENDIX C, SECTION SC-G PER DETAIL 1, HEREON. Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com I SH~ET I INSPECTOR DATE CITY OF CARLSBAD m 0 10' 20' SCALE: 1 "=20' ENGINEERING DEPARTMENT 3 GRADING PLANS FOR: >------+--+-------------+---+----+---KINOVATE PRODUCTION FACILITY TI DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL GR2023-0026 APPROVED: ENGINEERING MANAGER OWN BY: __ _ CHKD BY: RVWD BY: SINGLE SHEET BMP EXHIBIT JASON S. GELDERT RCE 63912 EXPIRES 9 30 24 PROJECT NO. PD2023-0016 DATE DRAWING NO. 543-5A SUPPLEMENTAL INFORMATION drains up to 1,200 in. p/hr synlawn.com • synlawngolf.com • (866) 796-5296 PRODUCT feature ONLY FOUND IN SYNLAWN'S EXCLUSIVE SYNLawn’s SuperDrain+™ Technology provides optimal drainage throughout the life span of the turf product in all climates and weather conditions. ASTM F1551 tested for permeability Retains product's dimensional stability Allows immediate use even after heavy rains Performs in all climates and regions TMsuperdrain+ TECHNOLOGY Offering immediate, long-term drainage without compromising the dimensional stability of our artificial grass products makes SYNLawn’s SuperDrain+™ Technology the superior drainage system compared to other turf brands. With 2X the drainage capabilities of traditional turf styles, SYNLawn’s SuperDrain+™ Technology provides consistent drainage built into our exclusive plant-based EnviroLoc+™ backing system, performing efficiently throughout the product’s lifespan. 2xdrainage0 r S U P E R YARN™ The Greenest Turf on Earth ~Enviro loc: BIOBASED BACKING SYSTEM _J SKU STX43 Grass Zone Yarn/Color PE / Field Green / Apple Grass Zone Denier 10,800 / 6 Thatch Zone Yarn/Color PE / Field Green / Beige Thatch Zone Denier 5,000 / 8 Grass Zone Yarn Shape Omega Finished Pile Height 1 1/2” Finished Pile Weight 100 oz. Backing 13PP/18PET 2pt / 22oz. EnviroLoc+™ Tuft Gauge 3/8” Total Weight 128 oz. Tuft Bind > 8 lbs. Permeability > 400 inches per / SY Features Sanitized®, EnviroLoc+™, StatBlock™ Anti-Static, DualChill™ IR Reflective, Deluster, UV Stabilizers Test Data USDA SYSTEM, ASTM D2859, E648, F1292, F1951, CAL 1350, PFA-FREE synlawn.com • synlawngolf.com • (866) 796-5296 SPECIFICATIONS SUBJECT TO CHANGE 02/07/2023 PRODUCT SPECIFICATIONS SYNTIPEDE X43 Unmatched durability with an unexpected soft touch makes this turf variety using Super Yarn™ an ideal selection for high foot traffic applications, including school playgrounds, public parks, and multiple commercial uses. Sanitized® Antimicrobial DualChill™ IR Reflective StatBlock™ Anti-Static SUPER YARN™ TECHNOLOGY ASK ABOUT OUR...USDA CERTIFIEDUSDA CERTIFIEDORGANIC INFILL ORGANIC INFILL SYSTEMSYSTEM SYNTipede X43 is a USDA Certified Bio-Based artificial grass system in combination with organic infill, able to display a unique USDA label highlighting its percentage of biobased content. LANDSCAPE PLAY PETS GOLFMULTI-SPORT Unmatched Lifetime Warranty use in all climates and regions IDEAL FOR HIGH FOOT-TRAFFIC AREAS OPTIMAL DRAINAGE > 400" p/hr r USDA CERTIFIED BIOBASED PRODUCT PRODUCT64% _J Finish Fabric English System ASTM Test Nominal Specification Value Units Method Pile Height (Nominal)1 1/2 inches D-5823 Face Weight 100 oz/yd2 D-5848 Total Fabric Weight 128 oz/yd2 D-5848 Primary Backing Weight 6 oz/yd2 D-5848 Secondary Coating Weight 22 oz/yd2 D-5848 Tuft Bind > 8 lbs.D-1335 Grab Tear Strength (Average)> 200 lbs.D-5034 Total Yarn Linear Density 15,800 Denier D-1577 Elongation to Break > 30 %D-2256 Yarn Breaking Strength > 20 lbs.D-5793 Machine Gauge 3/8 inches D-5793 Flammability Passed -D-2859 Water Permeability > 400 in/hr D-1551 Fabric Width 15 ft - Primary Yarn Polymer Polyethylene Yarn Cross Section Omega Standard Color Field Green / Apple Fabric Construction Tufted Second Yarn Polymer Thatch Polyethylene Secondary Yarn Color Field Green / Beige Primary Backing 13PP/18PET 2pt Coating Type 22 oz. EnviroLoc+ PE Yarn Denier / Ends 10,800 / 6 Texturized Thatch Denier / Ends 5,000 / 8 Warranty Period Limited Lifetime synlawn.com • synlawngolf.com • (866) 796-5296 SPECIFICATIONS SUBJECT TO CHANGE 02/07/2023 SYNTIPEDE x43 The Greenest Turf on Earth™ CADDETAILS.COM thegreenestturfonearth.com www.synlawn.com SYNLAWN 2680 ABUTMENT ROAD SE DALTON, GA 30721 TOLL FREE: 1-866-SYNLAWN FAX: (706) 277-1128 CADdetails.com PROTECTED BY COPYRIGHT ©2021 CADDETAILS.COM LTD. REVISION DATE 06/30/2021 SYNLAWN INSTALLED OVER GRADUATED AGGREGATE BASE SYNLAWN INSTALLED OVER AGGREGATE NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info AND ENTER REFERENCE NUMBER1437-267. 1437-267 AT LE A S T 2 " 4- 6 " NOT TO SCALE SECTION 1/ 2 " GEOTEXTILE NATURAL DIRT SUBGRADE (COMPACTED) SYNLAWN GRASS FIBER INFILL SEE SPECS 1"-2" LEVELING AGGREGATE 3"-4" DRAINAGE AGGREGATE 2 X 4 COMPOSITE WOOD PERIMETER BOARD STAPLE OR NAIL TURF TO COMPOSITE WOOD BORDER AT PERIMETER AND SEAMS (OPTIONAL) CONCRETE CURB (OPTIONAL) 8 I Lt~ ' ' nvnvrvrvnvn~ ~~c!f:c!f:c!f:~ ◄•SSSSSSS••►··~•·lt=,_/~~~MM~~~ ~nUnUnUnUn~ @NMv'lllAS GEOTECHNICAL REPORT PARTNER GEOTECHNICAL REPORT Kinovate Production Faci lity Tl 1935 Camino Vida Roble Carlsbad, California 92008 September 18, 2022 Partner Project Number: 21 -337276.5 Plan ID: PD2023-0016 Permit ID: GR2023-0026 Prepared for: Nitto Denko Technical Corp 50 1 Via Del Monte Oceanside, California 92058 Engineers who understand your business PARTNER Greg Holmquist Nitto Denko Technical Corp 501 Via Del Monte Oceanside, California 92058 Subject: Geotechnical Report Solvent Tank Farm and Interior Platforms -Carlsbad Airport 1935 Camino Vida Roble Carlsbad, California 92008 Partner Project No.: 21 -337267.5 Dear Greg Holmquist: September 18, 2022 Partner Assessment Corporation (Partner) presents the following general oprnIon regarding the geotechnical conditions at the subject site, based on the information contained within this geotechnical report and our general experience with construction practices and geotechnical conditions on other sites. This statement does not constitute an engineering recommendation. • The geotechnical conditions on the site related to the planned construction are expected to be similar to more difficult in comparison with other similar sites*; given the presence of clayey soils on site and the existing development and utilities. The descriptions and findings of our geotechnical report are presented for your use in this electronic format as shown in the hyperlinked outline below. To return to this page after clicking a hyperlink, hold "alt" and press the "left arrow key" on your keyboard. Geotechnical Executive Summary Report Overview and Limitations Geologic Conditions and Hazards 1.0 2.0 3.0 4.0 5.0 Geotechnical Exploration and Laboratory Results Geotechnical Recommendations Figures & Appendices We appreciate the opportunity to be of service during this phase of the work. Sincerely, Matthew Marcus, P , Principal Geotechnical Engineer/Geologist Yuri Kawashima, GIT Project Geologist Andrew . , Senior Engineer * "similar sites" refers to sites with similar planned and current use, where we have recently performed similar work, and is a general statement not based on statistical analysis. 800-419-4923 www.PARTNEResi.com 1. GEOTECHNICAL EXECUTIVE SUMMARY The executive summary is meant to consolidate information provided in more detail in the body of this report. This summary in no way replaces or overrides the detailed sections of the report. Geologic Zones and Site Hazards The site is located in the City of Carlsbad within the Peninsular Ranges geomorphic province of the State of California. Surficial geology at the site is mapped as Santiago formation deposits. The unit is Eocene in age and form widespread deposits in this area. The site sits on top of a roughly 50 ft steep hillside and slopes down towards the northwest. The subject property is currently developed with an office building with associated landscaping and parking lot. The site may be impacted by existing buried foundations, utility lines, undocumented fills as well as other remnants of previous construction and landscaping. The site appears to have been previously undeveloped before 1988. This portion of the state is prone to seismic ground shaking. No other geological hazards are known or suspected on the site. No other geological hazards are known or suspected on the site. Excavation Conditions We anticipate excavations on the site to depths of up to 5 feet for tank foundations and/or slabs on grade and 5 feet for utilities. Based on our data, conventional construction equipment in good working condition should be able to perform the planned excavations. As previously mentioned, buried utility lines, undocumented fills as well as other remnants of previous construction may be present on the site. Native sandy soils may contain cohesionless material which could also cave or be difficult to remove. This may require additional planning and equipment. Groundwater was not encountered on the site in our borings at the time of drilling. However, groundwater levels fluctuate over time and may be different at the time of construction and during the project life. Foundation/Slab Support We recommend that the new tanks and perimeter block wall be supported on mat foundations or structural slab with a minimum 18 inch tum down at the edges and supported on a minimum of 36-inches of compacted on site soil. This can be accomplished over excavating under the foundation system to a depth of 24 inches then scarifying moisture conditioning and recompacting an additional 12-inches within the on-site non-expansive (Pl<20) soils. The proposed platforms and other auxiliary structures may be supported on shallow footings founded on 12-inches of reworked and compacted on-site non-expansive (Pl <20) soils. Slabs-on-grade for the proposed patio areas and other flat work should be founded on 12-inches of reworked and compacted non- expansive (Pl<20) fill. The base of excavation for new foundations and slabs-on-grade should be evaluated by the engineer, with additional removal of soft or deleterious material if needed and should then be compacted in- place prior to the placement of new fills or foundations. Areas for new slabs on grade should be evaluated by proofrolling with soft, unstable areas removed and replaced with compacted fill. Soil Reuse Based on our borings site soils will generally be usable as structural fill provided it is free of deleterious material. Low to non-plastic soils (Pl <20), as well as existing structural materials such as concrete, asphalt, crushed aggregate, or others could potentially be re-used as site fills if processed to meet fill requirements on the site. We anticipate that some volume loss may occur in native soils after compaction, and this should be accounted for in the contractor's grading estimates. We recommend engineered fill for the site be moisture conditioned and compacted to at least 95% of the maximum dry density in accordance with ASTM D1557 and Appendix C of this report. Loading Docks Geotechnical Report Project No. 21 -337267.5 September 18, 2022 Page 1 Proofrolled/Compacted Subgrade 7 in concrete/ 4 in aggregate base PARTNER 2. REPORT OVERVIEW & LIMITATIONS 2.1 Report Overview To develop this report, Partner accessed existing information and obtained site specific data from our exploration program. Partner also used standard industry practices and our experience on previous projects to perform engineering analysis and provide recommendations for construction along with construction considerations to guide the methods of site development. The opinions on the cover letter of this report do not constitute engineering recommendations, and are only general, based on our recent anecdotal experiences and not statistical analysis. Section 1.0, Executive Geotechnical Summary, compiles data from each of the report sections, while each of sections in the report presents a detailed description of our work. The detailed descriptions in Section 5.0 and Appendix C constitute our engineering recommendations for the project, and they supersede the Executive Geotechnical Summary. The report overview, including a description of the planned construction and a list of references, as well as an explanation of the report limitations is provided in Section 2.0. The findings of Partner's geologic review are included in Section 3.0 Geologic Conditions and Hazards. The descriptions of our methods of exploration and testing, as well as our findings are included in Section 4.0 Geotechnical Exploration and Laboratory Results. In addition, logs of our exploration excavations are included in Appendix A of the report, and laboratory testing is included in Appendix B of the report. Site Location and Site Plan maps are included as Figures in the report. 2.2 Assumed Construction Partner's understanding of the planned construction was based on information provided by the project team. The proposed site plan is included as Figure 2 to this report. Partner's assumptions regarding the new construction are presented in the below table. Proposed Use: Building footprint/height Land Acreage (Ac): Expected Cuts and Fills Type of Construction: Foundations Type Anticipated Loads Traffic Loading Site Information Sources: Geotechnical Report Project No. 21 -337267.5 September 18, 2022 Page 2 Project Data Solvent Tank Farm for ten tanks with perimeter block wall Tank Farm: 3,000 sf with 12 ft high walls, Loading Zone: 2,000 sf with 7 ft high wall Four interior platforms roughly 500 to 1,000 sf Approximately 3 acres Up to 5 feet of cut Stainless steel solvent tanks on concrete pad with masonry walls, four new platforms with grade beam and Assumed Mat foundation for proposed tanks and slab on grade and/or conventional spread foundation for proposed platforms and auxiliary structures Assumed mat foundations with 85-kip tanks, grade beam and isolated spread foundations for platforms, embedded pipe/flagpole foundations Occasional heavy truck traffic No site plans showing planned construction were provided at the time of this report PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 3 2.3 References The following references were used to generate this report: California Geological Survey (CGS), Note 36, California Geomorphic Provinces, 2002. California State Water Resource Control Board (SWRCB), GeoTracker tool, accessed 8/1/2022 Federal Emergency Management Agency, FEMA Flood Map Service Center, accessed 8/1/2022 Google Earth Pro (Online), accessed 8/1/2022 Historic Aerials by NETR Online, accessed 8/1/2022 National Geologic Map Database, Miller, F.K., and Cossette, P.M., 2004, Preliminary geologic map of the Big Bear City 7.5' quadrangle, San Bernardino County, California, U.S. Geological Survey; Open-File Report OF- 2004-1193, scale 1:24,000 Partner Engineering and Science, Inc., OSHPD Seismic Design Maps, accessed online 8/1/2022 United States Department of Agriculture, Web Soil Survey, accessed online 8/1/2022 United States Geological Survey, California Interactive Geologic Map accessed 8/1/2022 United States Geological Survey, Lower 48 States 2014 Seismic Hazard Map, accessed online 8/1/2022 United States Geologic Survey, Earthquake Hazards Program (Online), accessed 8/1/2022 2.4 Limitations The conclusions, recommendations, and opinions in this report are based upon soil samples and data obtained in widely spaced locations that were accessible at the time of exploration and collected based on project information available at that time. Our findings are subject to field confirmation that the samples we obtained were representative of site conditions. If conditions on the site are different than what was encountered in our borings, the report recommendations should be reviewed by our office, and new recommendations should be provided based on the new information and possible additional exploration if needed. It should be noted that geotechnical subsurface evaluations are not capable of predicting all subsurface conditions, and that our evaluation was performed to industry standards at the time of the study, no other warranty or guarantee is made. Likewise, our document review and geologic research study made a good-faith effort to review readily available documents that we could access and were aware of at the time, as listed in this letter. We are not able to guarantee that we have discovered, observed, and reviewed all relevant site documents and conditions. If new documents or studies are available following the completion of the report, the recommendations herein should be reviewed by our office, and new recommendations should be provided based on the new information and possible additional exploration if needed. This report is intended for the use of the client in its entirety for the proposed project as described in the text. Information from this report is not to be used for other projects or for other sites. All of the report must be reviewed and applied to the project or else the report recommendations may no longer apply. If PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 4 pertinent changes are made in the project plans or conditions are encountered during construction that appear to be different than indicated by this report, please contact this office for review. Significant variations may necessitate a re-evaluation of the recommendations presented in this report. The findings in this report are valid for one year from the date of the report. This report has been completed under specific Terms and Conditions relating to scope, relying parties, limitations of liability, indemnification, dispute resolution, and other factors relevant to any reliance on this report. If a building permit is obtained for the project based on the submittal of this report, it would become the design geotechnical report for the project. If parties other than Partner are engaged to provide construction geotechnical special inspection services, they will also be required to assume construction geotechnical engineer of record (GEOR) services as well. To confirm this, they should issue a letter concurring with the findings and recommendations in this geotechnical design report or providing alternate recommendations prior to the start of construction. The GEOR should be directly involved in the construction process, provide engineering review the special inspection reports on a daily basis, and sign off at the end of the project that the construction was done per the geotechnical design report. If Partner is not the GEOR, we should be contacted as the design geotechnical engineer in the case of changed conditions or changes to the planned construction. Interpretation of the design geotechnical report during construction, response to project RFI’s, and oversight of special inspectors and quality control testing is to be handled by the GEOR. Partner can provide a proposal for special inspection and GEOR services upon request. PARTNER 3. GEOLOGIC CONDITIONS & HAZARDS This section presents the results of a geologic review performed by Partner, for the proposed new construction on site. The general location of the project is shown on Figure 1. 3.1 Site Location and Project Information The planned construction will be situated on a currently developed parcel within a mostly commercial area of Carlsbad, California. The subject property is currently developed with a commercial office building with associated landscaping and parking lot. The site sits on top of a roughly 50 ft steep hillside and slopes down towards the northwest with the elevations on site gently sloping to the northeast towards the building. A storm drain inlet is located at the approximate lowest point of the existing site within the proposed tank far, buried utilities may impact the development of the site. The site appears to have been previously undeveloped before 1988. The immediately surrounding properties consist of Camino Vida Roble followed by commercial buildings to the north, and commercial buildings to the east, south, and west. Figures 2 and 3 present the project site and the locations of our site explorations. Based on our review of available documents, the site has had the following previous uses: Historical Use Information Period/Date Source Description/Use 1893-1985 Aerial Photographs, Interviews, Topographic Maps Undeveloped / Native Land 1988-Present Aerial Photographs, Building Records, City Directories, Commercial / Current Use Interviews, Onsite Observations, Sanborn Maps 3.2 Geologic Setting The subject property is situated in the coastal portion of the Peninsular Ranges physiographic province of the State of California. The uppermost geologic unit underlying the soils at the subject property is Santiago Formation. The unit generally consists of three parts-The basal member consisting of buff and brownish gray, massive, coarse-grained, poorly sorted arkosic sandstone. Middle member consists of generally green and gray, very fine-to medium-grained, arkosic sandstone, with common calcite-cemented concretions and frequent interbeds of multicolored clayey sandstone and claystone. The lower member generally consists of green, unfossiliferous, massive mudstones. The unit as a whole is mid-Eocene in age and form widespread deposits in this area. The subject property is largely mapped as Huerhuero loam according to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Web Soil Survey online database. The Huerhuero series consists of very deep, moderately well drained soils that formed in alluvium derived from material weathering from sandstone and other sedimentary rocks. A general summary of the geologic data compiled for this project is provided in the below table. Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 5 PARTNER I Geologic Data Parameter Value Source Geomorphic Zone Peninsular Ranges CGS Ground Elevation 240-258 feet above MSL (Mean Sea Level) USGS, Google Earth Pro Flood Elevation Zone A -(Inside 100 Year Flood Plain) FEMA Seismic Hazard Zone Moderate USGS Geologic Hazards Ground shaking CGS, San Diego County Surface Cover Asphalt cover / Grass and Topsoil Partner Borings Site Modifications Previous undeveloped land Historic Aerials, Partner ESA Surficial Geology Santiago Formation USGS Depth to Bedrock Unknown Partner Borings Groundwater Depth Not Encountered Partner Borings Historical Groundwater Depth 5 feet in nearby wells RWQCB Geo Tracker 3.3 Geologic Hazards California is tectonically active and contains numerous large, active faults. As a result, geologic hazards with the greatest potential to affect California include earthquakes and related hazards such as tsunamis, landslides, liquefaction, and ground shaking. According to the USGS Unified Hazard Deaggregation Tool, the faults most relevant to the site are the Rose Canyon (9.6 miles from the site, Mmax: 6.97), Oceanside (16.6 miles from the site, Mmax: 7.1), and Elsinore (35.6 miles from the site, Mmax: 7.63). According to CGS and San Diego County geologic hazard maps, the site will be subject to ground shaking. No other geologic hazards are known or suspected to impact the site. State, County, City, and other jurisdictions in seismically active areas update seismic standards on a regular basis. The design team should carefully evaluate all of the building requirements for the project. 3.4 Seismic Design Parameters The site latitude and longitude are 33.1224939 degrees N and -117.2867622 degrees W respectively. Based on the recent edition of ASCE 7-16, a site-specific ground motion hazard analysis (GMHA) is required for sites with • Structures on Site Class E with Ss greater than or equal to 1.0 • Structures on Site Class D and E sites with S1 greater than or equal to 0.2 However, exemptions are: 1) Structures on Site Class E sites with Ss greater than or equal to 1.0, provided the site coefficient Fa is taken as equal to that Site Class C. 2) Structures on Site Class D with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. 12.8-2 for values of T < = 1.S*Ts and taken as equal to 1.5 times the value computed in accordance with either. Eq. (12.8-3) for 1.5 Ts <=T <=Tl or Eq. (12.8-4) for T> Tl Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 6 PARTNER 3) Structures on Site Class E with S, greater than or equal to 0.2 provided that Tis less than or equal to Ts and the equivalent static force procedure is used for design. 4) Structures that have a fundamental period of vibration equal to or less than 0.5 s, site response analysis is not required to determine spectral accelerations for liquefiable soils. Rather, a site class is permitted to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fv determined from Tables 11.4-1 and 11.4-2. of ASCE 7-16. We assume that the site qualifies for exemption #4. Therefore, a site-specific ground motion hazard analysis is NOT needed for this site. In accordance with exemption #4, the proposed structure is assumed to have a fundamental period of vibration equal to or less than 0.5 sand a site class is permitted to be determined in accordance with Section 20.3 of ASCE 7-1 6. Based on Section 20.3 of ASCE 7-16, boring logs, and SPT N values, the site is determined to be Site Class D. The site qualifies for exemption #2. Therefore, a site-specific ground motion hazard analysis is NOT needed for this site. In accordance with exemption #2, Cs should be taken as equal to 1.5 times the value computed in accordance with either: Eq. (12.8-3) for 1.5 Ts < =T < =TL or Eq. (12.8-4) for T> TL Cs=So,/(R/le) (ASCE 7-16, Equation 12.8-3) with TL =8 seconds Based on boring logs and SPT N values, the site is determined to be Site Class D. Using information obtained from the SEAOC (Structural Engineers Association of California) / OSHPD (Office of Statewide Health Planning and Development) Seismic Design Maps for ASCE 7-16, for a Site Class of D and risk category of II, the following values were obtained as shown on the below table. Seismic Item Site Classification F. s. SMs Sos PGAM Geotechnical Report Project No. 21 -337267.5 September 18, 2022 Page 7 Value D (Stiff Soils) 1.098 1.004g 1.103g 0.735g 0.510g Seismic Item Value Seismic Design Category D Fv 1.935 s, 0.365g SM1 0.706g 501 0.471g Design PGA (2/3 PGAM) 0.340g PARTNER 4. GEOTECHNICAL EXPLORATION & LABORATORY RESULTS Our evaluation of soils on the site included field exploration and laboratory testing. The field exploration and laboratory testing programs are briefly described below. Data reports from the field exploration and laboratory testing are provided in Appendix A and Appendix B. respectively. 4.1 Soil Borings The soil boring program was conducted on July 25, 2022. Four (4) borings, designated B1 through B4, were completed within the vicinity of the proposed tank farm. An additional two (2) borings, designated HA 1 and HA2, where conducted within the interior of the existing building in the footprint of the proposed interior platform. Borings for the tank farm were completed by the use of a truck-mounted drill rig using hollow- stem auger and the interior borings were completed using hand auger drilling techniques. The borings were drilled to depths ranging from approximately 5 to 20 feet. Two (2) infiltration tests, designated P1 and P2, were also conducted at a depth of 5 feet. The approximate locations of the exploratory borings and percolation tests are shown on Figure 2. Logs of subsurface conditions encountered in the borings were prepared in the field by a representative of Partner Engineering. Soil samples consisting of modified California split-spoon samplers (CalMod) and Standard Penetration Tests (SPT) samples were collected at approximately 2.5 and 5-foot depth intervals and were returned to the laboratory for testing. The Cal Mod samples were performed in general accordance with ASTM D 3550 and SPTs were performed in general accordance with ASTM D 1586. Typed boring logs were prepared from the field logs and are presented in Appendix A. A summary table description is provided below: Surficial Geology Strata Depth to Bottom of Layer (bgs*) Description Surface Cover Up to 12 inches Asphalt, Grass over topsoil Native Stratum 1 > 21.5 feet Sandy clayey soils Groundwater Not Encountered Partner Borings Bedrock Not Encountered Partner Borings 4.2 Groundwater Groundwater was not encountered to a maximum depth explored of 21.5 feet on the site at the time of drilling. However, groundwater levels fluctuate over time and may be different at the time of construction and during the project life. Based on our review of nearby water wells, historical high groundwater is believed to be at approximately 5 feet below the ground surface. Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 8 PARTNER 4.3 Laboratory Evaluation Selected samples collected during drilling activities were tested in the laboratory to assist in evaluating engineering properties of subsurface materials at the site. The results of laboratory analyses are presented in Appendix B. 4.4 Infiltration Tests Two tests designated P1 through P2 were performed using the percolation test procedure as outlined by San Diego Country standards. The borings were 8 inches in diameter and lined with screened 3-inch diameter pipes. Well screens were installed from near the bottom of the borings to ground surface. The annular space of the well screen sections was filled with #3 Monterey sand. Subsequent to completion of well installation, the casings were then filled with water and allowed to presoak. Upon completion of testing the percolation rate measured in the field was converted into an infiltration rate using the Porchet methods. Percolation Test Locations can be found on Figures 2 and 3. Boring logs and Percolation test data can be found in Appendix A, and is summarized below: Test Number Location Elevation of Tested Area Pre-soak Depth Test Start Depth Final Water Drop Un-factored Infiltration Rate Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 9 P1 See Figure 2 2S7 ft 1 ft 1 ft. 0.00 in. 0.13 in./hr P2 See Figure 2 257 ft 1 ft 1.1 ft 0.06 in. 0.03 in,/hr PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 10 5. GEOTECHNICAL RECOMMENDATIONS & PARAMETERS The following discussion of findings for the site is based on the assumed construction, geologic review, results of the field exploration, and laboratory testing programs. The recommendations of this report are contingent upon adherence to Appendix C of this report, General Geotechnical Design and Construction Considerations. For additional details on the below recommendations, please see Appendix C. 5.1 Geotechnical Recommendations The proposed construction is generally feasible from a geotechnical perspective provided the recommendations and assumptions of this report are followed. Geologic/General Site Considerations • The site is located in the City of Carlsbad within the Peninsular Ranges geomorphic province of the State of California. Surficial geology at the site is mapped as Santiago formation deposits. The unit is Eocene in age and form widespread deposits in this area. The site sits on top of a roughly 50 ft steep hillside and slopes down towards the northwest. The subject property is currently developed with an office building with associated landscaping and parking lot. The site may be impacted by existing buried foundations, utility lines, undocumented fills as well as other remnants of previous construction and landscaping. The site appears to have been previously undeveloped before 1988. This portion of the state is prone to seismic ground shaking. No other geological hazards are known or suspected on the site. No other geological hazards are known or suspected on the site. Excavation Considerations • We anticipate excavations on the site to depths of up to 5 feet for tank foundations and/or slabs on grade and 5 feet for utilities. Based on our data, conventional construction equipment in good working condition should be able to perform the planned excavations. As previously mentioned, buried utility lines, undocumented fills as well as other remnants of previous construction may be present on the site. Native sandy soils may contain cohesionless material which could also cave or be difficult to remove. This may require additional planning and equipment. Groundwater was not encountered on the site in our borings at the time of drilling. However, groundwater levels fluctuate over time and may be different at the time of construction and during the project life. • Appendix C further discusses excavation recommendations in the following sections, which can be accessed by clicking hyperlinks: Earthwork, Underground Pipeline, Excavation De-Watering. Mat Foundations • We recommend that the new tanks and perimeter block wall be supported on mat foundations or structural slab with a minimum 18 inch turn down at the edges and supported on a minimum of 36-inches of compacted on site soil. This can be accomplished over excavating under the foundation system to a depth of 24 inches then scarifying moisture conditioning and recompacting an additional 12-inches within the on-site non-expansive (PI<20) soils. PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 11 • The base of excavation for new foundations and slabs-on-grade should be evaluated by the engineer, with additional removal of soft or deleterious material if needed and should then be compacted in-place prior to the placement of new fills or foundations. Areas for new slabs on grade should be evaluated by proofrolling with soft, unstable areas removed and replaced with compacted fill. • Section 5.2 of this report provides a table outlining the embedment depth, bearing capacity, settlement and other parameters for foundation design and construction. Recommendations for a deep foundation option can be provided upon request. Auxiliary Foundations • The proposed platforms, retaining walls, and other auxiliary structures may be supported on shallow footings founded on 12-inches of reworked and compacted on-site non-expansive (PI<20) soils. • Slabs-on-grade for the proposed patio areas and other flat work should be founded on 12-inches of reworked and compacted non-expansive (PI<20) fill. • The base of excavation for new foundations and slabs-on-grade should be evaluated by the engineer, with additional removal of soft or deleterious material if needed and should then be compacted in-place prior to the placement of new fills or foundations. Areas for new slabs on grade should be evaluated by proofrolling with soft, unstable areas removed and replaced with compacted fill. • Proposed foundations for embedded pipes and/or poles can be designed using the methods outlined in Title 24, Part 2, Chapter 1807.3 of the 2016 California Building Code. • Section 5.2 of this report provides a table outlining the embedment depth, bearing capacity, settlement and other parameters for foundation design and construction. Recommendations for a deep foundation option can be provided upon request. On-Grade Construction Considerations • In new structural areas of the site, all remnants of previous construction, vegetation and/or deleterious materials should be completely removed to exposed clean subgrade soil. In new fill, structural, and pavement areas, cleaned subgrade should be proofrolled and evaluated by the engineer with a loaded water truck (4,000 gallon) or equivalent rubber-tired equipment. In locations where proofrolling is not feasible, probing, dynamic cone penetration testing, or other methods may be employed. Soft or unstable areas should be repaired per the direction of the engineer. Once approved, the subgrade soil should be scarified to a depth of 24 inches, moisture conditioned, and compacted as engineered fill. Improvements in these areas should extend laterally beyond the new structure limits 2 feet or a distance equal to or greater than the layer thickness, whichever is greater. This zone should extend vertically from the bearing grade elevation to the base of the fill. The thicknesses of the layer, settlement estimates, and modulus values are provided on the design tables in the next section. PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 12 • Based on our borings, we anticipate that some over-excavation may result from proofrolling operations. In areas where deep instability is encountered, we recommend test pits be excavated and an engineer be called to perform an evaluation of the issue and to propose a resolution. Such resolutions may include but are not limited to: the use of geotextiles, chemical treatments (soil cement, hydrated lime, etc.) thickened slabs or pavements sections, lime-treated aggregate base, or others. Pavement sections provided in Section 5.2 are based on approved, compacted in-place soils being used in the subgrade. If subgrade conditions in the upper 3 feet of pavement areas vary or are improved, the pavement sections may be modified. • Appendix C provides additional recommendations for foundations in the following sections: Cast- in-place Concrete, Foundations, Earthwork, Paving, Subgrade Preparation which can be accessed by clicking the hyperlinks. Soil Reuse Considerations • Based on our borings majority of the site soils will generally be usable as structural fill provided it is free of deleterious material. Low to non-plastic soils (PI<15), as well as existing structural materials such as concrete, asphalt, crushed aggregate, or others could potentially be re-used as site fills if processed to meet fill requirements on the site. We anticipate that some volume loss may occur in native soils after compaction, and this should be accounted for in the contractor's grading estimates. We recommend engineered fill for the site be moisture conditioned and compacted to at least 95% of the maximum dry density in accordance with ASTM D1557 and Appendix C of this report. • Appendix C provides additional recommendations for foundations in the following sections: EARTHWORK, SUBGRADE PREPARATION which can be accessed by clicking the hyperlinks. Geotechnical Concrete and Steel Construction Considerations • Soil/rock may be corrosive to concrete. We recommend using corrosion resistant concrete (e.g. Type II/V Portland Cement, a fly ash mixture of 25 percent cement replacement, and a water/cement ratio of 0.45 or less) as directed by the producer, engineer or other qualified party based on their knowledge of the materials and site conditions. Concrete exposed to freezing weather should be air-entrained. Mix designs should be well-established and reviewed by the project engineers prior to placement, to verify the design is appropriate to meet the project needs and parameters provided in this report. Quality control testing should be performed to verify appropriate mixes are used and are properly handled and placed. Please refer to Appendix C, Cast In-Place Concrete for more details. • Soil/rock may be corrosive to un-protected metallic elements such as pipes, poles, rebar, etc. We recommend the use of coatings and/or cathodic protection for metals in contact with the ground, as directed by the product manufacturer, engineer or other qualified party based on their knowledge of the materials to be used and site soil conditions. PARTNER Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 13 Site Storm Water Considerations • Surface drainage and landscaping design should be carefully planned to protect the new structures from erosion/undermining, and to maintain the site earthwork and structure subgrades in a relatively consistent moisture condition. Water should not flow towards or pond near to new structures, and high water-demand plants should not be planned near to structures. Appendix C provides additional recommendations for foundations in the following sections: SITE GRADING AND DRAINAGE, WATER PROOFING which can be accessed by clicking the hyperlinks. • We recommend consulting with the landscape designer and civil engineer regarding management of site storm water and irrigation water, as changes in moisture content below the site after construction will lead to soil movement and potential distress to the building. PARTNER 5.2 Geotechnical Parameters Based on the findings of our field and laboratory testing, we recommend that design and construction proceed per industry accepted practices and procedures, as described in Appendix C. General Geotechnical Design and Construction Considerations (Considerations). Preeared Sub rade Parameters -(hyperlink to Construction Considerations) Prepared Subgrade Parameters Structure Design Cover Bearing Surface a Static Values Depth Settlement d Slab on Grade for k=150 pci b N/A Re-worked non-expansive (Pl <20) site <1 inch proposed patios q.u = 1 00 psf< soil 12 inches in thickness and other flat work µ = 0.35 Spread q.u = 2.5 ksf< 18 inches Re-worked non-expansive (Pl <20) site <1 inch Foundations µ = 0.35 soil 12 inches in thickness Mat-Type k=150pci b 18 inches Re-worked non-expansive (Pl <20) site <1.5 inches Foundation q.u = 2.0 ksf< soil 36 inches in thickness µ = 0.40 0 Repairs in bearing surface areas should be structural fill per the recommendation of the Earthwork section of Appendix C that is moisture conditioned to within 3 percent below to optimum moisture content and compacted to 95 percent or more of the soil maximum dry density per ASTM D 1557. b Subgrade modulus value "k", assuming the grade slab is supported by aggregate layer roughly equal to slab thickness (minimum 4 inches), as required for capillary break. c Can be increased by 1/3 for temporary loading such as seismic and wind, allowable parameters, estimated FS of 2.5. d Differential settlement is expected to be half to ¾ of total settlement. Mat foundations are subject too subgrade modulus reduction factor based on the size of the foundation as shown in the bellow equation: Where: K = Unit Subgrade Modulus KR = Reduced Subgrade Modulus B = Equivalent Foundation Width Geotechnical Report Project No. 21 -337267.5 September 18, 2022 PARTNER Page 14 Pavement Desi n and Construction Recommendations • In our experience we recommend that multiple different pavement sections be considered for the project for economic and performance reasons. For drive-thru lanes and trash enclosures we recommend that thickened reinforced concrete pavement be utilized. For heavily used and ADA parking spaces, etc., we recommend the use of thinner reinforced concrete pavement. We understand that asphalt is not planned, however, if plans change, we recommend a heavy-duty aspha lt pavement section, and thinner sections can be used in the parking field if any. We recommend concrete pavements consist of local DOT, or otherwise jurisdictionally approved mixes, and that paving cross slopes, curbs, and other features conform to the applicable local standard specifications and details. • The following sections are provided for native soil subgrade conditions. If imported fill is used, the section may need to be adjusted. This information assumes that construction will proceed per the provided Construction Considerations, presented in Appendix C. Paving Structural Sections -(hyperlink to Construction Considerations) Pavement Sections Roadway Type Subgrade Preparation a Pavement Section be Parking Area Light Duty Proofrolled/Compacted Subgrade 3 in concrete/ 4 in aggregate base Parking Area Heavy Duty Proofrolled/Compacted Subgrade 6 in concrete/ 4 in aggregate base ADA Parking Spaces Proofrolled/Compacted Subgrade 6 in. concrete/ 5 in. Aggregate Base Loading Docks Proofrolled/Compacted Subgrade 7 in concrete/ 4 in. Aggregate Base 0 Repairs in proof rolled areas should be structural fill per the recommendation of the APP C Earthwork (hyper/ink to Construction Considerations) that is moisture conditioned to within 3 percent above to optimum moisture content and compacted to 95 percent or more of the soil maximum dry density per ASTM D 1557. b 1 inch of pavement may be reduced if 6-in of lime or cement-treated soil is used with a 500 psi 28-day compressive strength. Soils with Plasticity Index of 10 or more are generally candidates for lime treatment, other soils are candidates for cement treatment, if any. c Reinforced concrete should consist of 4,000 psi (or more) concrete with 3/8-inch high yield steel reinforcement placed at 18 inches on center, each way. Lateral! Loaded Structures Parameters-(hyperlink to Construction Considerations) The below parameters are based on the generalized soil profile presented in Section 4 of our report. The generalized soil properties are based on our field and laboratory testing, and professional j udgement, to provide a simplified soil model that can be easily used to perform design all of the building foundations, underground retaining walls, and support of excavation structures. While the data selected for our generalized profile is somewhat conseNative, factors of safety have not been applied, and the structural engineer should apply appropriate reduction factors/safety factors based on their experience and the building code. Geotechnical Report Project No. 21-337267.5 September 18, 2022 PARTNER Page 15 The below table can be used for the design of shoring and underground walls. The equivalent fluid pressures below assume a level ground surface at the top of the laterally loaded structure, which should be applicable to this site. Surcharge loads should also be considered as described below. The distribution of lateral loads with depth will vary depending on the flexibility of the structures. Passive pressures and active pressures on unrestrained walls, and static pressure on a basement wall have triangular stress distributions. A more complex stress distribution should be used with the active pressure for braced or anchored walls, if needed. Appendix C of this report contains a section regarding additional Excavation and Dewatering considerations for the site. Lateral Earth Pressures bed I Soil Type Friction At Rest Fluid Active Fluid Passive Fluid Angle (cp') Pressure Pressure Pressure (pd) (pd) (pd) Dense Clayey Sands (0-10 ft) 28 degrees 60 40 300 0 Assumed GW table will not be a factor b These loads should be modified by seismic and surcharge loads as shown in the below equations where k = 0.35 c Values provided in this table are UNFACTORED. The wall designer should select appropriate safety factors for their design d Fluid pressures are the unit weight (170 pct) times lateral earth coefficients, rounded conservatively. Equations used are K. = (7 -sin ipJ;: K. = tan2(459 -ip/2); Kp = tan2(459 + ip/2), as described on page C-vx, bullet 5 Lateral Loading Considerations For permanent retaining walls, surcharges from traffic and adjacent buildings should be considered as shown in the below equations. The distribution of soil pressures on retaining structures will depend on the type of systems used, and whether they are braced or anchored. The retaining wall designer should be familiar with the appropriate distribution diagrams to be used and use care in the selection of the appropriate model. The walls should be designed to dissipate nuisance water to the sump system, through an interconnected series of drains. In general, this will not result in lowering of the groundwater table. Building Foundation Surcharge Loading Equation Resultant Lateral force: Location lateral resultant: Where: 0.3Ph2 R=----xz + hz Geotechnical Report Project No. 21-337267.5 September 18, 2022 PARTNER Page 16 R = Resultant lateral force measured in pounds per foot of wall width. P = Resultant surcharge loads of continuous or isolated footings measured in pounds per foot of length to the wall. x = Distance of resultant load from back face of wall measured in feet h = depth below point of application of surcharge loading to top of wall footing measured ion feet. d = Depth of lateral resultant below point of application of surcharge loading measured in feet. tan-1 ~ = The angle in radians whose tangent is equal to~-x X Loads applied within a horizontal distance equal to the wall stem height, measured from the back face of the wall, shall be considered as surcharge. For isolated footings having a width parallel to the wall less than 3 feet, "R" may be reduced to one-sixth the calculated value. Vertical pressure due to surcharge applied to the top of the wall footing may be considered to spread uniformly within the limits of the stem and planes making an angle of 45 degrees with the vertical Traffic Surcharge Loading Equation q = k X Ys X Heq Where: q = Lateral surcharge pressure measured in pounds per square foot in a rectangular distribution. k = Active or at-rest earth pressure coefficient as presented in section 5.2 of this report. Vs = Total unit weight of soil measured in pounds per cubic foot Heq = Equivalent height of soil from the below table. Equivalent Height of Soil for Vehicular Loading on Retaining Wall and Shoring Parallel to Traffic• Excavation/Wall Height Distance from the edge of Excavation (ft) -- (ft) 0.0 ft ~1.0 ft -- 5.0 5.0 2.0 -- 10.0 3.5 2.0 -- ~20.0 2.0 2.0 "From Table 3.11.6.4-2 of the AASHTO LRFD Bridge Design Specifications Geotechnical Report Project No. 21-337267.5 September 18, 2022 PARTNER Page 17 Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 18 Seismic Surcharge Equations Combined effect of static and seismic lateral forces: 𝑷𝑨𝑬=𝑬𝟎+𝑬𝟎 𝑬𝟎=𝟎 𝟎× 𝑨× 𝑯𝟎 Resultant acting at a distance of 𝐻 3 from base of the wall 𝑬𝟎=𝟎 𝟖× 𝑲𝒉× 𝜸× 𝑯𝟎 Resultant acting at a distance of (0.6× 𝐻) from base of the wall Where: F1 = Static force, measured in pounds per linear foot, based on active pressure. F2 = Seismic Lateral Force, measured in pounds per linear foot, based on seismic pressure γ = 120 pounds per square foot Kh = 𝑆𝐷𝑅2.5⁄ A = Active Pressure, measured in pounds per cubic foot. H = Height of retained soil, measured in feet. PARTNER FIGURES • Site Vicinity Plan • Site Exploration Plan (Aerial) • Site Exploration Plan (Site Plan) • Geologic Map PARTNER Camp Paia•son Sou1J1 q; E:scol'Klido Source: U.S. Geological Survey, 2022, US Topo 7.5-minute map for Encinitas, CA: USGS -National Geos atial Technical O erations Center (NGTOC). KEY ' Approximate Site Location Geotechnical Report Project No. 21-337267.5 September 18, 2022 FIGURE 1 -SITE VICINITY PLAN PARTNER Source: Google Earth Pro, 2022 KEY -~ Approximate Boring Locations Geotechnical Report Project No. 21-337267.5 September 18, 2022 FIGURE 2 -SITE EXPLORATION PLAN (AERIAL) Approximate Percolation Test Locations ~ ·. = Approximate Project Limits PARTNER •lf[ffl: ., . • :J. I I 5 ! :t ~ ~I B2J Source: Site plans provided by client KEY -~ Approximate Boring Locations Geotechnical Report Project No. 21 ·337267.5 September 18, 2022 ... B i ~~ 1 ~ilcrua I I I Y; I I I -rli:r-~------r ------1 ----c I I I I I I I I I I ,U]l; ___ _J _______ L_~ I I I •llrID; H~; I ~1i100~ I I !Htioo; ~;;Joo~ I oo~ I f_.TR. 1. ~ a i ~ ~I R l ll FIGURE 3 -SITE EXPLORATION PLAN (SITE PLAN) Approximate Percolation Test Locations ~ ·. = Approximate Project Limits PARTNER Source: Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C./., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California, Regional Geologic Map No. 2, California Geological Survey, Scale 7:700,000 KEY ~ Approximate Site Location Geotechnical Report Project No. 21-337267.5 September 18, 2022 El El MillCIII RII ( .... HOlloceneJ Wnh dopo5i11 ('-II~) M.Nlli fan dep091b: (lolle ttolooene) MNllll flood.pM,n do~h• (W Holooane) l.rclRde dllposil's. "'1C!Mded (Holocene and PlelMOCIIA) Marine belcn deposll• (lllte Holocene) Parafic nll#li'lne depotlll !'MM: Holocene) Undivided marl._ dtJDorirl1 a1 olflihcn t90lon Ila!• ~ne) Marine tan dopo!IIIS (!Ille Hiob:lone) 'rol.:,g alli.rr.al fan deposlll (Hc:b:ene and \all!! Pic!110011neJ YaungalUwil l\oadillaan ~C~ Md ._Pl&~•) Yotslg CCIIII.MII oepoots (HolOGerie and I• Plei5locelle) 'f'tulg .. l.lNIYllllie)'~fliolocenlail!dl ... ~) Paibll Fornllllion (4Nlrty PlelllOcona) 0Pf • undllOne adOI 0,,---- 01.'iPc,inO Sprlnp Fo'mallOn (N"V FW1iooene) \.lnltvicledMdmnsardMdrrentar)' rxltJl'I oll'!:hol9 reQ1M (HdOOene Plelll0oene. Plooetie ltld MiOcenit) VwyoldcalWalciec,Dl,tlr. ~ (niddlli ID Ullfy PiHlocerle) Vw:yoltlpat:1111Cde;loMl,Ul'OYOOCl(tnddle110ot117'~ooene) S.ndllaned Rec.'oncll Mesa CPtleoge,W} U..JH71 v.Joy Fo,nation irnddit EOQlll!e) Sta1t11.1rn CongbTIMlte CIWdtle Eeoene) ff!e!S Format.on <mllldle Eoc:ill'II) Tatl1t)' Sanchtone (~ Eocetle) 0elmat Pormi:IIOII ll'l"lidOlf 1:oce,e) Salltlago Fonttati:ln {tl'tdOle Eocene) ~ Eooenetodl.l In lhe dllhole •rea (&cine) Ml!IHetllf'l'll!ll'llaty •net ""8!8\'0lc.nic N:ICQ, ulld>tlded (Mtteol!oiej MINVOlclanleclk•(~ Mlllllgn!Necockl (Maa.tdc) Q.iaitrllle eno quaru. ~ (Mmonl11:) FIGURE 4 -GEOLOGIC MAP PARTNER APPENDIX A Boring Logs Percolation Test Logs PARTNER SURFACE COVER: General discription with thickness to the inch, ex. Topsoil, Concrete, Asphalt, etc, FILL: General description with thickness to the 0.5 feet. Ex. Roots, Debris, Processed Materials (Pea Gravel, etc.) NATIVE GEOLOGIC MATERIAL: Deposit type, 1.Color, 2.moisture, 3.density, 4.SOIL TYPE, other notes - Thickness to 0.5 feet 1. Color - Generalized Light Brown (usually indicates dry soil, rock, caliche) Brown (usually indicates moist soil) Dark Brown (moist to wet soil, organics, clays) Reddish (or other bright colors) Brown (moist, indicates some soil development/or residual soil) Greyish Brown (Marine, sub groundwater - not the same as light brown above) Mottled (brown and gray, indicates groundwater fluctuations) 2. Moisture dry - only use for wind-blown silts in the desert damp - soil with little moisture content moist - near optimum, has some cohesion and stickyness wet - beyond the plastic limit for clayey soils, and feels wet to the touch for non clays saturated - Soil below the groundwater table, sampler is wet on outside 3A. Relative Density for Granular Soils 3B. Consistency of Fine-Grained Cohesive Soils Ring SPT Consistnecy SPT 0-7 0-4 very soft 0-2 7-14 4-10 soft 2-4 14-28 10-30 medium stiff 4-8 28-100 30-50 stiff 8-15 100+Over 50 very stiff 15-30 hard Over 30 4. Classification Determine percent Gravel (Material larger than the No. 4 Sieve) Determine percent fines (Material passing the No. 200 Sieve) Determine percent sand (Passing the No. 4 and retained on the No. 200 Sieve) Determine if clayey (make soil moist, if it easily roll into a snake it is clayey) Coarse Grained Soils (Less than 50% Passing the No. 200 Sieve) GP SP Mostly sand and gravel, with less than 5 % fines sandy GRAVEL SAND GP-GM SP-SM Mostly sand and gravel 5-12% fines, non-clayey sandy GRAVEL with silt SAND with Silt GP-GC SP-SC Mostly sand and gravel 5-12% fines, clayey sandy GRAVEL with clay SAND with clay GC SC Mostly sand and gravel >12% fines clayey clayey GRAVEL clayey SAND GM SM Mostly sand and gravel >12% fines non-clayey silty GRAVEL silty SAND Fine Grained Soils (50% or more passes the No. 200 Sieve) ML Soft, non clayey SILT with sand MH Very rare, holds a lot of water, and is pliable with very low strength high plasticity SILT CL If sandy can be hard when dry, will be stiff/plastic when wet CLAY with sand/silt CH Hard and resiliant when dry, very strong/sticky when wet (may have sand in it)FAT CLAY H = Liquid limit over 50%, L - LL under 50% C = Clay M = Silt Samplers S = Standard split spoon (SPT) R = Modified ring Bulk = Excavation spoils ST = Shelby tube C = Rock core BORING LOG KEY - EXPLANATION OF TERMS Over 2.0 Relative Density very loose loose dense very dense medium dense Undrained Shear Strength, tsf less than 0.125 0.125 - 0.25 0.25 - 0.50 0.50 - 1.0 1.0 - 2.0 Geotechnical Report Project No. 21-337267.5 A - 1 Boring Number: Bl Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER~ Asphalt 0.5 1 1.5 2 s 11 SM NATIVE: Light brown, damp, medium dense, silty SAND 2.5 (Moisture Content: 24.1%, Fines: 40.2%) 3 3.5 4 4.5 5 R 31 Hard 5.5 6 6.5 7 s 20 Very stiff 7.5 8 8.5 9 ------------------------------------------------------------9.5 10 R 44 SC Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 s 24 Light brown to white, medium dense, clayey SAND; some burnt black wood debris 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 I s 13 Light to dark brown Cleotachnlcal Report Project No. 21-337267.5 A -2 Boring Number: Bl Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 20 s 13 SC Light brown to brown, medium dense, clayey SAND; some burnt black wood debris 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Cleotachnlcal Report Project No. 21-337267.5 A -3 Boring Number: 82 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER~ Grass and topsoil 0.5 1 1.5 2 R 36 SC NATIVE: Brown, damp, dense, clayey SAND; fine sand grains 2.5 3 3.5 4 4.5 5 s 17 Hard 5.5 6 6.5 7 R 39 Very stiff 7.5 8 8.5 9 ------------------------------------------------------------9.5 10 s 11 SC Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 11 11.5 12 12.5 13 ------------------------------------------------------------13.5 14 14.5 15 s 28 CL Dark brown to gray, damp, very stiff, sandy CLAY 15.5 16 16.5 17 17.5 18 ------------------------------------------------------------18.5 19 19.5 20 I s 34 ML Dark brown to gray, damp, hard, sandy SILT Cleotachnlcal Report Project No. 21-337267.5 A -4 Boring Number: 82 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 9DS01 Depth, FT Sample N-Value uses Description 20 s 34 ML Dark brown to gray, damp, hard, sandy SILT 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Cleotechnlcal Report Project No. 21-337267.5 A -5 Boring Number: B3 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER~ Grass and topsoil 0.5 1 1.5 2 R 25 SM NATIVE: Brown, damp, medium dense, silty SAND 2.5 3 3.5 4 4.5 5 s 19 5.5 6 6.5 7 R 30 Light brown 7.5 8 8.5 9 ------------------------------------------------------------9.5 10 s 17 SC Mottled light brown and orange brown, damp, medium dense, clayey SAND 10.5 11 11.5 12 12.5 ------------------------------------------------------------13 13.5 14 14.5 15 s 28 CL Mottled dark brown, white, and orange, damp, hard, sandy CLAY 15.5 16 16.5 17 17.5 18 ------------------------------------------------------------18.5 19 19.5 20 I s 34 SM Light brown, damp, dense, silty SAND Cleotachnlcal Report Project No. 21-337267.5 A -6 Boring Number: 83 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 9DS01 Depth, FT Sample N-Value uses Description 20 s 34 SM Light brown, damp, dense, silty SAND 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Cleotechnlcal Report Project No. 21-337267.5 A -7 Boring Number: 84 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd. Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER~ Grass and topsoil 0.5 1 1.5 2 s 11 SM NATIVE: Brown, damp, medium dense, silty SAND 2.5 3 3.5 4 4.5 5 R 32 Hard 5.5 6 6.5 7 s 17 Light brown 7.5 8 8.5 9 -----------~---~--------------------------------------------9.5 10 R 44 SC Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 11 11.5 12 12.5 13 ------------------------------------------------------------13.5 14 14.5 15 s 33 CL Mottled dark brown, white, and orange, damp, hard, sandy CLAY 15.5 16 16.5 17 17.5 18 -----------~---~--------------------------------------------18.5 19 19.5 20 I s 23 SM Light brown, damp, medium dense, silty SAND Cleotachnlcal Report Project No. 21-337267.5 A -8 Boring Number: 84 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 9DS01 Depth, FT Sample N-Value uses Description 20 s 23 SM Light brown, damp, medium dense, silty SAND 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Cleotechnlcal Report Project No. 21-337267.5 A -9 Boring Number: HAl Boring Log Page 1 of 1 Location: Western Interior of Building Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, California 92008 Depth to Groundwater: NA Project Number: 21-337267.5 Field Technician: WVA Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Concrete 0.5 1 1.5 2 I G SC Brown, damp, clayey SAND; with gravel 2.5 3 3.5 4 4.5 5 I G Light brown 5.5 Boring terminated at 5 feet bgs, 6 Backfilled with excess soil cuttings 6.5 Patched with concrete 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.S 18 18.5 19 19.S 20 Cleotechnlcal Report A -10 Boring Number: HA2 Boring Log Page 1 of 1 Location: Western Interior of Building Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, California 92008 Depth to Groundwater: NA Project Number: 21-337267.5 Field Technician: WVA Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Concrete 0.5 1 1.5 2 I G SC Brown, damp, clayey SAND; with gravel 2.5 3 3.5 4 4.5 5 I G {Moisture Content: 17.3%, U : 36, Pl: 17, Fines: 26.4%) 5.5 Boring terminated at 5 feet bgs. 6 Backfilled with excess soil cuttings. 6.5 Patched with concrete 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.S 18 18.5 19 19.S 20 Cleotechnlcal Report A -11 PERCOLATION TEST DATA SHEET -Porchet M ethod PARTNER Project: Carlsbad Airport Project No.: 22-337267.5 Date: I 7/25/2022 Test Hole No.: Pl Tested By: SG Depth of Test Hole, D, (ft): 5 uses Soil Classification: CL Casing Depth (ft): Test Hole Drameter (in): 8 Initial Depth Initial Final Head, Average Head Tested Final Depth to Time Water Level Infiltration Start Time, t. to Water, D0 Stop Time, Tr Water, Dr (ft) Interval, tit Head, H0 Hr Drop, tiH (in) Helght, H."' Rate, I, Notes Trial No. Date (ft) (min) (ft) (ft) (in) (in/hr) Presoak 7/25/2022 9:12AM 1.00 11:12AM 1.47 120 4.00 3.53 5.64 45.18 Presoak 7/25/2022 0 5.00 5.00 0.00 60.00 30-min readings 1 7/25/2022 10:12 AM 1.00 11:12AM 1.46 60 4.00 3.54 5.52 45.24 2 7/25/2022 11:12AM 1.00 11:42AM 1.21 30 4.00 3.79 2.52 46.74 3 7/25/2022 11:42AM 1.00 12:12 PM 1.24 30 4.00 3.76 2.88 46.56 4 7/25/2022 12:12 PM 1.00 12:42 PM 1.34 30 4.00 3.66 4.08 45.96 5 7/25/2022 12:42 PM 1.00 1:12 PM 1.30 30 4.00 3.70 3.60 46.20 6 7/25/2022 1:12 PM 1.00 1:42 PM 1.35 30 4.00 3.65 4.20 45.90 7 7/25/2022 1:42 PM 1.00 2:12 PM 1.26 30 4.00 4 3.12 46.44 8 7/25/2022 2:12 PM 1.00 2:42 PM 1.13 30 4.00 4 1.56 47.22 0.13 Comments: 1. Percolation test was performed in accordance with the EXHIBIT 7.111 -TECHNICAL GUIDANCE DOCUMENT (TGD) FOR THE PREPARATION OF CONCEPTUAL/PRELIMINARY AND/OR PROJECT WATER QUALITY MANAGEMENT PLANS (WQMPs), dated December 20, 2013. 2. Weather: PERCOLATION TEST DATA SHEET -Porchet M ethod PARTNER Project: Carlsbad Airport Project No.: 22-337267.5 Date.: I 7/25/2022 Test Hole No.: P2 Tested By: SG Depth of Test Hole, D, (ft): 5 uses Soil Classification: CL Casing Depth (ft): Test Hole Drameter (in): 8 Initial Depth Initial Final Head, Average Head Tested Final Depth to Time Water Level Infiltration Start nme, t. to Water, D0 Stop Time, Tr Water, Dr (ft) Interval, tit Head, H0 Hr Drop, tiH (in) Helght, H."' Rate, I, Notes Trial No. Date (ft) (min) (ft) (ft) (in) (in/hr) Presoak 7/25/2022 9:00AM 1.00 10:00AM 1.10 60 4.00 3.90 1.20 47.40 Presoak 7/25/2022 0 5.00 5.00 0.00 60.00 30-min readings 1 7/25/2022 10:00 AM 1.10 10:30AM 1.10 30 3.90 3.90 0.00 46.80 2 7/25/2022 10:30AM 1.10 11:00AM 1.13 30 3.90 3.87 0.36 46.62 3 7/25/2022 11:00AM 1.10 11:30AM 1.14 30 3.90 3.86 0.48 46.56 4 7/25/2022 11:30AM 1.10 12:00 PM 1.17 30 3.90 3.83 0.84 46.38 5 7/25/2022 12:00PM 1.10 12:30 PM 1.17 30 3.90 3.83 0.84 46.38 6 7/25/2022 12:30 PM 1.10 1:00PM 1.18 30 3.90 3.82 0.96 46.32 7 7/25/2022 1:00PM 1.10 1:30PM 1.12 30 3.90 4 0.24 46.68 8 7/25/2022 1:30PM 1.10 2:00PM 1.13 30 3.90 4 0.36 46.62 0.03 Comments: 1. Percolation test was performed in accordance with the EXHIBIT 7.111 -TECHNICAL GUIDANCE DOCUMENT (TGD) FOR THE PREPARATION OF CONCEPTUAL/PRELIMINARY AND/OR PROJECT WATER QUALITY MANAGEMENT PLANS (WQMPs), dated December 20, 2013. 2. Weather: APPENDIX B Lab Data PARTNER PLASTICITY INDEX DATA Symbol Boring Depth, ft Natural Moisture Plasticity Index Plastic Limit Liquid Limit 40 5: x- Cl) -0 .: 30 ?:-u .:; "' "' ci: 20 10 Content(%) 15.7 24.1 ± 17 NP _l 18 NP GRO UP -, .) l 36 NP 0 +----"-+---+---+----+----+----+----+----+----+----l 0 10 20 30 40 so 60 70 80 90 100 Liquid Limit,% Group and uses Symbols I Soil Descriptions GROUP 1 -ML SM, GM, OL* SILTS, SANDS, AND GRAVELS WITH NO TO MEDIUM PLASTICITY ------- GROUP 1.5 -ML-CL SM-SC, GM-GC, OL* CLAYS, SILTS, SANDS, AND GRAVELS WITH LOW PLASTICITY GROUP 2-CL SC, GC, OL* CLAYS, SANDS, AND GRAVELS WITH LOW TO MEDIUM PLASTICITY GROUP 3 -MH, SM, GM, OH* SILTS, SANDS, AND GRAVELS WITH NO TO HIGH PLASTICITY GROUP 4-CH, SC, GC, OH* CLAYS, SANDS, AND GRAVELS WITH HIGH PLASTICITY *Or combinations of any within the same group (example fv1L-Sfv1 or CL-SC) J Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 8-i PARTNER INDEX TEST DATA Depth, ft Plasticity Plastic Liquid Moisture Percent Passing HA-2 __ s __ _ B1 2.5 _....___ ___,__ Geotechnical Report Project No. 21-337267.5 September 18, 2022 Page 8-ii Index Limit Limit Content (%) the No. 200 Sieve 17.3 26.4 24.1 40.2 PARTNER m HAMILTON & Associates ATTERBERG LIMITS ASTM D4318 Project Name: Partner -Carlsbad Solvent Tanks Project No.: 22-3153 ------------Boring No. : Core 2 ------------Sam p I e No.: ------------ Tested By: JR --------Checked By: --------Depth (ft.): 5 --------Date: 8/22/2021 Visual Sample Description: Sandy Clay -----------------------------PLASTIC LIMIT Number of Blows [NJ: Tare No.: Wt. of Tare (gm): Wet Wt. of Soil+ Tare (gm): Dry Wt. of Soil+ Tare (gm): Moisture Content(%) [Wn]: Liquid Limit Plastic Limit Plasticity Index uses Classification 1 J-1 15.60 22.40 21.40 17.24 Pl at "A" -Line = 0.73(LL-20) =I 11.4804 One -Point Liquid Limit Calculation LL =Wn(N/25) 0-121 PROCEDURES USED 33.00 □ Wet Preparation 32.00 Multipoint -Wet 31.00 00 Dry Preparation 30.00 Multipoint -Dry -::!2. ~ 29.00 c 00 Q) Procedure A c 28.00 0 Multipoint Test (.) 27.00 ~ :J □ in 26.00 Procedure B ·5 ~ 25.00 One-point Test 24.00 23.00 10 2 P-5 15.60 22.30 21 .20 19.64 60 -50 ~ ~ 40 "C -= 30 ~ 0 '; 20 ns ii: 10 0 7 0 LIQUID LIMIT 1 2 35 22 8-1 A-9 15.60 15.50 45.60 45.50 38.10 37.00 33.33 39.53 For classification or fine- grained soils and fine- grained fraction or coarse- grained soils 3 4 17 A-2 15.70 45.70 37.90 35.14 CH or OH "A"-Line MH or OH 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) 20 25 30 40 so 60 70 so ooOO Number of Blows Plate E-1 m HAMILTO N & Associates ATTERBERG LIMITS ASTM D4318 Project Name: Partner -Carlsbad Solvent Tanks Project No.: 22-3153 -------------Boring No.: 8-1 -------------Sam p I e No.: ------------- Tested By: JR --------Checked By: --------Depth (ft.): 2.5 Feet --------Date: 8/19/2022 Visual Sample Description: Silty Sand, very fine grains, Unable to run -sand PLASTIC LIMIT Number of Blows [NJ: Tare No.: Wt. of Tare (gm): Wet Wt. of Soil+ Tare (gm): Dry Wt. of Soil+ Tare (gm): Moisture Content(%) [Wn]: Liquid Limit Plastic Limit Plasticity Index uses Classification 1 NP Pl at "A" -Line = 0.73(LL-20) =I -14.6 One -Point Liquid Limit Calculation LL =Wn(N/25) 0-121 PROCEDURES USED 33.00 □ Wet Preparation 32.00 Multipoint -Wet 31.00 00 Dry Preparation 30.00 ~ Multipoint -Dry 0 c 29.00 Q) 00 Procedure A c 28.00 0 Multipoint Test () 27.00 Q) '-::J □ vi 26.00 Procedure B ·o 2 25.00 One-point Test 24.00 23.00 10 2 NP LIQUID LIMIT 1 2 3 4 NP NP NP 60 ~---------~------- For classification or fine- grained soils and fine- grained fraction or coarse- grained soils C orOH A"-Line MH or OH 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) 20 25 30 40 50 60 70 80 9(100 Number of Blows Plate E-1 Ii I ii No. 200 Wash and Grain Analysis HAMILTON ASTM D 1140 & Associates Project Name: Partner-Carlsbad Solvent Tanks ----------------Project No.: 2.2-3153 ----------------Boring No.: B-1 ----------------Sam p I e No.: ---------------- Tested By: JR Checked By: -----Depth (ft.): 2.5 Date: 8/22/2022 Soil Description: Clayey Silt, moist, firm/soft greyish brown, orange specks ----=--=--....;.._ __ .;....._ ___ -=-....:a...----;.__--=---=----- Moisture Determination Tare No. TA-1 Tare Weight (g) 3.9 Wet Weight of Soil plus Tare (g) 96.5 Oven Dried Weight of Soil plus Tare (g) 78.5 Moisture Content (%) 24.1 Grain Analysis Post #200 Wash Mass of Oven Dried Soil for 49.4 Grain Analysis plus Tare {g) Mass of Soil Retained on Seive (q) 3" 0.0 1 1/2" 0.0 1" 0.0 3/4" 0.0 3/8" 0.0 #4 1.1 #10 2.8 #20 5.0 #40 6.5 #60 6.4 #100 10.1 #140 7.3 #200 5.4 Pass #200 0.9 1.5 58.3 % Sand 40.2 1% Gravel % Fines Plate G-1 Ii I ii No. 200 Wash and Grain Analysis HAMILTON ASTM D 1140 & Associates Project Name: Partner-Carlsbad Solvent Tanks ----------------Project No.: 2.2-3153 ----------------Boring No.: Core 2 ----------------Sam p I e No.: ---------------- Tested By: JR Checked By: -----Depth (ft.): 5 Date: 8/22/2022 Soil Description: Sandy clayey silt, firm, tan/grey with orange specks -----...::....--=---=---.;...._-..;..__-=-----:..-----=----=----- Moisture Determination Tare No. B-7 Tare Weight (g) 3.7 Wet Weight of Soil plus Tare (g) 73.4 Oven Dried Weight of Soil plus Tare (g) 63.1 Moisture Content (%) 17.3 Grain Analysis Post #200 Wash Mass of Oven Dried Soil for 48.3 Grain Analysis plus Tare {g) Mass of Soil Retained on Seive (q) 3" 0.0 1 1/2" 0.0 1" 0.0 3/4" 0.0 3/8" 0.0 #4 0.0 #10 0.0 #20 2.0 #40 6.8 #60 9.9 #100 13.6 #140 7.6 #200 3.8 Pass #200 0.9 0.0 73.6 % Sand 26.4 1% Gravel % Fines Plate G-2 APPENDIX C General Geotechnical Design and Construction Considerations Subgrade Preparation Earthwork – Structural Fill/Excavations Underground Pipeline Installation – Structural Backfill Cast-in-Place Concrete Foundations Laterally Loaded Structures Excavations and Dewatering Waterproofing and Drainage Chemical Treatment of Soils Paving Site Grading and Drainage PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-i SUBGRADE PREPARATION 1. In general, construction should proceed per the project specifications and contract documents, as well as governing jurisdictional guidelines for the project site, including but not limited to the applicable State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Subgrade preparation in this section is considered to apply to the initial modifications to existing site conditions to prepare for new planned construction. 3. Prior to the start of subgrade preparation, a detailed conflict study including as-builts, utility locating, and potholing should be conducted. Existing features that are to be demolished should also be identified and the geotechnical study should be referenced to determine the need for subgrade preparation, such as over-excavation, scarification and compaction, moisture conditioning, and/or other activities below planned new structural fills, slabs on grade, pavements, foundations, and other structures. 4. The site conflicts, planned demolitions, and subgrade preparation requirements should be discussed in a pre-construction meeting with the pertinent parties, including the geotechnical engineer, inspector, contractors, testing laboratory, surveyor, and others. 5. In the event of preparations that will require work near to existing structures to remain in-place, protection of the existing structures should be considered. This also includes a geotechnical review of excavations near to existing structures and utilities and other concerns discussed in General Geotechnical Design and Construction Considerations, EARTHWORK and UNDERGROUND PIPELINE INSTALLATION. 6. Features to be demolished should be completely removed and disposed of per jurisdictional requirements and/or other conditions set forth as a part of the project. Resulting excavations or voids should be backfilled per the recommendations in the General Geotechnical Design and Construction Considerations, EARTHWORK section. 7. Vegetation, roots, soils containing organic materials, debris and/or other deleterious materials on the site should be removed from structural areas and should be disposed of as above. Replacement of such materials should be in accordance with the recommendations in the General Geotechnical Design and Construction Considerations, EARTHWORK section 8. Subgrade preparation required by the geotechnical report may also call for as over-excavation, scarification and compaction, moisture conditioning, and/or other activities below planned structural fills, slabs on grade, pavements, foundations, and other structures. These requirements should be provided within the geotechnical report. The execution of this work should be observed by the geotechnical engineering representative or inspector for the site. Testing of the subgrade preparation should be performed per the recommendations in the General Geotechnical Design and Construction Considerations, EARTHWORK section. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-ii 9. Subgrade Preparation cannot be completed on frozen ground or on ground that is not at a proper moisture condition. Wet subgrades may be dried under favorable weather if they are disked and/or actively worked during hot, dry, weather, when exposed to wind and sunlight. Frozen ground or wet material can be removed and replaced with suitable material. Dry material can be pre-soaked or can have water added and worked in with appropriate equipment. The soil conditions should be monitored by the geotechnical engineer prior to compaction. Following this type of work, approved subgrades should be protected by direction of surface water, covering, or other methods, otherwise, re-work may be needed. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-iii EARTHWORK – STRUCTURAL FILL 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Earthwork in this section is considered to apply to the re-shaping and grading of soil, rock, and aggregate materials for the purpose of supporting man-made structures. Where earthwork is needed to raise the elevation of the site for the purpose of supporting structures or forming slopes, this is referred to as the placement of structural fill. Where lowering of site elevations is needed prior to the installation of new structures, this is referred to as earthwork excavations. 3. Prior to the start of earthwork operations, the geotechnical study should be referenced to determine the need for subgrade preparation, such as over-excavation or scarification and compaction of unsuitable soils below planned structural fills, slabs on grade, pavements, foundations, and other structures. These required preparations should be discussed in a pre- construction meeting with the pertinent parties, including the geotechnical engineer, inspector, contractors, testing laboratory, surveyor, and others. The preparations should be observed by the inspector or geotechnical engineer representative, and following such subgrade preparation, the geotechnical engineer should observe the prepared subgrade to approve it for the placement of earthwork fills or new structures. 4. Structural fill materials should be relatively free of organic materials, man-made debris, environmentally hazardous materials, and brittle, non-durable aggregate, frozen soil, soil clods or rocks and/or any other materials that can break down and degrade over time. 5. In deeper structural fill zones, expansive soils (greater than 1.5 percent swell at 100 pounds per square foot surcharge) and rock fills (fills containing particles larger than 4 inches and/or containing more than 35 percent gravel larger than ¾-inch diameter or more than 50 percent gravel) may be used with the approval and guidance of the geotechnical report or geotechnical engineer. This may require the placement of geotextiles or other added costs and/or conditions. These conditions may also apply to corrosive soils (less than 2,000 ohm-cm resistivity, more than 50 ppm chloride content, more than 0.1 percent sulfates) 6. For structural fill zones that are closer in depth below planed structures, low expansive materials, and materials with smaller particle size are generally recommended, as directed by the geotechnical report (see criteria above in 5). This may also apply to corrosive soils. 7. For structural fill materials, in general the compaction equipment should be appropriate for the thickness of the loose lift being placed, and the thickness of the loose lift being placed should be at least two times the maximum particle size incorporated in the fill. 8. Fill lift thickness (including bedding) should generally be proportioned to achieve 95 percent or more of a standard proctor (ASTM D689) maximum dry density (MDD) or 90 percent or more of a PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-iv modified proctor (ASTM D1557) MDD, depending on the state practices. For subgrades below roadways, the general requirement for soil compaction is usually increased to 100 percent or more of the standard proctor MDD and 95 percent or more of the modified proctor MDD. 9. Soil compaction should be performed at a moisture content generally near optimum moisture content determined by either standard or modified proctor, and ideally within 3 percent below to 1 percent over the optimum for a standard proctor, and from 2 percent below to 2 percent above optimum for a modified proctor. 10. In some instances, fill areas are difficult to access. In such cases a low-strength soil-cement slurry can be used in the place of compacted fill soil. In general, such fills should be rated to have a 28- day strength of 75 to 125 psi, which in some areas is referred to as a “1-sack” slurry. It should be noted that these materials are wet during placement and require a period of 2 days (24 hours) to cure before additional fill can be placed above them. Testing of this material can be done using concrete cylinder compression strength testing equipment, but care is needed in removing the test specimens from the molds. Field testing using the ball method and spread, or flow testing is also acceptable. 11. For fills to be placed on slopes, benching of fill lifts is recommended, which may require cutting into existing slopes to create a bench perpendicular to the slope where soil can be placed in a relatively horizontal orientation. For the construction of slopes, the slopes should be over-built and cut back to grade, as the material in the outer portion of the slope may not be well compacted. 12. For subgrade below roadways, runways, railways or other areas to receive dynamic loading, a proofroll of the finished, compacted subgrade should be performed by the geotechnical engineer or inspector prior to the placement of structural aggregate, asphalt or concrete. Proofrolling consists of observing the performance of the subgrade under heavy-loaded equipment, such as full, 4,000 Gallon water truck, loaded tandem-axel dump truck or similar. Areas that exhibit instability during proofroll should be marked for additional work prior to approval of the subgrade for the next stage of construction. 13. Quality control testing should be provided on earthwork. Proctor testing should be performed on each soil type, and one-point field proctors should be used to verify the soil types during compaction testing. If compaction testing is performed with a nuclear density gauge, it should be periodically correlated with a sand cone test for each soil type. Density testing should be performed per project specifications and or jurisdictional requirements, but not less than once per 12 inches elevation of any fill area, with additional tests per 12-inch fill area for each additional 7,500 square- foot section or portion thereof. 14. For earthwork excavations, OSHA guidelines should be referenced for sloping and shoring. Excavations over a depth of 20 feet require a shoring design. In the event excavations are planned near to existing structures, the geotechnical engineer should be consulted to evaluate whether such excavation will call for shoring or underpinning the adjacent structure. Pre-construction and post- construction condition surveys and vibration monitoring might also be helpful to evaluate any potential damage to surrounding structures. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-v 15. Excavations into rock, partially weathered rock, cemented soils, boulders and cobbles, and other hard soil or “hard-pan” materials, may result in slower excavation rates, larger equipment with specialized digging tools, and even blasting. It is also not unusual in these situations for screening and or crushing of rock to be called for. Blasting, hard excavating, and material processing equipment have special safety concerns and are more costly than the use of soil excavation equipment. Additionally, this type of excavation, especially blasting, is known to cause vibrations that should be monitored at nearby structures. As above, a pre-blast and post-blast conditions assessment might also be warranted. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-vi UNDERGROUND PIPELINE – STRUCTURAL BACKFILL 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable State Department of Transportation, the State Department of Environmental Quality, the US Environmental Protection Agency, City and/or County Public Works, Occupational Safety and Health Administration (OSHA), Private Utility Companies, and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered, and in some cases, work may take place to multiple different standards. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Underground pipeline in this section is considered to apply to the installation of underground conduits for water, storm water, irrigation water, sewage, electricity, telecommunications, gas, etc. Structural backfill refers to the activity of restoring the grade or establishing a new grade in the area where excavations were needed for the underground pipeline installation. 3. Prior to the start of underground pipeline installation, a detailed conflict study including as-builts, utility locating, and potholing should be conducted. The geotechnical study should be referenced to determine subsurface conditions such as caving soils, unsuitable soils, shallow groundwater, shallow rock and others. In addition, the utility company responsible for the line also will have requirements for pipe bedding and support as well as other special requirements. Also, if the underground pipeline traverses other properties, rights-of-way, and/or easements etc. (for roads, waterways, dams, railways, other utility corridors, etc.) those owners may have additional requirements for construction. 4. The required preparations above should be discussed in a pre-construction meeting with the pertinent parties, including the geotechnical engineer, inspector, contractors, testing laboratory, surveyor, and other stake holders. 5. For pipeline excavations, OSHA guidelines should be referenced for sloping and shoring. Excavations over a depth of 20 feet require a shoring design. In the event excavations are planned near to existing structures or pipelines, the geotechnical engineer should be consulted to evaluate whether such excavation will call for shoring or supporting the adjacent structure or pipeline. A pre- construction and post-construction condition survey and vibration monitoring might also be helpful to evaluate any potential damage to surrounding structures. 6. Excavations into rock, partially weathered rock, cemented soils, boulders and cobbles, and other hard soil or “hard-pan” materials, may result in slower excavation rates, larger equipment with specialized digging tools, and even blasting. It is also not unusual in these situations for screening and or crushing of rock to be called for. Blasting, hard excavating and material processing equipment have special safety concerns and are more costly than the use soil excavation equipment. Additionally, this type of excavation, especially blasting, is known to cause vibrations that should be monitored at nearby structures. As above, a pre-blast and post-blast conditions assessment might also be warranted. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-vii 7. Bedding material requirements vary between utility companies and might depend of the type of pipe material and availability of different types of aggregates in different locations. In general, bedding refers to the material that supports the bottom of the pipe, and extends to 1 foot above the top of the pipe. In general the use of aggregate base for larger diameter pipes (6-inch diameter or more) is recommended lacking a jurisdictionally specified bedding material. Gas lines and smaller diameter lines are often backfilled with fine aggregate meeting the ASTM requirements for concrete sand. In all cases bedding with less than 2,000 ohm-cm resistivity, more than 50 ppm chloride content or more than 0.1 percent sulfates should not be used. 8. Structural backfill materials above the bedding should be relatively free of organic materials, man- made debris, environmentally hazardous materials, frozen material, and brittle, non-durable aggregate, soil clods or rocks and/or any other materials that can break down and degrade over time. 9. In general the backfill soil requirements will depend on the future use of the land above the buried line, but in most cases, excessive settlement of the pipe trench is not considered advisable or acceptable. As such, the structural backfill compaction equipment should be appropriate for the thickness of the loose lift being placed. The thickness of the loose lift being placed should be at least two times the maximum particle size incorporated in the fill. Care should be taken not to damage the pipe during compaction or compaction testing. 10. Fill lift thickness (including bedding) should generally be proportioned to achieve 95 percent or more of a standard proctor (ASTM D689) maximum dry density (MDD) or 90 percent or more of a modified proctor (ASTM D1557) MDD, depending on the state practices (in general the modified proctor is required in California and for projects in the jurisdiction of the Army Corps of Engineers). For backfills within the upper poritons of roadway subgrades, the general requirement for soil compaction is usually increased to 100 percent or more of the standard proctor MDD and 95 percent or more of the modified proctor MDD. 11. Soil compaction should be performed at a moisture content generally near optimum moisture content determined by either standard or modified proctor, and ideally within 3 percent below to 1 percent over the optimum for a standard proctor, and from 2 percent below to 2 percent above optimum for a modified proctor. 12. In some instances fill areas are difficult to access. In such cases a low-strength soil-cement slurry can be used in the place of compacted fill soil. In general such fills should be rated to have a 28- day strength of 75 to 125 psi, which in some areas is referred to as a “1-sack” slurry. It should be noted that these materials are wet, and require a period of 2 days (24 hours) to cure before additional fill can be placed above it. Testing of this material can be done using concrete cylinder compression strength testing equipment, but care is needed in removing the test specimens from the molds. Field testing using the ball method, and spread or flow testing is also acceptable. 13. Quality control testing should be provided on structural backfill to assist the contractor in meeting project specifications. Proctor testing should be performed on each soil type, and one-point field proctors should be used to verify the soil types during compaction testing. If compaction testing is PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-viii performed with a nuclear density gauge, it should be periodically correlated with a sand cone test for each soil type. 14. Density testing should be performed on structural backfill per project specifications and or jurisdictional requirements, but not less than once per 12 inches elevation in each area, and additional tests for each additional 500 linear-foot section or portion thereof. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-ix CAST-IN-PLACE CONCRETE SLABS-ON-GRADE/STRUCTURES/PAVEMENTS 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Cast-in-place concrete (concrete) in this section is considered to apply to the installation of cast- in-place concrete slabs on grade, including reinforced and non-reinforced slabs, structures, and pavements. 3. In areas where concrete is bearing on prepared subgrade or structural fill soils, testing and approval of this work should be completed prior to the beginning of concrete construction. 4. In locations where a concrete is approved to bear on in-place (native) soil or in locations where approved documented fills have been exposed to weather conditions after approval, a concrete subgrade evaluation should be performed prior to the placement of reinforcing steel and or concrete. This can consist of probing with a “t”-handled rod, borings, penetrometer testing, dynamic cone penetration testing and/or other methods requested by the geotechnical engineer and/or inspector. Where unsuitable, wet, or frozen bearing material is encountered, the geotechnical engineer should be consulted for additional recommendations. 5. Slabs on grade should be placed on a 4-inch thick or more capillary barrier consisting of non- corrosive (more than 2,000 ohm-cm resistivity, less than 50 ppm chloride content and less than 0.1 percent sulfates) aggregate base or open-graded aggregate material. This material should be compacted or consolidated per the recommendations of the structural engineer or otherwise would be covered by the General Considerations for EARTHWORK. 6. Depending on the site conditions and climate, vapor barriers may be required below in-door grade- slabs to receive flooring. This reduces the opportunity for moisture vapor to accumulate in the slab, which could degrade flooring adhesive and result in mold or other problems. Vapor barriers should be specified by the structural engineer and/or architect. The installation of the barrier should be inspected to evaluate the correct product and thickness is used, and that it has not been damaged or degraded. 7. At times when rainfall is predicted during construction, a mud-mat or a thin concrete layer can be placed on prepared and approved subgrades prior to the placement of reinforcing steel or tendons. This serves the purpose of protecting the subgrades from damage once the reinforcement placement has begun. 8. Prior to the placement of concrete, exposed subgrade or base material and forms should be wetted, and form release compounds should be applied. Reinforcement support stands or ties should be PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-x checked. Concrete bases or subgrades should not be so wet that they are softened or have standing water. 9. For a cast-in-place concrete, the form dimensions, reinforcement placement and cover, concrete mix design, and other code requirements should be carefully checked by an inspector before and during placement. The reinforcement should be specified by the structural engineering drawings and calculations. 10. For post-tension concrete, an additional check of the tendons is needed, and a tensioning inspection form should be prepared prior to placement of concrete. 11. For Portland cement pavements, forms an additional check of reinforcing dowels should performed per the design drawings. 12. During placement, concrete should be tested, and should meet the ACI and jurisdictional requirements and mix design targets for slump, air entrainment, unit weight, compressive strength, flexural strength (pavements), and any other specified properties. In general concrete should be placed within 90 minutes of batching at a temperature of less than 90 degrees Fahrenheit. Adding of water to the truck on the jobsite is generally not encouraged. 13. Concrete mix designs should be created by the accredited and jurisdictionally approved supplier to meet the requirements of the structural engineer. In general a water/cement ratio of 0.45 or less is advisable, and aggregates, cement, flyash, and other constituents should be tested to meet ASTM C-33 standards, including Alkali Silica Reaction (ASR). To further mitigate the possibility of concrete degradation from corrosion and ASR, Type II or V Portland Cement should be used, and fly ash replacement of 25 percent is also recommended. Air entrained concrete should be used in areas where concrete will be exposed to frozen ground or ambient temperatures below freezing. 14. Control joints are recommended to improve the aesthetics of the finished concrete by allowing for cracking within partially cut or grooved joints. The control joints are generally made to depths of about 1/4 of the slab thickness and are generally completed within the first day of construction. The spacing should be laid out by the structural engineer, and is often in a square pattern. Joint spacing is generally 5 to 15 feet on-center but this can vary and should be decided by the structural engineer. For pavements, construction joints are generally considered to function as control joints. Post-tensioned slabs generally do not have control joints. 15. Some slabs are expected to meet flatness and levelness requirements. In those cases, testing for flatness and levelness should be completed as soon as possible, usually the same day as concrete placement, and before cutting of control joints if possible. Roadway smoothness can also be measured, and is usually specified by the jurisdictional owner if is required. 16. Prior to tensioning of post-tension structures, placement of soil backfills or continuation of building on newly-placed concrete, a strength requirement is generally required, which should be specified by the structural engineer. The strength progress can be evaluated by the use of concrete compressive strength cylinders or maturity monitoring in some jurisdictions. Advancing with backfill, additional concrete work or post-tensioning without reaching strength benchmarks could result in damage and failure of the concrete, which could result in danger and harm to nearby people and property. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xi 17. In general, concrete should not be exposed to freezing temperatures in the first 7 days after placement, which may require insulation or heating. Additionally, in hot or dry, windy weather, misting, covering with wet burlap or the use of curing compounds may be called for to reduce shrinkage cracking and curling during the first 7 days. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xii FOUNDATIONS 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Foundations in this section are considered to apply to the construction of structural supports which directly transfer loads from man-made structures into the earth. In general, these include shallow foundations and deep foundations. Shallow foundations are generally constructed for the purpose of distributing the structural loads horizontally over a larger area of earth. Some types of shallow foundations (or footings) are spread footings, continuous footings, mat foundations, and reinforced slabs-on-grade. Deep foundations are generally designed for the purpose of distributing the structural loads vertically deeper into the soil by the use of end bearing and side friction. Some types of deep foundations are driven piles, auger-cast piles, drilled shafts, caissons, helical piers, and micro-piles. 3. For shallow foundations, the minimum bearing depth considered should be greater than the maximum design frost depth for the location of construction. This can be found on frost depth maps (ICC), but the standard of practice in the city and/or county should also be consulted. In general the bearing depth should never be less than 18 inches below planned finished grades. 4. Shallow continuous foundations should be sized with a minimum width of 18 inches and isolated spread footings should be a minimum of 24 inches in each direction. Foundation sizing, spacing, and reinforcing steel design should be performed by a qualified structural engineer. 5. The geotechnical engineer will provide an estimated bearing capacity and settlement values for the project based on soil conditions and estimated loads provided by the structural engineer. It is assumed that appropriate safety factors will be applied by the structural engineer. 6. In areas where shallow foundations are bearing on prepared subgrade or structural fill soils, testing and approval of this work should be completed prior to the beginning of foundation construction. 7. In locations where the shallow foundations are approved to bear on in-place (native) soil or in locations where approved documented fills have been exposed to weather conditions after approval, a foundation subgrade evaluation should be performed prior to the placement of reinforcing steel. This can consist of probing with a “t”-handled rod, borings, penetrometer testing, dynamic cone penetration testing and/or other methods requested by the geotechnical engineer and/or inspector. Where unsuitable foundation bearing material is encountered, the geotechnical engineer should be consulted for additional recommendations. 8. For shallow foundations to bear on rock, partially weathered rock, hard cemented soils, and/or boulders, the entire foundation system should bear directly on such material. In this case, the rock surface should be prepared so that it is clean, competent, and formed into a roughly horizontal, PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xiii stepped base. If that is not possible, then the entire structure should be underlain by a zone of structural fill. This may require the over-excavation in areas of rock removal and/or hard dig. In general this zone can vary in thickness but it should be a minimum of 1 foot thick. The geotechnical engineer should be consulted in this instance. 9. At times when rainfall is predicted during construction, a mud-mat or a thin concrete layer can be placed on prepared and approved subgrades prior to the placement of reinforcing steel. This serves the purpose of protecting the subgrades from damage once the reinforcing steel placement has begun. 10. For cast-in-place concrete foundations, the excavations dimensions, reinforcing steel placement and cover, structural fill compaction, concrete mix design, and other code requirements should be carefully checked by an inspector before and during placement. ----------------------------------------------------------------------------------------------------- 11. For deep foundations, the geotechnical engineer will generally provide design charts that provide foundations axial capacity and uplift resistance at various depths given certain-sized foundations. These charts may be based on blow count data from drilling and or laboratory testing. In general safety factors are included in these design charts by the geotechnical engineer. 12. In addition, the geotechnical engineer may provide other soil parameters for use in the lateral resistance analysis. These parameters are usually raw data, and safety factors should be provided by the shaft designer. Sometimes, direct shear and or tri-axial testing is performed for this analysis. 13. In general the spacing of deep foundations is expected to be 6 shaft diameters or more. If that spacing is reduced, a group reduction factor should be applied by the structural engineer to the foundation capacities per FHWA guidelines. The spacing should not be less than 2.5 shaft diameters. 14. For deep foundations, a representative of the geotechnical engineer should be on-site to observe the excavations (if any) to evaluate that the soil conditions are consistent with the findings of the geotechnical report. Soil/rock stratigraphy will vary at times, and this may result in a change in the planned construction. This may require the use of fall protection equipment to perform observations close to an open excavation. 15. For driven foundations, a representative of the geotechnical engineer should be on-site to observe the driving process and to evaluate that the resistance of driving is consistent with the design assumptions. Soil/rock stratigraphy will vary at times and may this may result in a change in the planned construction. 16. For deep foundations, the size, depth, and ground conditions should be verified during construction by the geotechnical engineer and/or inspector responsible. Open excavations should be clean, with any areas of caving and groundwater seepage noted. In areas below the groundwater table, or areas where slurry is used to keep the trench open, non-destructive testing techniques should be used as outlined below. 17. Steel members including structural steel piles, reinforcing steel, bolts, threaded steel rods, etc. should be evaluated for design and code compliance prior to pick-up and placement in the foundation. This includes verification of size, weight, layout, cleanliness, lap-splices, etc. In addition, if non-destructive testing such as crosshole sonic logging or gamma-gamma logging is required, PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xiv access tubes should be attached to the steel reinforcement prior to placement, and should be relatively straight, capped at the bottom, and generally kept in-round. These tubes must be filled with water prior to the placement of concrete. 18. In cases where steel welding is required, this should be observed by a certified welding inspector. 19. In many cases, a crane will be used to lower steel members into the deep foundations. Crane picks should be carefully planned, including the ground conditions at placement of outriggers, wind conditions, and other factors. These are not generally provided in the geotechnical report, but can usually be provided upon request. 20. Cast-in-place concrete, grout or other cementations materials should be pumped or distributed to the bottom of the excavation using a tremmie pipe or hollow stem auger pipe. Depending on the construction type, different mix slumps will be used. This should be carefully checked in the field during placement, and consolidation of the material should be considered. Use of a vibrator may be called for. 21. For work in a wet excavation (slurry), the concrete placed at the bottom of the excavation will displace the slurry as it comes up. The upper layer of concrete that has interacted with the slurry should be removed and not be a part of the final product. 22. Bolts or other connections to be set in the top after the placement is complete should be done immediately after final concrete placement, and prior to the on-set of curing. 23. For shafts requiring crosshole sonic logging or gamma-gamma testing, this should be performed within the first week after placement, but not before a 2 day curing period. The testing company and equipment manufacturer should provide more details on the requirements of the testing. 24. Load testing of deep foundations is recommended, and it is often a project requirement. In some cases, if test piles are constructed and tested, it can result in a significant reduction of the amount of needed foundations. The load testing frame and equipment should be sized appropriately for the test to be performed, and should be observed by the geotechnical engineer or inspector as it is performed. The results are provided to the structural engineer for approval. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xv LATERALLY LOADED STRUCTURES - RETAINING WALLS/SLOPES/DEEP FOUNDATIONS/MISCELLANEOUS 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Laterally loaded structures for this section are generally meant to describe structures that are subjected to loading roughly horizontal to the ground surface. Such structures include retaining walls, slopes, deep foundations, tall buildings, box culverts, and other buried or partially buried structures. 3. The recommendations put forth in General Geotechnical Design and Construction Considerations for FOUNDATIONS, CAST-IN-PLACE CONCRETE, EARTHWORK, and SUBGRADE PREPARATION should be reviewed, as they are not all repeated in this section, but many of them will apply to the work. Those recommendations are incorporated by reference herein. 4. Laterally loaded structures are generally affected by overburden pressure, water pressure, surcharges, and other static loads, as well as traffic, seismic, wind, and other dynamic loads. The structural engineer must account for these loads. In addition, eccentric loading of the foundation should be evaluated and accounted for by the structural engineer. The structural engineer is also responsible for applying the appropriate factors of safety to the raw data provided by the geotechnical engineer. 5. The geotechnical report should provide data regarding soil lateral earth pressures, seismic design parameters, and groundwater levels. In the report the pressures are usually reported as raw data in the form of equivalent fluid pressures for three cases. 1. Static is for soil pressure against a structure that is fixed at top and bottom, like a basement wall or box culvert. 2. Active is for soil pressure against a wall that is free to move at the top, like a retaining wall. 3. Passive is for soil that is resisting the movement of the structure, usually at the toe of the wall where the foundation and embedded section are located. The structural engineer is responsible for deciding on safety factors for design parameters and groundwater elevations based on the raw data in the geotechnical report. 6. Generally speaking, direct shear or tri-axial shear testing should be performed for this evaluation in cases of soil slopes or unrestrained soil retaining walls over 6 feet in height or in lower walls in some cases based on the engineer’s judgment. For deep foundations and completely buried structures, this testing will be required per the discretion of the structural engineer. 7. For non-confined retaining walls (walls that are not attached at the top) and slopes, a geotechnical engineer should perform overall stability analysis for sliding, overturning, and global stability. For walls that are structurally restrained at the top, the geotechnical engineer does not generally perform this analysis. Internal wall stability should be designed by the structural engineer. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xvi 8. Cut slopes into rock should be evaluated by an engineering geologist, and rock coring to identify the orientation of fracture plans, faults, bedding planes, and other features should be performed. An analysis of this data will be provided by the engineering geologist to identify modes of failure including sliding, wedge, and overturning, and to provide design and construction recommendations. 9. For laterally loaded deep foundations that support towers, bridges or other structures with high lateral loads, geotechnical reports generally provide parameters for design analysis which is performed by the structural engineer. The structural engineer is responsible for applying appropriate safety factors to the raw data from the geotechnical engineer. 10. Construction recommendations for deep foundations can be found in the General Geotechnical Design and Construction Considerations-FOUNDATIONS section. 11. Construction of retaining walls often requires temporary slope excavations and shoring, including soil nails, soldier piles and lagging or laid-back slopes. This should be done per OSHA requirements and may require specialty design and contracting. 12. In general, surface water should not be directed over a slope or retaining wall, but should be captured in a drainage feature trending parallel to the slope, with an erosion protected outlet to the base of the wall or slope. 13. Waterproofing for retaining walls is generally required on the backfilled side, and they should be backfilled with an 18-inch zone of open graded aggregate wrapped in filter fabric or a synthetic draining product, which outlets to weep holes or a drain at the base of the wall. The purpose of this zone, which is immediately behind the wall is to relieve water pressures from building behind the wall. 14. Backfill compaction around retaining walls and slopes requires special care. Lighter equipment should be considered, and consideration to curing of cementitious materials used during construction will be called for. Additionally, if mechanically stabilized earth walls are being constructed, or if tie-backs are being utilized, additional care will be necessary to avoid damaging or displacing the materials. Use of heavy or large equipment, and/or beginning of backfill prior to concrete strength verification can create dangers to construction and human safety. Please refer to the General Geotechnical Design and Construction Considerations-CAST-IN-PLACE CONCRETE section. These concerns will also apply to the curing of cell grouting within reinforced masonry walls. 15. Usually safety features such as handrails are designed to be installed at the top of retaining walls and slopes. Prior to their installation, workers in those areas will need to be equipped with appropriate fall protection equipment. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xvii EXCAVATION AND DEWATERING 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Excavation and Dewatering for this section are generally meant to describe structures that are intended to create stable, excavations for the construction of infrastructure near to existing development and below the groundwater table. 3. The recommendations put forth in General Geotechnical Design and Construction Considerations for LATERALLY LOADED STRUCTURES, FOUNDATIONS, CAST-IN-PLACE CONCRETE, EARTHWORK, and SUBGRADE PREPARATION should be reviewed, as they are not all repeated in this section, but many of them will apply to the work. Those recommendations are incorporated by reference herein. 4. The site excavations will generally be affected by overburden pressure, water pressure, surcharges, and other static loads, as well as traffic, seismic, wind, and other dynamic loads. The structural engineer must account for these loads as described in Section 5.2 of this report. In addition, eccentric loading of the foundation should be evaluated and accounted for by the structural engineer. The structural engineer is also responsible for applying the appropriate factors of safety to the raw data provided by the geotechnical engineer. 5. The geotechnical report should provide data regarding soil lateral earth pressures, seismic design parameters, and groundwater levels. In the report the pressures are usually reported as raw data in the form of equivalent fluid pressures for three cases. 1. Static is for soil pressure against a structure that is fixed at top and bottom, like a basement wall or box culvert. 2. Active is for soil pressure against a wall that is free to move at the top, like a retaining wall. 3. Passive is for soil that is resisting the movement of the structure, usually at the toe of the wall where the foundation and embedded section are located. The structural engineer is responsible for deciding on safety factors for design parameters and groundwater elevations based on the raw data in the geotechnical report. 6. The parameters provided above are based on laboratory testing and engineering judgement. Since numerous soil layers with different properties will be encountered in a large excavation, assumptions and judgement are used to generate the equivalent fluid pressures to be used in design. Factors of safety are not included in those numbers and should be evaluated prior to design. 7. Groundwater, if encountered will dramatically change the stability of the excavation. In addition, pumping of groundwater from the bottom of the excavation can be difficult and costly, and it can result in potential damage to nearby structures if groundwater drawdown occurs. As such, we recommend that groundwater monitoring be performed across the site during design and prior to construction to assist in the excavation design and planning. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xviii 8. Groundwater pumping tests should be performed if groundwater pumping will be needed during construction. The pumping tests can be used to estimate drawdown at nearby properties, and also will be needed to determine the hydraulic conductivity of the soil for the design of the dewatering system. 9. For excavation stabilization in granular and dense soil, the use of soldier piles and lagging is recommended. The soldier pile spacing and size should be determined by the structural engineer based on the lateral loads provided in the report. In general, the spacing should be more than two pile diameters, and less than 8 feet. Soldier piles should be advanced 5 feet or more below the base of the excavation. Passive pressures from Section 5.2 can be used in the design of soldier piles for the portions of the piles below the excavation. 10. If the piles are drilled, they should be grouted in-place. If below the groundwater table, the grouting should be accomplished by tremmie pipe, and the concrete should be a mix intended for placement below the groundwater table. For work in a wet excavation, the concrete placed at the bottom of the excavation will displace the water as it comes up. The upper layer of concrete that has interacted with the water should be removed and not be a part of the final product. Lagging should be specially designed timber or other lagging. The temporary excavation will need to account for seepage pressures at the toe of the wall as well as hydrostatic forces behind the wall. 11. Depending on the loading, tie back anchors and/or soil nails may be needed. These should be installed beyond the failure envelope of the wall. This would be a plane that is rotated upward 55 degrees from horizontal. The strength of the anchors behind this plane should be considered, and bond strength inside the plane should be ignored. If friction anchors are used, they should extend 10 feet or more beyond the failure envelope. Evaluation of the anchor length and encroachment onto other properties, and possible conflicts with underground utilities should be carefully considered. Anchors are typically installed 25 to 40 degrees below horizontal. The capacity of the anchors should be checked on 10% of locations by loading to 200% of the design strength. All should be loaded to 120% of design strength, and should be locked off at 80% 12. The shoring and tie backs should be designed to allow less than ½ inch of deflection at the top of the excavation wall, where the wall is within an imaginary 1:1 line extending downward from the base of surrounding structures. This can be expanded to 1 inch of deflection if there is no nearby structure inside that plane. An analysis of nearby structures to locate their depth and horizontal position should be conducted prior to shored excavation design. 13. Assuming that the excavations will encroach below the groundwater table, allowances for drainage behind and through the lagging should be made. The drainage can be accomplished by using an open-graded gravel material that is wrapped in geotextile fabric. The lagging should allow for the collected water to pass through the wall at select locations into drainage trenches below the excavation base. These trenches should be considered as sump areas where groundwater can be pumped out of the excavation. 14. The pumped groundwater needs to be handled properly per jurisdictional guidelines. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xix 15. In general, surface water should not be directed over a slope or retaining wall, but should be captured in a drainage feature trending parallel to the slope, with an erosion protected outlet to the base of the wall or slope. 16. Safety features such as handrails or barriers are to be designed to be installed at the top of retaining walls and slopes. Prior to their installation, workers in those areas will need to be equipped with appropriate fall protection equipment. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xx Waterproofing and Back Drainage 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Waterproofing and Back drainage structures for this section are generally meant to describe permanent subgrade structures that are planned to be below the historic high groundwater elevation of 20 feet below existing grades. 3. The recommendations put forth in General Geotechnical Design and Construction Considerations for FOUNDATIONS, CAST-IN-PLACE CONCRETE, EARTHWORK, and SUBGRADE PREPARATION should be reviewed, as they are not all repeated in this section, but many of them will apply to the work. Those recommendations are incorporated by reference herein. 4. In general, surface water should not be directed over a slope or retaining wall, but should be captured in a drainage feature trending parallel to the slope, with an erosion protected outlet to the base of the wall or slope. 5. Waterproofing for retaining walls is generally required on the backfilled side, and they should be backfilled with an 18-inch zone of open graded aggregate wrapped in filter fabric or a synthetic draining product, which outlets to weep holes or a drain at the base of the wall. The purpose of this zone, which is immediately behind the wall is to relieve water pressures from building behind the wall. 6. For the basement walls on this site, sump pumps will be needed to reduce the build-up of water in the basement. The design should be for a historic high groundwater level of 20 feet bgs. The pumping system should be designed to keep the slab and walls relatively dry so that mold, efflorescence, and other detrimental effects to the concrete structure will not result. 7. Backfill compaction around retaining walls and slopes requires special care. Lighter equipment should be considered, and consideration to curing of cementitious materials used during construction will be called for. Additionally, if mechanically stabilized earth walls are being constructed, or if tie-backs are being utilized, additional care will be necessary to avoid damaging or displacing the materials. Use of heavy or large equipment, and/or beginning of backfill prior to concrete strength verification can create dangers to construction and human safety. Please refer to the General Geotechnical Design and Construction Considerations-CAST-IN-PLACE CONCRETE section. These concerns will also apply to the curing of cell grouting within reinforced masonry walls. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xxi CHEMICAL TREATMENT OF SOIL 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, State Department of Environmental Quality, the US Environmental Protection Agency, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Chemical treatment of soil for this section is generally meant to describe the process of improving soil properties for a specific purpose, using cement or chemical lime. 3. A mix design should be performed by the geotechnical engineer to help it meet the specific strength, plasticity index, durability, and/or other desired properties. The mix design should be performed using the proposed chemical lime or cement proposed for use by the contractor, along with samples of the site soil that are taken from the material to be used in the process. 4. For the mix design the geotechnical engineer should perform proctor testing to determine optimum moisture content of the soil, and then mix samples of the soil at 3 percent above optimum moisture content with varying concentrations of lime or cement. The samples will be prepared and cured per ASTM standards, and then after 7-days for curing, they will be tested for compression strength. Durability testing goes on for 28 days. 5. Following this testing, the geotechnical engineer will provide a recommended mix ratio of cement or chemical lime in the geotechnical report for use by the contractor. The geotechnical engineer will generally specify a design ratio of 2 percent more than the minimum to account for some error during construction. 6. Prior to treatment, the in-place soil moisture should be measured so that the correct amount of water can be used during construction. Work should not be performed on frozen ground. 7. During construction, special considerations for construction of treated soils should be followed. The application process should be conducted to prevent the loss of the treatment material to wind which might transport the materials off site, and workers should be provided with personal protective equipment for dust generated in the process. 8. The treatment should be applied evenly over the surface, and this can be monitored by use of a pan placed on the subgrade. This can also be tested by preparing test specimens from the in-place mixture for laboratory testing. 9. Often, after or during the chemical application, additional water may be needed to activate the chemical reaction. In general, it should be maintained at about 3 percent or more above optimum moisture. Following this, mixing of the applied material is generally performed using specialized equipment. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xxii 10. The total amount of chemical provided can be verified by collecting batch tickets from the delivery trucks, and the depth of the treatment can be verified by digging of test pits, and the use of reagents that react with lime and or cement. 11. For the use of lime treatment, compaction should be performed after a specified amount of time has passed following mixing and re-grading. For concrete, compaction should be performed immediately after mixing and re-grading. In both cases, some swelling of the surface should be expected. Final grading should be performed the following day of the initial work for lime treatment, and within 2 to 4 hours for soil cement. 12. Quality control testing of compacted treated subgrades should be performed per the recommendations of the geotechnical report, and generally in accordance with General Geotechnical Design and Construction Considerations - EARTHWORK PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xxiii PAVING 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Paving for this section is generally meant to describe the placement of surface treatments on travel- ways to be used by rubber-tired vehicles, such as roadways, runways, parking lots, etc. 3. The geotechnical engineer is generally responsible for providing structural analysis to recommend the thickness of pavement sections, which can include asphalt, concrete pavements, aggregate base, cement or lime treated aggregate base, and cement or lime treated subgrades. 4. The civil engineer is generally responsible for determining which surface finishes and mixes are appropriate, and often the owner, general contractor and/or other party will decide on lift thickness, the use of tack coats and surface treatments, etc. 5. The geotechnical engineer will generally be provided with the planned traffic loading, as well as reliability, design life, and serviceability factors by the jurisdiction, traffic engineer, designer, and/or owner. The geotechnical study will provide data regarding soil resiliency and strength. A pavement modeling software is generally used to perform the analysis for design, however, jurisdictional minimum sections also must be considered, as well as construction considerations and other factors. 6. The geotechnical report report will generally provide pavement section thicknesses if requested. 7. For construction of overlays, where new pavement is being placed on old pavement, an evaluation of the existing pavement is needed, which should include coring the pavement, evaluation of the overall condition and thickness of the pavement, and evaluation of the pavement base and subgrade materials. 8. In general, the existing pavement is milled and treated with a tack coat prior to the placement of new pavement for the purpose of creating a stronger bond between the old and new material. This is also a way of removing aged asphalt and helping to maintain finished grades closer to existing conditions grading and drainage considerations. 9. If milling is performed, a minimum of 2 inches of existing asphalt should be left in-place to reduce the likelihood of equipment breaking through the asphalt layer and destroying its integrity. After milling and before the placement of tack coat, the surface should be evaluated for cracking or degradation. Cracked or degraded asphalt should be removed, spanned with geosynthetic reinforcement, or be otherwise repaired per the direction of the civil and or geotechnical engineer prior to continuing construction. Proofrolling may be requested. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xxiv 10. For pavements to be placed on subgrade or base materials, the subgrade and base materials should be prepared per the General Geotechnical Design and Construction Considerations – EARTHWORK section. 11. Following the proofrolling as described in the General Geotechnical Design and Construction Considerations – EARTHWORK section, the application of subgrade treatment, base material, and paving materials can proceed per the recommendations in the geotechnical report and/or project plans. The placement of pavement materials or structural fills cannot take place on frozen ground. 12. The placement of aggregate base material should conform to the jurisdictional guidelines. In general the materials should be provided by an accredited supplier, and the material should meet the standards of ASTM C-33. Material that has been stockpiled and exposed to weather including wind and rain should be retested for compliance since fines could be lost. Frozen material cannot be used. 13. The placement of asphalt material should conform to the jurisdictional guidelines. In general the materials should be provided by an accredited supplier, and the material should meet the standards of ASTM C-33. The material can be placed in a screed by end-dumping, or it can be placed directly on the paving surface. The temperature of the mix at placement should generally be on the order of 300 degrees Fahrenheit at time of placement and screeding. 14. Compaction of the screeded asphalt should begin as soon as practical after placement, and initial rolling should be performed before the asphalt has cooled significantly. Compaction equipment should have vibratory capabilities, and should be of appropriate size and weight given the thickness of the lift being placed and the sloping of the ground surface. 15. In cold and/or windy weather, the cooling of the screeded asphalt is a quality issue, so preparations should be made to perform screeding immediately after placement, and compaction immediately after screeding. 16. Quality control testing of the asphalt should be performed during placement to verify compaction and mix design properties are being met and that delivery temperatures are correct. Results of testing data from asphalt laboratory testing should be provided within 24 hours of the paving. PARTNER Geotechnical Report Project No. 22-337267.5 September 18, 2022 Page C-xxv SITE GRADING AND DRAINAGE 1. In general, construction should proceed per the governing jurisdictional guidelines for the project site, including but not limited to the applicable American Concrete Institute (ACI), International Code Council (ICC), State Department of Transportation, State Department of Environmental Quality, the US Environmental Protection Agency, City and/or County, Army Corps of Engineers, Federal Aviation, Occupational Safety and Health Administration (OSHA), and any other governing standard details and specifications. In areas where multiple standards are applicable the more stringent should be considered. Work should be performed by qualified, licensed contractors with experience in the specific type of work in the area of the site. 2. Site grading and drainage for this section is generally meant to describe the effect of new construction on surface hydrology, which impacts the flow of rainfall or other water running across, onto or off-of, a newly constructed or modified development. 3. This section does not apply to the construction of site grading and drainage features. Recommendations for the construction of such features are covered in General Geotechnical Design and Construction Considerations for Earthwork – Structural Fills section and Underground Pipeline Installation – Backfill section. 4. In general, surface water flows should be directed towards storm drains, natural channels, retention or detention basins, swales, and/or other features specifically designed to capture, store, and or transmit them to specific off-site outfalls. 5. The surface water flow design is generally performed by a site civil engineer, and it can be impacted by hydrology, roof lines, and other site structures that do not allow for water to infiltrate into the soil, and that modify the topography of the site. 6. Soil permeability, density, and strength properties are relevant to the design of storm drain systems, including dry wells, retention basins, swales, and others. These properties are usually only provided in a geotechnical report if specifically requested, and recommendations will be provided in the geotechnical report in those cases. 7. Structures or site features that are not a part of the surface water drainage system should not be exposed to surface water flows, standing water or water infiltration. In general, roof drains and scuppers, exterior slabs, pavements, landscaping, etc. should be constructed to drain water away from structures and foundations. The purpose of this is to reduce the opportunity for water damage, erosion, and/or altering of structural soil properties by wetting. In general, a 5 percent or more slope away from foundations, structural fills, slopes, structures, etc. should be maintained. 8. Special considerations should be used for slopes and retaining walls, as described in the General Geotechnical Design and Construction Considerations - LATERALLY LOADED STRUCTURES section. 9. Additionally, landscaping features including irrigation emitters and plants that require large amounts of water should not be placed near to new structures, as they have the potential to alter soil moisture states. Changing of the moisture state of soil that provides structural support can lead to damage to the supported structures. PARTNER APPENDIX D Liquefaction Analysis PARTNER GEOTECHNICAL REPORT ADDENDUM 1 PARTNER PARTNER ___________________________________ ___....,.,... ____ _ August 10, 2023 Greg Holmquist Nitto Denko Technical Corp 501 Via Del Monte Oceanside, California 92058 Subject: Addendum No. 1 -Response to City Comments Geotechnical Report Solvent Tank Farm and Interior Platforms -Carlsbad Airport 1935 Camino Vida Roble Carlsbad, California 92008 Partner Project No. 21-337267.5 Dear Greg Holmquist: Partner Assessment Corporation (Partner) performed a geotechnical investigation for the proposed Solvent Tank Farm and Interior Platforms to be located at 1935 Camino Vida Roble in Carlsbad, California, and summarized the results in a report dated September 18, 2022. The City of Carlsbad (The City) requested a third-party review of our report by Ninyo & Moore Geotechnical & Environmental Sciences Consultants (N&M). A list of review comments was provided in their letter dated July 10, 2023 (N&M Project Number No. 109343020). This letter presents our responses to the N&M comments, as listed below: N&M Comment 1: The Geotechnicol Consultant should review the project grading and foundation plans and provide any additional geotechnicol recommendations, as appropriate, and indicate if the plans hove been prepared in accordance with the geotechnicol recommendations provided in the referenced geotechnicol report (Portner, 2022) RESPONSE: We were provided with the following construction drawings for the subject property in order to perform a review of aspects in the plans related to the referenced Partner Geotechnical Report dated March 22, 2022: • KPFF (unsealed), Grading plans for 1935 Camino Vida Roble (Kinovate Production Facility Tl), 1935 Camino Vida Roble, Carlsbad, CA, plan date 05/30/2023, 13 pages • The Austin Company (Sealed by M. Omar Sheikh, SE), Structural Plans, Production Facility Tenant lmprovment, 1935 Camino Vida Roble, Carlsbad, CA 92008, plan date 06/16/2023, S-000 through S-733 (38 pages) We reviewed the plans as described in the table below: Plan Set Plan Sheets Description Items Reviewed Grading Plans Grading Plan Grading Plan (800) 419-4926 Title Sheet Grading Plan Civil Details Soils Engineer Certificate Note Site Layout Retaining Wall Sections Subgrade compaction Requirements Pavement Sections www.PARTNEResi.com Plan Set Plan Sheets Description Items Reviewed Structural Plans S-001 General Notes Seismic Design Parameters Geotechnical Report Reference Structural Plans S-031 and S-032 Typical Concrete Foundation and Flatwork Details Details Retaining Wall Details Structural Plans S-100 Overall Foundation General Foundation Layout Plan Structural Plans S-101 Foundation Plan General Foundation layout Foundation Schedule Structural Plar S-101 Tank Yard Foundation General Foundation layout Plan Foundation Schedule Structural Plans 1 S-501 Footin Details Footing Details Based on our review, the referenced engineering drawings are in general compliance with the recommendations in the referenced Partner Geotechnical Report and appear acceptable to us from a geotechnical standpoint. Our review was limited to geotechnical concerns only, as listed above. Not all aspects of the geotechnical report are shown on civil engineering drawings, and as such, the geotechnical report should be carefully reviewed independently of the plans by project engineers, contractors, and any others involved in the design and construction of the proposed project. N&M Comment 2: The Executive Summary and various other sections of the referenced geotechnical report (Partner, 2022) describes a 50-foot high slope that descends to the northwest. The Geotechnical consultant should clarify if the slope descends to the northwest or southwest and at what inclinations the existing slopes are at. RESPONSE: An existing slope exists to the south and southwest of the site and descends at an approximate rate of 50 feet vertically over 200 feet horizontally, or 4(h):1 (v). N&M Comment 3: Per the grading plans prepared by KPFF, cuts more than 5 feet are anticipated to occur as part of the construction of the retaining wall at the eastern side of the property. The Geotechnical consultant should provide recommendations for the Occupational Safety and Health Administration (OSHA) soil classification and temporary slope configuration for excavations performed onsite. RESPONSE: Near surface soils should be classified as OSHA soil type C. Excavations less than 20 feet in depth should be slopped back at a 1 ½:1 slope or utilize some form of trench support such as lagging or shoring boxes. OSHA guidelines should be referenced for sloping and shoring. N&M Comment 4: The Executive summary and various other sections in the referenced geotechnical report (Partner, 2022), including the boring logs, indicate that native soils were encountered beneath the surface cover materials. However, based on our review of previous as-built site grading plans (City of Carlsbad, 7990) that are readily available on the city of Carlsbad's online portal for public records (https://records.carlsbadca.gov/Weblink/welcome.aspx?cr= 1) indicated that the northern portion of the site consists of cut materials while the southern portion of the site includes fills up to approximately 35 feet or more. The geotechnical consultant should review the available grading plans and reports available online and update their report accordingly. RESPONSE: Based on our review of Sheet 6 of the Grading plans for Carlsbad Tract No. 81 -46 Airport Business Center Unit No. 1 prepared by Rick Engineering Company and dated January 19, 1990, the area with planned new construction had certified fills ranging from approximately 10 to 14 feet in depth. Our Borings logs have been revised to reflect this and attached at the end of this addendum. Addendum No. 1 • Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 2 PARTNER Addendum No. 1 - Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 3 N&M Comment 5: In the “Project Data” table under Section 2.2 “Assumed Construction” of the referenced geotechnical report (Partner, 2022), the sentence under the “Type of Construction” looks to be cut short. The Geotechnical Consultant should clarify this project description. RESPONSE: Type of Construction in the “Project Data” table under Section 2.2 “Assumed Construction” should read “Stainless steel solvent tanks on concrete pad with masonry walls, four new platforms with grade beam and Slab on Grade.” N&M Comment 6: Section 2.3 “References” in the referenced geotechnical report (Partner, 2022) mentions of the usage of a geologic map for an area in San Bernardino County. The Geotechnical Consultant should update this reference. RESPONSE: The correct reference for the geologic map should read ”Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California, Regional Geologic Map No. 2, California Geological Survey, Scale 1:100,000.” N&M Comment 7: Section 4.2 “Groundwater” in the referenced geotechnical report (Partner, 2022) provides discussion about the historical high groundwater being at a depth of 5 feet below the groundwater surface. Since the site is described as being at the top of a 50-foot high slope, the Geotechnical Consultant should consider further expanding on the groundwater discussion to incorporate the sloping aspects of the site boundaries. RESPONSE: Our estimation of the historical high groundwater was based off our review of the Site Conceptual Model and Quarterly Groundwater Monitoring report prepared for the former Air Resorts Airline Facility by SCS Engineers and dated January 10, 2008. The former Air Resorts Airline Facility is located approximately 2/3 of a mile to the northwest and at a higher elevation then the subject site. The historic high groundwater elevation given in our report was intended to be a conservative estimate for planning purposes; however, we do not anticipate groundwater will have an impact on site construction or long term performance at this elevation or any deeper elevation where it might occur in the future. Groundwater was not encountered in our borings to depths of 21.5 feet below current grades. N&M Comment 8: Section 4.4 “Infiltration Tests” in the referenced geotechnical report (Partner, 2022) indicates that percolation testing was performed in accordance with the County of San Diego standards. The Geotechnical Consultant should indicate if the infiltration testing was performed in accordance with the 2023 City of Carlsbad BMP Design Manual and provide any additional information as indicated in Appendix D of the manual. RESPONSE: The infiltration testing was performed in accordance with the 2023 City of Carlsbad BMP Design Manual. Appendix D, Table D.2-3: Determination of Safety Factor and Form I-8 – Categorizing of Infiltration Feasibility, are attached at the end of this addendum to assist with the design of stormwater infiltration systems. N&M Comment 9: On Page 11 of the referenced geotechnical report (Partner, 2022), under “On-Grade Construction Considerations,” there is discussion for the scarification of the subgrade soils to a depth of 24 inches. The Geotechnical Consultant should clarify if this recommendations is intended to read as an overexcavation or a scarification process. RESPONSE: The 24-inches was a typo, the On-Grade Construction Considerations should read “Once PARTNER Addendum No. 1 - Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 4 approved, the subgrade soil should be scarified to a depth of 12 inches, moisture conditioned, and compacted as engineered fill.” N&M Comment 10: On Page 12 of the referenced geotechnical report (Partner, 2022), under “Soil Reuse Considerations,” there is discussion regarding the reuse of low to non-plastic soils with a plasticity index (PI) less than 15. However, other sections of the report reference low to non-plastic soils as consisting of a PI of less than 20. The Geotechnical Consultant should clarify which plasticity index is appropriate. RESPONSE: Soils should be considered expensive if the PI is above 20. N&M Comment 11: On Page 12 of the referenced geotechnical report (Partner, 2022), under “Soil Reuse Considerations,” there are recommendations for engineered fill to be placed at a relative compaction of 95 percent as evaluated by ASTM International (ASTM) D 1557. However, Appendix C recommends the placement of engineered fill at a relative compaction of 95 percent as evaluated by ASTM D 698 or 90 percent of ASTM D1557. The Geotechnical Consultant should clarify which recommendation is intended. RESPONSE: Engineered fill should be moisture conditioned to within 3% of optimum moisture content and compacted to a relative compaction of 95 percent as evaluated by ASTM International (ASTM) D 1557 for granular soils. Cohesive soils should be moisture conditioned to 3% over optimum moisture content and compacted to a relative compaction of 90 percent as evaluated by ASTM International (ASTM) D 1557. N&M Comment 12: The “Prepared Subgrade Parameters” table under Section 5.2 “Geotechnical Parameters” of the referenced geotechnical report (Partner, 2022) provides recommendations for the coefficients of friction and bearing values for various foundation types. Since there is no direct shear or other strength test data presented in the report, Geotechnical Consultant should provide discussion as to how these design parameters were developed. RESPONSE: The allowable bearing pressure that is provided in our report is what is allowed to keep settlement below 1 inch and not the allowable capacity before bearing failure occurs. Laboratory testing of the near surface soils show an average dry density of 95 pcf, and 35% passing the 200 sieve. Based on correlations provided in Figure 7 - Correlations of Strength Characteristics for granular soils in Chapter 3 of the Soil Mechanics Design Manual 7.01 from the Naval Facilities Engineering Command (NAVFAC DM7.01) a conservative friction angle of 26 degrees can be assumed based off an average dry unit weight of 95 and the lowest provided relative compaction on the NAVFAC figure. Using Terzaghi’s bearing Capacity Formulas with a factor of safety of three, a friction angle of 26 degrees, and a very conservative estimate of 200 psf for cohesion results in an allowable capacity that is higher than what is allowed and still keep settlement under 1 inch. Laboratory test results for in situ dry density and moisture are presented at the end of this addendum. N&M Comment 13: The “Prepared Subgrade Parameters" table under Section 5.2 “Geotechnical Parameters” of the referenced geotechnical report (Partner, 2022) provides estimates for the settlements associated with various foundation types. As noted earlier, as-built site grading plans (City of Carlsbad, 1990) indicate the presence of fills up to approximately 35 feet deep or more. Accordingly, the native soils encountered may be existing fills. The referenced geotechnical report (Partner, 2022) does not include discussion or background information regarding the as-graded compaction levels of the existing fills or present any consolidation test results. The Geotechnical Consultant should provide backup information and further justification for the estimated settlements. RESPONSE: The subject site is Lot 4 of the Carlsbad tract 81-46. Based on our review of the Report of PARTNER Addendum No. 1 - Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 5 Geotechnical Services for the Carlsbad Tract 81-46 Airport business Center prepared by More and Taber and dated February 25, 1987, fill was placed for the Carlsbad tract 81-46 between November 1985 and November 1986. A total of 2,503 tests were taken within this time and compaction efforts were observed on a continuous basis. Areas with failing tests was removed, reworked, and/or recompacted and checked by additional testing. The Moore and Taber report notes that the subject site (Lot 4) had a cut slope that needed stabilization or buttresses fill along the southerly facing slope at the south edge of the site. Given the generally granular nature of the fill in the upper 10 to 14 feet of the area of planned new construction, our settlement estimates are based on an elastic settlement as outlined in Schmertmann (1970), "Static Cone to Compute Settlement of Sand" ASCE Journal of the Soil Mechanics and Foundations Division, Vol. 96, No. SM3,P. 1011-1043 and Schmertmann (1978), "Improved Strain Influence Factor Diagrams" ASCE Journal of the Geotechnical Engineering Division, Vol.104, No. GT8,P. 1131-1135 N&M Comment 14: The “Prepared Subgrade Parameters" table under Section 5.2 "Geotechnical Parameters” of the referenced geotechnical report (Partner, 2022) provides estimates for the differential settlements associated with various foundation types. The Geotechnical Consultant should indicate over what horizontal distance are the estimated differential settlements to occur over. RESPONSE: Differential settlement can be assumed to happen over a horizontal distance of 30 feet. N&M Comment 15: The “Paving Structural Sections” table on Page 15 of the referenced geotechnical report (Partner, 2022) recommends a concrete pavement section thickness of 3 inches for light duty parking areas. The Geotechnical Consultant should provide backup information and further justification for this recommended pavement thickness. RESPONSE: The required pavement and base thicknesses will depend on the expected wheel loads, traffic index (TI), and the R-value of the subgrade soils. We have conservatively assumed an R-value of 35 for the design of pavement sections established on the Clayey Sandy material encountered near surface on site. AC pavement for surface parking shall be designed in accordance with the CATRANS method. The below table summarizes our pavement recommendations for the assumed TI’s listed. Depending on the planned changes to site grading, and the availability of clean granular soil, different pavement sections would be appropriate. These can also be adjusted using treatment using soil cement. The following sections are provided for native soil subgrade conditions. If imported fill is used, the section may need to be adjusted. This information assumes that construction will proceed per the provided Construction Considerations, presented in Appendix C or our original Geotech report. PARTNER Paving Structural Sections Pavement Sections Roadway Type Tl Subgrade Preparation a Pavement Section be Parking Area Light Duty 3 Proofrolled/Compacted Subgrade 3 in concrete/ 4 in aggregate base Parking Area Heavy Duty 4 Proofrolled/Compacted Subgrade 6 in concrete/ 4 in aggregate base ADA Parking Spaces 5 Proofrolled/Compacted Subgrade 6 in. concrete/ 5 in. Aggregate Base Loading Docks 6 Proofrolled/Compacted Subgrade 7 in concrete/ 4 in. Aggregate Base 0 Repairs in proof rolled areas should be structural fill per the recommendation of the APP C Earthwork (hyper/ink to Construction Considerations) that is moisture conditioned to within 3 percent above to optimum moisture content and compacted to 95 percent or more of the soil maximum dry density per ASTM D 1557. b 1 inch of pavement may be reduced if 6-in of lime or cement-treated soil is used with a 500 psi 28-day compressive strength. Soils with Plasticity Index of 10 or more are generally candidates for lime treatment, other soils are candidates for cement treatment, if any. c Reinforced concrete should consist of 4,000 psi (or more) concrete with 3/8-inch high yield steel reinforcement placed at 18 inches on center, each way. N&M Comment 16: The Geotechnical Consultant should provide on updated geotechnicol mop/plot plan utilizing the latest grading plan for the project to clearly show the lateral limits of the recommended remedial grading. RESPONSE: See attached for updated Figures that includes Figure 3-SITE EXPLORATION PLAN (SITE PLAN) utilizing the latest grading plan. N&M Comment 17: Per the City of Carlsbad's (1993) guidelines, the Geotechnical Consultant is to provide recommendations for the thickness and reinforcing of exterior concrete flotwork. RESPONSE: Concrete flatwork should follow the city of Carlsbad standard specification for flatwork, that being a minimum of 4 inches of concrete, If reinforcement is needed concrete should be reinforced with 3/8-inch high yield steel reinforcement placed at 18 inches on center, each way and be placed on the proofrolled/ compacted subgrade. However, we defer to the Civi l or structural engineer for the required thicknesses and required reinforcement based on proposed loading of the concrete. N&M Comment 18: The Consultant should provide a statement regarding the impact of the proposed grading and construction on adjacent properties and improvements. RESPONSE: The proposed construction is generally feasible from a geotechnical perspective provided the recommendations and assumptions of this report are followed and should not cause any negative impact on the adjacent properties and improvements. This addendum should be used only in conjunction with our approved Geotechnical report and is bound by the same limitations. Addendum No. 1 • Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 6 PARTNER We appreciate the opportuni ~~~~~~:..:.· during this phase of the work. Sincerely, Attachments: Revised Fig Revised Boring ogs Additional Lab Testing Table D.2-3 Form 1-8 City Comments Addendum No. 1 • Response to Review Comments Project No. 22-391842.1 August 24, 2023 Page 7 PARTNER REVISED FIGURES • Site Vicinity Plan • Site Exploration Plan (Aerial) • Site Exploration Plan (Site Plan) • Geologic Map PARTNER Camp P«la'eton Sou1J1 ~\ sanMarcos Rancho san1a Fe q; E:scol'Klido w • • • I I • I • Geos atial Technical O erations Center (NGTOC). KEY ' Approximate Site Location Geotechnical Report Project No. 21-337267.5 August 24, 2023 PARTNER Source: Google Earth Pro, 2022 KEY -~ Approximate Boring Locations Geotechnical Report Project No. 21-337267.5 August 24, 2023 FIGURE 2 -SITE EXPLORATION PLAN (AERIAL) Approximate Percolation Test Locations r . -,A . P . L' . ._ . _; pprox1mate roJect 1m1ts PARTNER Source: Site plans provided by client KEY -~ Approximate Boring Locations Geotechnical Report Project No. 21-337267.5 August 24, 2023 ' ' ...... L u.nucn:a 10 -.n rr a.lWIDIS ,. Rao FIGURE 3 -SITE EXPLORATION PLAN (SITE PLAN) Approximate Percolation Test Locations r . -,A . P . L' . ._ . _; pprox1mate roJect 1m1ts PARTNER Source: Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California, Regional Geologic Map No. 2, California Geolo ical Surve , Scale 1:700,000 KEY ~ Approximate Site Location Geotechnical Report Project No. 21-337267.5 August 24, 2023 El El MillCIII RII ( .... HOlloceneJ Wnh do1>0$ill ('-II~) M.Nlli fan dep091b: (lolle ttolooene) MNilll flood.pM,n do~h• (W Holomne) l.rclRde dllposil's. "'1C!Mded lHolocen• and PlelMOCIIA) Marine belcn deposll• (lllte Holocene) Parafic uu.nne oepotlll !'MM: Holocene) Undivided marl._ dtJ.Qor;rl1 a1 olflihcn 190lon Ila!• ~ne) Marine tan dopo!IIIS (!Ille Hiob:lone) 'rol.:,g alli.rr.al fan deposlll (Hc:b:ene and \all!! Pic!110011neJ Yculgaftl.lwill\oad.plllln~C~Alld-PI&~•) Yotslg CCIIIIMII oepoots (HolOGerie and I• Plei5locelle) 'f'tulg .. l.lNIYllllie)'~(t'kllO(:ienlandl•~) Paubll Fornllllion (4Nlrty PlelllOcona) 0Pf • undllOne adOI 0,,---- 01.'iPc,inO Sprlnp Fo'mallOn (N"V FW11ooene) \.lnltvicledMdmnsardMdrrentar)' rxltJl'I oll'!:hol9 reQ1M (HdOOene PlelMootM. Ptiocltie ltld MiOcenit) VwyoldcalWalClepol,tlr..~(niddll!IDe,lllfy~) Vw:yoltlpat:1111Cde;loMl,Ul'OYOOCl(tnddle110ot117'~ooene) S.ndllaned Rec.'oncll Mesa CPtleoge,W} U..JiOf'I v.Joy Fo,nation irnddit EOQlll!e) Sta1t11.1rn CongbTIMlte CIWdtle Eeoene) ff!e!S Format.on <middle Eoc:ilnt) Tatl1t)' Sanchtone (rnWc Eocetle) 0elmat Pormi:IIOII ll'l"lidOlf 1:oce,e) Sallllago Fonttali:ln (tl'tdOle Eocene) lJncMdild Eooenetodl.l In lhe dllhole •rea (&c.ne) Ml!IHetllf'l'lel'llaty •f'ld ""8!8\'0lc.nic ,c,cQ, unchlded {Mtteol!oiej MINVOlclanleclk•(~ Mlllllgn!Necockl (Maa.tdc) Q.iaitr.Jlll eno quaru. ~ (Mmonl11:) FIGURE 4 -GEOLOGIC MAP PARTNER REVISED BORING LOGS PARTNER SURFACE COVER: General discription with thickness to the inch, ex. Topsoil, Concrete, Asphalt, etc, FILL: General description with thickness to the 0.5 feet. Ex. Roots, Debris, Processed Materials (Pea Gravel, etc.) NATIVE GEOLOGIC MATERIAL: Deposit type, 1.Color, 2.moisture, 3.density, 4.SOIL TYPE, other notes - Thickness to 0.5 feet 1. Color - Generalized Light Brown (usually indicates dry soil, rock, caliche) Brown (usually indicates moist soil) Dark Brown (moist to wet soil, organics, clays) Reddish (or other bright colors) Brown (moist, indicates some soil development/or residual soil) Greyish Brown (Marine, sub groundwater - not the same as light brown above) Mottled (brown and gray, indicates groundwater fluctuations) 2. Moisture dry - only use for wind-blown silts in the desert damp - soil with little moisture content moist - near optimum, has some cohesion and stickyness wet - beyond the plastic limit for clayey soils, and feels wet to the touch for non clays saturated - Soil below the groundwater table, sampler is wet on outside 3A. Relative Density for Granular Soils 3B. Consistency of Fine-Grained Cohesive Soils Ring SPT Consistnecy SPT 0-7 0-4 very soft 0-2 7-14 4-10 soft 2-4 14-28 10-30 medium stiff 4-8 28-100 30-50 stiff 8-15 100+Over 50 very stiff 15-30 hard Over 30 4. Classification Determine percent Gravel (Material larger than the No. 4 Sieve) Determine percent fines (Material passing the No. 200 Sieve) Determine percent sand (Passing the No. 4 and retained on the No. 200 Sieve) Determine if clayey (make soil moist, if it easily roll into a snake it is clayey) Coarse Grained Soils (Less than 50% Passing the No. 200 Sieve) GP SP Mostly sand and gravel, with less than 5 % fines sandy GRAVEL SAND GP-GM SP-SM Mostly sand and gravel 5-12% fines, non-clayey sandy GRAVEL with silt SAND with Silt GP-GC SP-SC Mostly sand and gravel 5-12% fines, clayey sandy GRAVEL with clay SAND with clay GC SC Mostly sand and gravel >12% fines clayey clayey GRAVEL clayey SAND GM SM Mostly sand and gravel >12% fines non-clayey silty GRAVEL silty SAND Fine Grained Soils (50% or more passes the No. 200 Sieve) ML Soft, non clayey SILT with sand MH Very rare, holds a lot of water, and is pliable with very low strength high plasticity SILT CL If sandy can be hard when dry, will be stiff/plastic when wet CLAY with sand/silt CH Hard and resiliant when dry, very strong/sticky when wet (may have sand in it)FAT CLAY H = Liquid limit over 50%, L - LL under 50% C = Clay M = Silt Samplers S = Standard split spoon (SPT) R = Modified ring Bulk = Excavation spoils ST = Shelby tube C = Rock core BORING LOG KEY - EXPLANATION OF TERMS Over 2.0 Relative Density very loose loose dense very dense medium dense Undrained Shear Strength, tsf less than 0.125 0.125 - 0.25 0.25 - 0.50 0.50 - 1.0 1.0 - 2.0 Geotechnical Report Project No. 21-337267.5 A - 1 Boring Number: Bl Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Asphalt 0.5 1 1.5 2 s 11 SM FILL: Light brown, damp, medium dense, silty SAND 2.5 (Moisture Content: 24.1%, Fines: 40.2%) 3 3.5 4 4.5 5 R 31 (Dry Density: 96.2 pcf, Moisture Content: 25.6%) 5.5 6 6.5 7 s 20 7.5 8 8.5 9 -----------------------------------------------------------9.5 10 R 44 SC NATIVE: Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 (Dry Density: 100.3 pcf, Moisture Content: 20.2%) 11 11.5 12 12.5 13 13.5 14 14.5 15 s 24 light brown to white, medium dense, clayey SAND; some burnt black wood debris 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 I s 13 light to dark brown Geotechnlcal Report Project No. 21-337267.5 A -2 Boring Number: Bl Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 20 s 13 SC light brown to brown, medium dense, clayey SAND; some burnt black wood debris 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Gaotechnlcal Report Project No. 21-337267.5 A -3 Boring Number: 82 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Grass and topsoil 0.5 1 1.5 2 R 36 SC Fill: Brown, damp, medium dense, clayey SAND; fine sand grains 2.5 (Dry Density: 89.9 pd, Moisture Content: 14.9%) 3 3.5 4 4.5 5 s 17 5.5 6 6.5 7 R 39 (Dry Densrty: 90.9 pd, Moisture Content: 20.6%) 7.5 8 8.5 9 -----------------------------------------------------------9.5 10 s 11 SC Native: Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 11 11.5 12 12.5 13 -----------------------------------------------------------13.5 14 14.5 15 s 28 Cl NATIVE: 'Dark brown to gray, damp, very stiff, sandy CLAY 15.5 16 16.5 17 17.5 18 -----------------------------------------------------------18.5 19 19.5 20 I s 34 ML Dark brown to gray, damp, hard, sandy SILT o.otechnlcal Report Project No. 21-337267.5 A -4 Boring Number: 82 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 20 s 34 ML Dark brown to gray, damp, hard, sandy SILT 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Gaotechnlcal Report Project No. 21-337267.5 A -5 Boring Number: 83 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Grass and topsoil 0.5 1 1.5 2 R 25 SM FILL: Brown, damp, medium dense, silty SAND 2.5 (Dry Density: 87.1 pd, Moisture Content: 21.2%) 3 3.5 4 4.5 5 s 19 5.5 6 6.5 7 R 30 light brown 7.5 (Dry Density: 90.2 pd, Moisture Content: 28.1%) 8 8.5 9 -----------------------------------------------------------9.5 10 s 17 SC NATIVE: Mottled light brown and orange brown, damp, medium dense, clayey SAND 10.5 11 11.5 12 12.5 -----------------------------------------------------------13 13.5 14 14.5 15 s 28 Cl Mottled dark brown, white, and orange, damp, hard, sandy CLAY 15.5 16 16.5 17 17.5 18 -----------------------------------------------------------18.5 19 19.5 20 I s 34 SM light brown, damp, dense, silty SAND Geotechnlcal Report Project No. 21-337267.5 A-6 Boring Number: 83 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 20 s 34 SM light brown, damp, dense, silty SAND 20.5 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Gaotechnlcal Report Project No. 21-337267.5 A -7 Boring Number: 84 Boring Log Page 1 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Grass and topsoil 0.5 1 1.5 2 s 11 SM Fill : Brown, damp, medium dense, silty SAND 2.5 3 3.5 4 4.5 5 R 32 Hard 5.5 (Dry Density: 93.9 pcf, Moisture Content: 26.9%) 6 6.5 7 s 17 light brown 7.5 8 8.5 9 -----------------------------------------------------------9.5 10 R 44 SC NATIVE: Mottled light brown and orange brown, damp, dense, clayey SAND 10.5 (Dry Density: 99.6 pcf, Moisture Content: 20.8%) 11 11.5 12 12.5 13 -----------------------------------------------------------13.5 14 14.5 15 s 33 Cl Mottled dark brown, white, and orange, damp, hard, sandy CLAY 15.5 16 16.5 17 17.5 18 -----------------------------------------------------------18.5 19 19.5 20 I s 23 SM light brown, damp, medium dense, silty SAND Geotechnlcal Report Project No. 21-337267.5 A -8 Boring Number: 84 Boring Log Page 2 of 2 Location: See Figure 2 Date Started: 7/25/2022 Site Address: 193S Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, CA 92008 Depth to Groundwater: N/A Project Number: 21-337267.5 Field Technician: SH Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon Sampler 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 20 s 23 SM light brown, damp, medium dense, silty SAND 20.S 21 21.5 Boring terminated at 21.5 feet below existing surface 22 Groundwater not encountered 22.5 Boring backfilled with soil cuttings upon completion 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 Gaotechnlcal Report Project No. 21-337267.5 A -9 Boring Number: HAl Boring Log Page 1 of 1 Location: Western Interior of Building Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, California 92008 Depth to Groundwater: NA Project Number: 21-337267.5 Field Technician: WVA Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Concrete 0.5 1 1.5 2 I G SC FILL: Brown, damp, clayey SAND; with gravel 2.5 3 3.5 4 4.5 5 I G 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 Gaotechnlcal Report Project No. 20-290825.4 light brown Boring terminated at 5 feet bgs, Backfilled with excess soil cuttings Patched with concrete A -10 Boring Number: HA2 Boring Log Page 1 of 1 Location: Western Interior of Building Date Started: 7/25/2022 Site Address: 1935 Camino Vida Roble Date Completed: 7/25/2022 Carlsbad, California 92008 Depth to Groundwater: NA Project Number: 21-337267.5 Field Technician: WVA Drill Rig Type: CME-75 Partner Engineering and Science Sampling Equipment: Cal Mod/ Split Spoon 2154 Torrance Blvd., Suite 201 Borehole Diameter: 8" Torrance, CA 90501 Depth, FT Sample N-Value uses Description 0 SURFACE COVER: Concrete 0.5 1 1.5 2 I G SC Fill: Brown, damp, clayey SAND; with gravel 2.5 3 3.5 4 4.5 5 I G (Moisture Content: 17.3%, LL: 36, Pl: 17, Fines: 26.4%) 5.5 Boring terminated at 5 feet bgs. 6 Backfilled with excess soil cuttings. 6.5 Patched with concrete 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 Gaotechnlcal Report Project No. 20-290825.4 A -11 ADDITIONAL LAB TESTING PARTNER Moisture and Density Data Soil Sample Dry Density Moisture Content (%) 81 @ 5 feet 96.2 81 @ 10 feet 100.3 82@ 2.5 feet 89.9 82@ 7 feet 90.9 83@ 2.5 feet 87.1 83@ 7 feet 90.2 84@ 2.5 feet 93.9 84@ 10 feet 99.6 INDEX TEST DATA Boring I Depth, ft I Plast icity I Plastic Index Limit Liquid Limit Moisture Content(%) Geotechnical Report Project No. 21-337267.5 August 24, 2023 Page 8-i 25.6 20.2 14.9 20.6 21.2 28.1 26.9 20.8 Percent Passing the No. 200 Sieve 26.4 40.2 PARTNER INFILTRATION FORMS Table D.2-3 Form I-8 PARTNER 2 x 0.25 = 0.5 2 x 0.25 = 0.5 2 x 0.25 = 0.5 1 x 0.25 = 0.25 1.75 -.. -·-• .. • Suitability Assessment (A) Design (B) Appen dix D : Geotechnical E ngineer Analysis T able D .2-3: D etermination of Safety Factor J7° -i"" -... ,riffl .. h .. tl ..... ]w.,-,n, ,,. .. ~ ---.,-=;. -... , ..... .., -· ........, 11.\.' .• ,._,_ ..... "' ... .. ... IJ.'I" Infiltration Testing .Method 0.25 Soil Texture Class 0.25 Refer to Soil Variability 0.25 Table D.2-4 Depth to Groundwater/Obstruction 0.25 Suitability Assessment Safety Factor, S,., = Lp Pretreatment 0.50 Resiliency 0.25 Refer to TableD.2-4 Compaction 0.25 Design Safety Factor, SB = Lp Safety Factor, S = SA x SB (Must be always greater than or equal to 2) The geotecbnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. D -12 Jan. 2023 -.. --• •. .. . Infiltration T esting Method Soil Texture Class Soil Variability D epth to Groundwater/ Obstn1ction Pretreatment Resiliency Compaction Appendix D : Geotechnical Engineer Analysis Table D.2-4: Guidance for Determining Individual Factor Values ___ .,_ -----i"-• -J:~~-.. • . , .. ..... ,. ... .. . ,. . .. . ,.. -.. ..... -.... ... m. ..... -• ··••■-----,ijJ ,~·.I.I.JI■ IIL_..,. -.,._,.. .-... ------- At least 4 tests within Bl\IP At least 2 tests of any kind footprint, OR Large/Small Any within 50' of Bl\IP. Scale Pilot Infiltration Testing over at least 5% of Bl\IP footprint. Unknown , Silty, Granular/Slightly Loamy or Clayey Loamy Unknown or High l\Ioderately H omogeneous Significantly Homogeneous <5' below Bl\fP 5-15' below Bl\IP >15' below Bl\-IP Provides good pretreatment Provides excellent pretreatment None/Minimal OR does not receive significant OR only receives runoff from runoff from unpaved areas rooftops and road surfaces. Includes underdrain /backup Includes underdrain/backup None/Minimal drainage tl1at ensures ponding drainage AND supports easy draws down in <96 hours restoration of impacted infiltration rates. l\Ioderate Low Likelihood Very Low Likelihood Likelihood D-13 Jan. 2023 X Results of the Infiltration Tests conducted on site resulted in rates ranging from 0.03 to 0.13, well below the 0.5 threshold Appendix I: Forms and Checklists Part 1-Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D . Provide basis: Yes No Snmroaciz,, findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 1-3 Febniary 26, 2016 No Appendix I: Forms and Checklists Criteria 3 .-• Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented .i.t1 Appendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to smdies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? TI1e response to this Screening Question must be based on a comprehensive evaluation of the factors presented .ill Appendix C.3. Provide basis: Summarize find.lllgs of studies; provide reference to smdies, calculations, maps, data sources, etc. Provide narrative discussion of smdy / data source applicability. Part 1 Result * If all answers to rows l -4 are "Yes" a full lllfiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", lllfiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full lllfiltration" design. Proceed to Part 2 >!<To be completed using gathered site lllformation and best professional judgment considering the definition of MEP iri the i\IS4 Permit. Additional testing a11d/or studies may be required by Agency/Jurisdictions to substantiate findings 1-4 Febniary 26, 2016 X Results of the Infiltration Tests conducted on site resulted in rates ranging from 0.03 to 0.13, once the factor of safety is applied rates would be well below the minimum 0.3 inches per hour recommend by the Regional Water Quality Control Board. Appendix I: Forms and Checklists Part 2 -Partial lnfiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water m any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendi.." C.2 and Appendix D . Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 1-5 Febniary 26, 2016 No Infiltration Criteria 7 Appendix I: Forms and Checklists .- Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No Provide basis: Summarize findings of studies; provide reference to smdies, calculations, maps, data sources, etc. Pronde narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can in.filtration be allowed without violating downstream water rights? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of srudies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of smdy / data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. TI1e feasibility screening category is No Infiltration. >i<'f o be completed using gathered site information and best professional judgment considering the definition of i\IEP in the .i\IS4 Permit. Additional testing and/ or studies may be required by Agency/J urisdictions to substantiate findings 1-6 Febniary 26, 2016 CITY COMMENTS PARTNER I • Geotechnical & Environmental Sciences Consultants July 10, 2023 Project No. 109343020 Ms. Jessica Nishiura, PE Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, California 92121 Subject: Third-Party Geotechnical Review Solvent Tank Farm and Interior Platforms 1935 Camino Vida Roble Carlsbad, California Dear Ms. Nishiura: At your request, we have prepared this letter providing our review comments to the referenced geotechnical report prepared by Partner dated September 18, 2022. Our comments regarding the geotechnical report include the following: Comment 1: The Geotechnical Consultant should review the project grading and foundation plans and provide any additional geotechnical recommendations, as appropriate, and indicate if the plans have been prepared in accordance with the geotechnical recommendations provided in the referenced geotechnical report (Partner, 2022). Comment 2: The Executive Summary and various other sections of the referenced geotechnical report (Partner, 2022) describes a 50-foot high slope that descends to the northwest. The Geotechnical Consultant should clarify if the slope descends to the northwest or southwest and at what inclinations the existing slopes are at. Comment 3: Per the grading plans prepared by kpff, cuts more than 5 feet are anticipated to occur as part of the construction of the retaining wall at the eastern side of the property. The Geotechnical Consultant should provide recommendations for the Occupational Safety and Health Administration (OSHA) soil classifications and temporary slope configurations for excavations performed onsite. Comment 4: The Executive Summary and various other sections in the referenced geotechnical report (Partner, 2022), including the borings logs, indicate that native soils were encountered beneath the surface cover materials. However, based on our review of previous as-built site grading plans (City of Carlsbad, 1990) that are readily available on the City of Carlsbad's online portal for public records (https://records.carlsbadca.gov/WebLink/Welcome.aspx?cr=1) indicates that the northern portion of the site consists of cut materials while the southern portion of the site includes fills up to approximately 35 feet or more. The Geotechnical Consultant should review the available grading plans and reports available online and update their report accordingly. 5710 Ruffin Road I San Diego, Cal ifornia 92123 Ip. 858.576.1000 I www.ninyoandmoore.com Comment 5: In the "Project Data" table under Section 2.2 "Assumed Construction" of the referenced geotechnical report (Partner, 2022), the sentence under the "Type of Construction" looks to be cut short. The Geotechnical Consultant should clarify this project description. Comment 6: Section 2.3 "References" in the referenced geotechnical report (Partner, 2022) mentions of the usage of a geologic map for an area in San Bernardino County. The Geotechnical Consultant should update this reference. Comment 7: Section 4.2 "Groundwater'' in the referenced geotechnical report (Partner, 2022) provides discussion about the historical high groundwater being at a depth of 5 feet below the groundwater surface. Since the site is described as being· at the top of a 50-foot high slope, the Geotechnical Consultant should consider further expanding on the groundwater discussion to incorporate the sloping aspects of the site boundaries. Comment 8: Section 4.4 "Infiltration Tests" in the referenced geotechnical report (Partner, 2022) indicates that percolation testing was performed in accordance with the County of San Diego standards. The Geotechnical Consultant should indicate if the infiltration testing was performed in accordance with the 2023 City of Carlsbad BMP Design Manual and provide any additional information as indicated in Appendix D of the manual. Comment 9: On Page 11 of the referenced geotechnical report (Partner, 2022), under "On-Grade Construction Considerations," there is discussion for the scarification of the subgrade soils to a depth of 24 inches. The Geotechnical Consultant should clarify if this recommendations is intended to read as an overexcavation or a scarification process. Comment 10: On Page 12 of the referenced geotechnical report (Partner, 2022), under "Soil Reuse Considerations," there is discussion regarding the reuse of low to non-plastic soils with a plasticity index (Pl) less than 15. However, other sections of the report reference low to non-plastic soils as consisting of a Pl of less than 20. The Geotechnical Consultant should clarify which plasticity index is appropriate. Comment 11: On Page 12 of the referenced geotechnical report (Partner, 2022), under "Soil Reuse Considerations," there are recommendations for engineered fill to be placed at a relative compaction of 95 percent as evaluated by ASTM International (ASTM) D 1557. However, Appendix C recommends the placement of engineered fill at a relative compaction of 95 percent as evaluated by ASTM D 698 or 90 percent of ASTM D1557. The Geotechnical Consultant should clarify which recommendation is intended. Comment 12: The "Prepared Subgrade Parameters" table under Section 5.2 "Geotechnical Parameters" of the referenced geotechnical report (Partner, 2022) provides recommendations for the coefficients of friction and bearing values for various foundation types. Since there is no direct shear or other strength test data presented in the report, Geotechnical Consultant should provide discussion as to how these design parameters were developed. Comment 13: The "Prepared Subgrade Parameters" table under Section 5.2 "Geotechnical Parameters" of the referenced geotechnical report (Partner, 2022) provides estimates for the settlements associated with various foundation types. As noted earlier, as-built site grading plans (City of Carlsbad, 1990) indicate the presence of fills up to approximately 35 feet deep or more. Accordingly, the native soils encountered may be existing fills. The referenced geotechnical report (Partner, 2022) does not include discussion or background information regarding the as-graded compaction levels of the existing fills or present any consolidation test results. The Geotechnical Consultant should provide backup information and further justification for the estimated settlements. Ninyo & Moore I 1935 Camino Vida Roble, Carlsbad, California I 109343020 I July 10, 2023 2 Comment 14: The "Prepared Subgrade Parameters" table under Section 5.2 "Geotechnical Parameters" of the referenced geotechnical report (Partner, 2022) provides estimates for the differential settlements associated with various foundation types. The Geotechnical Consultant should indicate over what horizontal distance are the estimated differential settlements to occur over. Comment 15: The "Paving Structural Sections" table on Page 15 of the referenced geotechnical report (Partner, 2022) recommends a concrete pavement section thickness of 3 inches for light duty parking areas. The Geotechnical Consultant should provide backup information and further justification for this recommended pavement thickness. Comment 16: The Geotechnical Consultant should provide an updated geotechnical map/plot plan utilizing the latest grading plan for the project to clearly show the lateral limits ofthe recommended remedial grading. Comment 17: Per the City of Carlsbad's (1993) guidelines, the Geotechnical Consultant is to provide recommendations for the thickness and reinforcing of exterior concrete flatwork. Comment 18: The Consultant should provide a statement regarding the impact of the proposed grading and construction on adjacent properties and improvements. We appreciate the opportunity to be of service. Respectfully submitted, NINYO & MOORE J/in~;GE Principal Engineer WRM/JTK/mp Attachment: References Ninyo & Moore I 1935 Camino Vida Roble, Carlsbad, California I 109343020 I July 10, 2023 3 REFERENCES City of Carlsbad, 1990, As-Built Grading Plans For: Carlsbad Tract No. 81 -46, Airport Business Center Unit No. 1, Drawing No. 224-1A, Sheets 1 through 11: dated March 6. City of Carlsbad, 1993, Technical Guidelines For Geotechnical Reports: dated January. City of Carlsbad, 2023, BMP Design Manual, Appendix D: dated January 11. kpff, First Submittal: Grading Plans for 935 Camino Vida Roble (Kinovate Production Facility Tl): undated. Partner, 2022, Geotechnical Report, Solvent Tank Farm and Interior Platforms -Carlsbad Airport, 1935 Camino Vida Roble, Carlsbad, California , Partner Project No. 21-337276.5: dated September 18. Ninyo & Moore I 1935 Camino Vida Roble, Carlsbad, California I 109343020 I July 10, 2023 4 GEOTECHNICAL REPORT ADDENDUM 2 PARTNER 800-419-4923 www.PARTNEResi.com October 22, 2023 Greg Holmquist Nitto Denko Technical Group 501 Via Del Monte Oceanside, California 92058 Subject: Geotechnical Report Addendum Solvent Tank Farm and Interior Platforms – Carlsbad Airport 1935 Camino Vida Roble Carlsbad, California 92008 Partner Project No. 21-337267.5 Dear Mr. Greg Holmquist: Partner Assessment Corporation (Partner) performed a geotechnical investigation for the proposed Solvent Tank Farm and Interior Platforms to be located at 1935 Camino Vida Roble in Carlsbad, California, and summarized the results in a report dated September 18, 2022. The City of Carlsbad (The City) requested a third-party review of our report by Ninyo & Moore Geotechnical & Environmental Sciences Consultants (N&M). A list of review comments was provided in their letter dated July 10, 2023 (N&M Project Number No. 109343020) and responded to in our response to comments letter dated August 10, 2023. This addendum serves to provide recommendations for the proposed permeable pavers and revise the pavement recommendations that were provided in our Geotechnical Report (2022). Permeable Paver Recommendations It is our understanding that permeable pavers will be installed around the building footprint and will only be subjected to pedestrian traffic. We recommend that permeable pavers be constructed per the manufacturer’s recommendations. The soil stratum encountered during our geotechnical exploration consisted of silty sand atop sandy clay followed by lean clay. No groundwater was encountered during our geotechnical investigation. Based on the soils encountered and the provided permeable paver plan, we do not believe the limited amount of water being infiltrated will cause any adverse effect to the adjacent structures, therefor an impermeable lining is not recommended. Pavement Design and Construction Recommendations In our experience we recommend that multiple different pavement sections be considered for the project for economic and performance reasons. For drive-thru lanes and trash enclosures we recommend that thickened reinforced concrete pavement be utilized. For heavily used and ADA parking spaces, etc., we recommend the use of thinner reinforced concrete pavement. We understand that asphalt is not planned, however, if plans change, we recommend a heavy-duty asphalt pavement section, and thinner sections can be used in the parking field if any. We recommend concrete pavements consist of local DOT, or otherwise jurisdictionally approved mixes, and that paving cross slopes, curbs, and other features conform to the applicable local standard specifications and details. The required pavement and base thicknesses will depend on the expected wheel loads, traffic index (TI), and the R-value of the subgrade soils. We have conservatively assumed an R-value of 35 for the design of PARTNER -------------...0~ pavement sections established on the Clayey Sandy material encountered near surface on site. AC pavement for surface parking shall be designed in accordance with the CA TRANS method. The below table summarizes our pavement recommendations for the assumed Tl's listed. Depending on the planned changes to site grading, and the availability of clean granular soil, different pavement sections would be appropriate. These can also be adjusted using treatment using soi l cement. The following sections are provided for native soil subgrade conditions. If imported fill is used, the section may need to be adjusted. This information assumes that construction will proceed per the provided Construction Considerations, presented in Appendix C or our original Geotech report. Paving Structural Sections Pavement Sections Roadway Type Subgrade Preparation • Pavement Section be Parking Area Light Duty Proofrolled/Compacted Subgrade 3 in asphalt/ 4 in aggregate base 4 in concrete/ 4 in aggregate base Parking Area Heavy Duty Proofrolled/Compacted Subgrade 5 in asphalt/ 4 in aggregate base 6 in concrete/ 4 in aggregate base ADA Parking Spaces Proofrolled/Compacted Subgrade 6 in. concrete/ 5 in. Aggregate Base Loading Docks Proofrolled/Compacted Subgrade 7 in concrete/ 4 in. Aggregate Base 0 Repairs in proof rolled areas should be structural fill per the recommendation of the Earthwork section of appendix C of our report, that is moisture conditioned to within 3 percent above to optimum moisture content and compacted to 95 percent or more of the soil maximum dry density per A5TM D 1557. b 1 inch of pavement may be reduced if 6-in of lime or cement-treated soil is used with a 500 psi 28-day compressive strength. Soils with Plasticity Index of 10 or more are generally candidates for lime treatment, other soils are candidates for cement treatment, if any. c Reinforced concrete should consist of 4,000 psi (or more) concrete with 3/8-inch high yield steel reinforcement placed at 18 inches on center, each way. This Addendum should be attached to and considered a part of the original Geotechnical Report and is bound by the same limitations. If you have any questions, please don't hesitate to contact me. We appreciate the opportunity to assist with this phase of the project. We appreciate the opportuni ___ • during this phase of the work. Sincerely, Geotechnical Report Addendum Project No. 21-337267.5 October 22, 2023 Page 2 PARTNER APPROVED LANDSCAPE PLANS DEFERED ITEM: 1. 10'X12' STUR DESIGN PERGOLA WITH POLYCARBONATE COVER Note: 1. A separate City review and approval is required for any portions of these plans requiring a building permit. City approval of these plans is for landscape planting and irrigation only. 2. "All project signage and monuments shall require a separate permit under the City of Carlsbad signage review process• 3. Irrigation As-Built plans are required to be submitted to the City and shall be prepared as required by the Engineering and Planning Divisions. The final plans should be prepared by the landscape architect from dimensions provided by the contractor. Final As-Built plans shall be drafted clearly to the safisfaction of the City, and final As-Built plans will be required to be reviewed and approved by the City prior to release of securities. 4. All grading on site shall have positive surface drainage (2% minimum grade in planting areas) away from structures and terminating in an approved drainage system. 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 VICINITY MAP LOCATION MAP CAMINO VIDA ROBLE .... ti ~ - 0:: <( e, a (c) <'. -a -J 5 (0 '--- ;;:,:,:: 0 • :i:: ::;: uJ c, a DRAWING INDEX· • SHEET TITLE SHEET NUMBER COVER SHEET 1 CONSTRUCTION PLAN 2 ENLARGEMENT PLAN 3 CONSTRUCT/ON LEGEND & NOTES 4 CONSTRUCTION DETAILS 5 CONSTRUCTION DETAILS 6 CONSTRUCTION DETAILS 7 CONSffiUCTION DETAILS 8 /RR/GA TION REC. WATER COVER SHEET 9 /RR/GA TION LEGEND AND NOTES 10 /RR/GA TION NOTES 11 /RR/GA TION WA T£R USE DA TA 12 /RR/GA TION PLAN 13 /RR/GA TION DETAILS 14 !RR/GA T/ON DETAILS 15 /RR/GA T/ON DETAILS 16 IRRIGA 770N DETAILS 17 /RR/GA T/ON SPECIF/CATION 18 /RR/GA TION SPECIF/CATION 19 CITY Of OCEANSIDE HIGHWAY 78 · .. :·':(.·.:.•.·•.;.· .• :,.··, .. : 'c ·7•·· -"~~,,cc:· :~rr~ L--PLANTING PLANS 20 PLANTING LEGEND & NOTES 21 PACIFIC OCEAN ·c-, , _.-'····-.--· . .,,.v:,..'\.f'ft ': :, ~-~:;-:~,-~--n~t:7'f·"T•i" i::. CITY Of VISTA ,{, '1-0 CITY Of "'----IW SAN MARCOS / y .-' .ro• \~ ·./·· :: .• .,./ ',,,.<;::,,f"'' ' C '•-.::.;,>~:•( ,,_,:--,\)rrf.·C,, CITY OF ENCINITAS -L~(i_-1:··! Ijt; J-i -~Ix;-;~ - DECLARATION OF RESPONSIBLE CHARGE: I HEREBY DECLARE THAT I AM THE LICENSED DESIGNER OF WORK FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN /S CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD AND SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL 7H IS CONFINED TO A REVIEW ONLY AND DOES NOT RELJEVE ME, AS 7HE LJCENSED DESIGNER OF WORK, OF MY RESPONSIBILJTIES FOR PROJECT DESIGN. THESE PLANS HAVE BEEN PREPARED IN SUBSTANTIAL CONFORMANCE Wl7H 1HE APPROVED LANDSCAPE CONCEPT PLAN, WATER CONSERVATION PLAN, .FIRE PROTECTION PLAN, AND ALL CONDITIONS OF APPROVAL RELATED TO LANDSCAPING. BY: MIKE SULLIVAN ""--J ~ _ _:;=_.:;.;;==------------- 02/01/2024 PHONE NO: (714) 426-0248 REG/STRA TION NO: _..22.,8a4:__ ___ £XPIRA TION DA TE: -"10:.:/3=1 /.=2;::;02"'5'------ 0 10' 20' 40' lbO' SITE design studio inc. 16fl (AST MAIN SffittT_ SUITT 208 TUSTIN, CA 9271lD Pli. 7144260248 J c.4 : .. J. * t 1 PLANTlNG DETAILS 22 PLANTING DETAILS 23 PLANTING SPECIF/CA T!ONS 24 PLANTING SPECIF/CATIONS 25 PLANTING SPECIF/CA T!ONS 26 TREE DEMOLITION PLAN 27 ··.: . .\ ~ '';'\ ) /RR/GA T!ON WATER CONSERVA TJON 28 .,,;~J j NOT TO ~I:)., SCALE TOTAL NUMBER OF SHEETS WATER EFFICIENT LANDSCAPE DECLARATION: I AM FAMILIAR WITH THE REQUIREMENTS FOR LANDSCAPE AND IRRIGATION PLANS CONTAINED IN THE CITY OF CARLSBAD'S LANDSCAPE MANUAL & WATER EFFICIENT LANDSCAPE REGULA110NS. I HAVE PREPARED TH/$ PLAN IN COMPLIANCE WITH THOSE REGULA /IONS AND THE LANDSCAPE MANUAL I CER THAT THE PLAN IMPLEMENTS THOSE REGULA T/ONS TO PROVIDE EFFICIENT USE OF WA 1ER BY: MIKE SULLIVAN SIGNED UNDER PENALTY OF PERJURY PHONE NO: (714) 426-0248 REG/STRA TION NO: -22=§~4____ EXP/RATION DA TE: _:.;10::,:(;_::3:.,:1 /_,,'20.,,,2="5'------ BACKFLOW PREVENTER TESTING: ALL IRRIGA llON BACKFLOW PREVENTERS SHALL BE JESTED BY A CERTIFIED JESTER AND RESULTS MUST BE GIVEN TO THE CITY AND THE CARLSBAD MUNICIPAL WATER DISTRICT. PIPE BETWEEN /HE ME1ER AND BACKFLOW PREVENTER SHALL BE "SCHEDULE K HARD COPPER". APPROVED CON1RACT BACKFLOW TESTERS CAN BE FOUND BY CALLING (442) 339-2722. INSPECTION PROCEDURES: INSPECT/ON OF THE PROJECT SHALL BE PERFORMED BY THE LANDSCAPE ARCHITECT OF WORK, OR THE LANDSCAPE ARCHITECT OF WORK'S DESIGNA 1ED AGENT. REFER TO THE SPECIF/CA T/ONS FOR THE SCHEDULE OF REQUIRED INSPECTIONS AND REQUIRED SUBMITTALS, FOLJ.OWING COMPLETION OF THE WORK, THE LANDSCAPE ARCHITECT OF THE WORK WILL CERTIFY THAT THE INSTALLA 110N HAS BEEN COMPLETED BY SUBMITTING THE "CERT/FICA T/ON OF COMPLETION" FORM. E-MAIL THE FORM TO: bp@dugmoredesignstudio.com. TO MAKE A REQUEST FOR A FJNAL LANDSCAPE INSPECTION BY TH[ CITY, CALJ. (760) 436-7327. PRIOR TO BEGINNING LANDSCAPE WORK: THE CON1RACTOR SHALL CONTACT THE DESIGNER OF WORK PRIOR TO BEGINNING LANDSCAPE WORK AND THE DESIGNER OF WORK SHALL RE½EW THE PROJECT UTILITY LOCA /IONS AND REVISE PLANS ACCORDINGLY TO FULLY SCREEN ALL U1/L!T/ES FROM VJEW AND PROJECT AU UT/LIT/ES ( ABOVE & BELOW GRADE) FROM INVASIVE PLANT GROWTH AND ROOTS. 28 CARLSBAD MUNICJPAL \,/ATER DISTRICT CROSS-CONNECTION C□NTROLPROGRAM SPECIALIST DATE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENT HEALTH LAND AND \,/ATER QUALITY DIVISION DEHQ CONTROL NUMBER , DEH2023-LR\,/S-001452 'ch q h11 'L ~ r DATE TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR !RR/GA TION AND PLAN TING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. /I AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIEl,/ED BY• INSPECTOR DATE I SH1EET II CITY OF CARLSBAD 1---f--+---------------+---f---1---f---l PLANNING DIVISION l---l----+----------------+----!---l---1----1 l---f--+---------------+---1---1---l---l LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl COVERSHEET TITLE SHEET 1"=20'-0"~~- ' ' ® AUSTIN COMPANY 6410 OAK CANYON l----!--+---------------l----+---11----1----IIAPPROVED~l!CC IRVINE, CA 92618 949.451.9000 www.theaustin.com DATE !N!TIAL ENGINEER OF WORK 10 31 25 DA TE lN!T!AL REVISION DESCRIPTION OTHER APPROVAL DATE INJT!AL C!TY APPROVAL .PLANNING ~ DWN BY: CHKD BY: RVWO BY: ID MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING NO. 543-5L CONSTRUCTION NOTES 1. Contractor shall be responsible for consulting with Owner's Representative, appropriate agencies and plans, in order to dletermine the location of all underground utilities, pipes, and structures. Contractor shall take sole responsibility for any cost incurred due to damage of said utilities. 2. All property lines and lot lines shall be verified prior to commencing work. 3. Field determine all finish/grade elevations. Match existing concrete elevations. Layout grades prior to installation for approval by Owner's Representative. 4. Contractor is responsible for identifying the accurate location of property lines, right-of-way lines and shall notify the Owner's Representative of any discrepancies. 5. Contractor shall not willfully proceed with construction as designed when it is obvious that obstructions, area discrepancies and/or grade differences exist that may not have been known during design. Such conditions shall be immediately brought to the attention of the owner's authorized representative. The contractor shall assume full responsibility for all necessary revisions due to failure to give such notifications. 6. Contractor shall be responsible for any coordination with subcontractors as required to accomplish all construction operations. All piping, conduit, sleeves, and etc., shall be set in place prior to installation of construction items. 7. Refer to City standard plans and specifications where applicable. 8. Contractor is responsible for replacement of any existing materials that are damaged during construction. 9. All dimensions are from outside face of paving, walls, curbs and etc., unless otherwise noted on plans. All baselines are from face of building unless otherwise noted. 10. All construction items formed with steel in place and/or compacted subgradle shall be observed and approved prior to installation by the owner's authorized representative. 11. These plans are for the purpose of construction of referenced site construction features detailed herein. 12. Refer to the civil engineer's drawings for the vertical controls of all construction features and for the horizontal controls and features not described herein. 13. Refer to the geotechnical report for all details and structural specifications regarding: concrete thickness, presoaking depth, reinforcement, edge conditions, joint requirements, joint spacing and base/su!J..base specification information. 14. Control joints shall be placed in all cases where concrete paving abuts building or concrete curb. 15. All callouts and dimensions are once typical per sheet. 16. Contractor shall stake the locations of all walls and hardscape for approval by the owner's representative prior to commencing work. 17. Contractor to layout curvilinear paving so as to make smooth and continuous transitions. Dimensions taken from road edge are to back of curb (B.O.C.) unless otherwise noted. 18. Contractor shall submit 3' x 3' (or as noted in the specifications), samples, with joints in place of all paving, paving alternates, finishes and colors. 19. All samples shall be approved by owner's authorized representative, prior to construction. Paving Submtttals • Contractor to provide samples of all paver unit. Type, finish, and color for approval by Landscape Architect. 20. Contractor shall allow adequate time from time of submittal to make adjustments to color and paver type as required. 21. Contractor shall submit all coior samples at one time to expedite review and approval process. 22. Porcelain Tile Submittals • Contractor to submit layout for review and approval by Landscape Architect. 23. Wood Deck Material and Layout-1.) Boards must span 3 supports min. 2.) No boards less than 6'. 3.) Stagger board joints. 0 10' 20' 1"=20'-0"~ ROCK LEGEND: Symbol Size BOULDER ~ 2.5'H X 5'L X 3.5'W 2'H X 3.S'L X 3'W 1.5'H x 2.5'L x 2'W GOBBLE & D.G. 20% 4"-8" 30% 2"-4" 20% 1"-2" 3' thick Decomposed Granite Boulder I Gobble Type 50% / 50% Cresta & Red Mountain 50% 150% Cresta & Red Mountain ½ each Cresta, Smoke Gray, Red Mountain Santa Fe Gobble Sierra Gobble Santa Fe Gobble Dos Rios Cobble Desert Gold Decomposed Granite * ALL DG AND CRUSHED ROCK ARE IDENTIFIED PER SOUTHWEST BOULDER AND STONE CATALOGUE. BOULDER AND GOBBLE NOTES: 1. 2. 3. 4. 5. 6. 7. BOULDERS TO BE ANGULAR, GRANITE WITH 2 "FLAT" SIDES. "CRESTA" FROM: SOUTHWEST BOULDER AND STONE (SWB) 760.497.4515. CONTACT BRITTANY MARGIK. FOR SELECTION OF BOULDERS. WWW.SOUTHWESTBOULDER.COM CONTRACTOR TO ALLOW FOR AN ADDITIONAL 25% OF BOULDERS OVER THE BOULDERS SHOWN. CONTRACTOR SHALL TAG SPECIFIED SIZE BOULDERS PER HARDSCAPE LEGEND FOR LANDSCAPE ARCHITECT'S REVIEW. ONGE APPROVED AT THE QUARRY OR SUPPLY YARD, BOULDERS SHALL BE DELIVERED AND LOCATED PER PLAN. MAJOR BOULDERS A, B, AND C SHALL BE PLACED, REVIEWED AND ADJUSTED ON SITE BY LANDSCAPE ARCHITECT. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT 72 HOURS PRIOR TO INSTALLATION. ALLOW TIME AND EQUIPMENT FOR ON SITE BOULDER PLACEMENT. CONTRACTOR TO PROVIDE EQUIPMENT SUFFICIENT FOR HORIZONTAL AND VERTICAL MOVEMENT WITHIN 6" TOLERANCE. THE GENERAL INTENT OF BOULDER PLACEMENT IS TO PLACE THEM WITH THE HORIZONTAL FLAT SIDE UP. THE HORIZONTAL PLANE OF EACH BOULDER IS TO MATCH PARALLEL WITH ACCENT BOULDERS JUXTAPOSED RANDOMLY. PROVIDE GOBBLE 3" THICK LA YER OVER WEED BARRIER. SITE design studio inc. 180 EAST MAIN SffiEET, SUITE 208 TUSTIN, CA 92760 Ph· 714,426.024!! F<1x: 714.42M255 COORDINATION ITEMS: r;:7 EXISTING WOODFENCE TO REMAIN AND PROTECT L.:J IN PLACE REPAINT WOOD FENCE PER OWNER'S II] 0 0 0 GJ 0 0 GJ ~ 0 0 0 0 0 0 REPRESENTATIVE DIRECTION. CROSS WALK REFER CIVIL ENGINEER. RETAINING WALL WITH GUARD RAILS REFER CIVIL ENGINEER. EXISTING LANDSCAPE TO REMAIN AND PROTECT IN PLACE, TYPE. EXISTING 1REE TO REMAIN AND PROTECT IN PLACE EXISTING CURB REFER CIVIL ENGINEER DWG. CONCRETE SIDEWALK REFER CIVIL ENGINEER. MECHANICAL/ CHILLER AREA WITH SECURITY FENCING -10'-0" HIGH BARRIER WALL REFER ARCHITECTURAL AND STRUCTURAL DRAWING FOR DETAILS. BMP AREA REFER CIVIL ENGINEER. KINOVA TE SIGN REFER ARCHITECT UNDER SEPARATE PERMIT. ADA RAMP REFER CIVIL ENGINEER OWG. NEW RET. WALL REFER CIVIL ENGINEER'S DWG. STEPS AND HANDRAIL REFER TO ARCHITECT PLAN ENTRY DRIVEWAY REFER TO CIVIL ENGINEER'S DWG CURB REFER TO CIVIL ENGINEER'S DWG. S1R!PPING AREA DESIGNATED TO DEVLIVERY TRUCK PATH REFER TO CIVIL ENGINEER'S DWG EXISTING TRASH ENCLOSURE REFER TO CIVIL ENGINEER'S DWG NEW TRASH DUMPSTER REFER TO ARCHITECT'S PLAN EXISTING WALL REFER CIVIL ENGINEER'S DWG. SYMBOLS AND ABBREVIATIONS LEGEND FLOWLINE OF SWALE ~ PROPOSED CONTOURS ~ EXISTING CONTOURS LP LOW POINT HP HIGHPOINT EQ EQUAL TYP TYPICAL FL FLOW LINE ~ CENTERLINE n ALIGN PA PLANTING AREA CONSTRUCTION LEGEND: 0 IPE WOOD DECK PATIO -1·w X 6" BOARD, 2•x4• JOIST. SEE DET. 4, SHEET 7. 0 !PE WOOD DECK AT LUNCH BREAK ROOM -1''W x 6" BOARD, 2"X4" JOIST. SEE DET. 2, SHEET 8. © CONCRETE PAVERS-PATTERN: RUNNER a) 12 X24, 60mm, COLOR: ASH, FINISH: BURNISH/ SHOT BLAST b) 12X24, 60mm, ALTERNATE BAND, COLOR: 50%TUSKAND 50%GRAY, FINISH: BURNISH. AVAILABLE FROM ORCO BLOCK.CONTACT MIKE MILLARD AT (951) 685-8498. 0 SYNTHETIC LAWN -SYNLAWN 'SYNTIPEDE X43' AVAILABLE FROM SYNLAWN,INC. INSTALL PER MANUFACTURER'S RECOMMENDATION. CONTACT: JAMIE NEAGLE@(877) 303-8873 © PREFABRICATED STURDESIGN 10' x12' PERGOLA WI TWIN WALL POLYCARBONATE COVER, MODEL; CUSTOM TOSA PERGOLA, UNDER HANGING PURLINS, SQUARE END STYLE, CEDAR WOOD FINISH. CONTACT HEIDI CREEKMUR W/ H DESIGN SOURCE, TEL: 1(858) 945-7915. -SEE DETAIL 1, SHEET 8. DEFERED ITEM: "SEPARATED PERMIT" CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS FOR REVIEW AND APPROVAL 0 P.I.P SEAT WALLS WITH !PE WOOD PLANK· SEE DET. 1, SHEET 6. 0 P.I.P. CONCRETE PAVING, FINISH: TOPGAST #3, COLOR: NATURALGREY.SEE DETAIL 1,SHHET7. 0 COBBLES AND BOULDERS • SEE ROCK LEGEND G) 18" WIDE CONCRETE MOW CURB, SEE DET 5, SHEET 6. @ LIGHT POST -REFER TO ELECTRICAL PLAN 0 METAL EDGING-PERMALOG 'CLEANLINE XL' ALUMINUM EDGING 3/16" X 5.5", FINISH: MILL SEE DETAIL 4, SHEET 7 @ CONCRETE SIDEWALK-P.I.P. CONCRETE PAVING, FINISH: TOPCAST #5, COLOR: NATURAL GREY. REFER TO CIVIL ENGINEER DETAIL @ 4'X4' TREE WELL WITH TREE GRATE, 4' SQ A.BA. TREE GRATE 1/2" SLOT CAST IRON MODEL# 4838. TWO BOLTED LIGHT WELL COVER PER TREE WELL. 112" MAX. SLOT OPENINGS FORA.D.A. COMPLIANCE AND PEDESTRIAN SAFE SEE DET. 3, SHEET 6. @ TEMPORARY 3• THICK DECOMPOSED GRANITE -SEE ROCK SCHEDULE. @ PERMEABLE PAVERS-CASGADA PERMEABLE, 4.92" X 9.84", 80mm, PATTERN: HERRINGBONE, FINISH: SHOTBLAST, COLOR: MANOR. AVAILABLE FROM ORCO BLOCK. CONTACT: MIKE MILLARD @ 951-685-8498. REFER TO CIVIL ENGINEER'S FOR DETAIL @) 24" TALL LOW CONCRETE WALL-FINISH: TOPCAST #5, COLOR: NATURAL GREY. SEE DEATIL 2, SHEET 6 TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA T/ON AND PLANTING ONLY, INCLUDING PRECISE LOCA T/ON OF PLANTING AREA. "AS BUIL T 11 RC[ __ EXP. __ _ DATE REV!E"1ED BY• INSPECTOR DATE I SH4EET II CITY OF CARLSBAD I 1---+--+-------------+---+---+--f---t . PLANNING DIVISION . 1-----1----1--------------1----t---+---+----t l----l---+-------------1---+--+---+--i LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl 40' 60' v-"osCAp~ CONSTRUCTION LEGEND & NOTES J §'.;'Q 'l--st.JLLl1t..q4' ""~o. Tl TLE SHEET ~ ® t ~~ .. 1;~ I APPROVED-~~ ,i~ I ~ ' THE R 8 f ; ;-4 'T,, 1-----1---+-------------+---+---+---t---l -~ ,Jj__ Zhlfu/ i AUSTIN COMPANY ,_ l---+--+---------------+--1---t---+----t fc~LA~N~Nl~NG==~wzir==~~~i6:==7roi~~~-:..•• ... :;-;-02/01/24 Jf,. -. /S"". 64100AKCANYON "',--," l--+~--l---------------+-c=-+-c=:-+-::-:-::::--1--::-=:-:-:--l OWN BY: PROJECT NO. DRAWING NO. ~ I I N I/ __ .) ···;\ \ f j\ IRVINE. CA 92618 ~,' ::------: ,.... DATE INlllAL l--"'DA_TE----'_IN_lll---'AL-+-_DA_lE___,,_1N_lll_Al, CHKD BY: TD LPC2023-0014 & 543-SL ~ L--------------------------------------------~·..:..:l.1..:2~:::~'_j~~!.,;r£,'.:;~_c.:!1l~!!_;Cj,J, ___ ~www:94:·:i 4 :e;:~~::~O~noc~Oo:m __ J~Ex;"''~a\;;lan;;D~a~:,~oF~c~A~L 1 '~ 0 ;..1;01~3;11!25£E~NG~IN~EER~O~F~WO~RK1;iiiiiiiiiiii~R~EV~l;Sl~O;N~D;E~S~C~Rl~P~Tl~O;Niiiiiiiiiiiiiiiiii~OTHE~R~APP~R~OV~Al~~CJ~TY~AP~PR~OV~Al~~R~VWO~B~Y~:;;;;~M~S~;;;~P~R~E2~02~3~-00~1~1;;;~;;;;;;;;;~~l'l 1 2 NORTH ELEVATION 'A' Scale: 1/8" = 1'-0" ELEVATION 'B' Scale: 1/8" = 1'-0" 0 10' 20' I" =20'-0" ~'--' 40' 6>0' I ' @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451,9000 www.theaustin.com LUNCH BREAK AREA SITE design studio inc. 11i!i t'IST MAIN STREET, SLJITE 208 T,JSTH'J, CA 927&) Ph· 714 4~1;,{)248 • 02/01}24 'f,. ......... ,.,,,,.,, __ _ C-·--........ --·-· .. --... --·-- LEGEND: 1. IPE WOOD DECK AT PATIO AREAIWNCH BREAK ROOM 2, ENERTY AT WNCH BREAK ROOM 3, MAN ENTRANCE 4, 5, 6, 7, 8, CONCRETE SEAT WALL WITH IPE PLANK, SEE DETAIL 3 I SHT, CD-1. CONCRETE LOW WALL LEGEND: LIGHT POST METAL TRELLIS-SEE DETAIL 1,SHT, 7 MONUMENT SIGN BY OTHERS 1, IPE WOOD DECK AT PATIO AREA/LUNCH BREAK ROOM 2, ENERTY AT WNCH BREAK ROOM 3, MAN ENTRANCE 4. CONCRETE SEAT WALL WITH IPE PLANK, SEE DETAIL 31 SHT. CD-t 5, NOTUSED 6, LIGHT POST REFER TO ELECTRICAL ENG, 7. META TRELLIS, SEE DEATIL2, CD-3 TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 N.T.S. APPROVED FOR /RR/GA T/ON AND PLANTING ONLY, INCLUDING PRE C/SE LOCATION OF PLANTING AREA. JI AS BUIL T1 ' RC[ __ _ EXP, ___ _ DATE REV!E\JED BY, INSPECTOR DATE ISH5EETII CITY OF CARLSBAD l---+--+---------------t----+-----;l-----!----1 _ PLANNING Dl\11S!ON 1-----+--+---------------l----+-----;f----1-----1 t---+--+---------------t----+-----;1-----1----1 LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl CONSTRUCTION DETAILS TITLE SHEET l----l---f--------------l---l---+---+--11 APPROVED:~ dr:-J. ,z,/,~/uf _PLANNING ~ di.),. D'1e ~ ~~ '----"'.' ,,,_~' DATE INITIAL <' O'-OF CAL\~ DA TE INITIAL OWN BY: DA TE INITIAL CHKD BY: TD MS PROJECT NO, LPC2023-0014 & PRE2023-0011 DRAWING NO, 543-SL Ex iration Date: 10 /31 /25 ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: 2 • 5 1'-4" 6 ,,_ "' ' :·rr· -•. : . , . . ~✓1--...J·, '<J, ~ ' . . ~. ,< " 2 :-,- 4 ~ 3 LEGEND: SECTION 1. 2. 3. 4. 5. • 8 Poured•in•place integral color concrete seat wall, see materials legend for color and finish. Adjacent Paving, cobbles, or syn turf per plan Concrete F'c=3000 PSI Strip light fixture refer lighting plan. 1" PVC sleeve for low voltage whipcord. 6. 1/4" Roughened surface. 7. #4 Ties at the top of wall at 12" O/C 8. #5@12" O/C Vert. and horizontal reinforcement 9. #4@12" O/C Note: Refer to structural engineers drawings for all footings, sizes & reinforcement, and all connections. P. I. P Concrete Wall Scale: 1-1/2"=1'-0" 1'--6" SECTION Concrete Mowcurb Scale: 1-1/2"=1 '-0" LEGEND: 1. 18" wide poured in place concrete mowcurb with #3 rebar, 18" o.c. See hardscape legend for color and finish. 2. 1/2" Radius edge. 3. Synthetic turf 4. 2"x 4" composite wood board with staple or nail synthetic turf 5. Geotexl!le 6. Compacted aggregate base 7. 90% Compacted subgrade. 8. Adjacent pavers LEGEND: 1• 2. 3. 4. 15 4' ::::::~-::::: Poured-in-place integral color concrete seat wall, see materials legend for color and finish. Not used 2x12 Pressure Treated Sleeper, shim as necessary. 1'..fi" 1'-0" .I ii !/ 18 7 6. (2) 314" DIA. Countersunk Headed Anchor Bolt al48" O.C. 7. 114" deep vertical sawcut per plan 8. Concrete End Cap to hide Sleeper. 9. Adjacent Pavng per plan 10. Continuous Shared footing (separate pour) 11. Strip light per lighting plan. 12. Acid-etched finish at ends. 3" 0 0 0 1 7 5 4 ",, 4 ""_..:~---·~-·--·~···--·--+----·~•__:• ___ Lc".'.C .................. , ....... •·•· •. " .. "·---····:c .. , .. C.L.-...:.~.• ....... . ,so ~-•: « " -4 ·• C ... ,, .. •··••· ...... L.. .. . ..... ..... .. . ' ELEVATION 28'-6' 3' ---·- 0 0 0 0 0 0 71 .. 11: '.'i' I . _JI.: .,,_ - PLAN 4 5. 2x6 lpe wood plank spaced 112" apart. (End Planks 2x8) Coated countersunk stainless steel screw into sleeper. 13. Board formed finish front face of bench. 17. 1/4" Roughened surface. Nole: Refer to structural engineers drawings for all footings, sizes & reinforcement and all conneciions. 14. 1" PVC sleeve for low voltage whipcord. 18. #4@12" 0/C. 15. #4 Ties at the top of wall at 12" O/C. 16. #5@12" O/C Vert. and hor12ontal reinforcement P. I. P Concrete ana Wood Seat Wall 1 Scale: 1-1/2"=1'-0" LEGEND: 1. Landscape bou~er, set min. 25% b~ow finish grade. 2. Line offinished grade. 3. Adjacent Paving(Where applies) 4. Compacted subgrade 5. Finish grade adjacent to bou~rs. NOTES: 1. Boulde!s to be angular, granite with 2 "flat'' sides. 'crasta' lrom: southwest boulder and stone (SWB) 760.497.4515. contact Brittany Marcik for s~ection of boulde!s, www.soulhweslboulder.com 2. The general intent of bou~er placement is to place lhem with the horizontal flat side U(l. The horizontal plane of eech boulder Is to match parallel with accent boulders juxtaposed random~. 4 Boulders-Section Scale: 3/4"=1'-0" 0 10' 20' 40' 60' =---------'-1"=20 '-0" ~~-I ___ ___,, boulders @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com LEGEND: ·:)({ t~t~t(t'.\~~.:~?~.<·/·\t:~\-~--~~~f'> \ :~~-~: ~~0 :-: :_:.< :~<i;:\~~::~\\~~~~:t\\ ·-·, _: ... , 1. 4' SQ. "Starnurst'' Tree Grate by lronsmtth 4 • See Ha«lscape Legend, LC· 1 r----... 2. Steel Angle Frame by manufacturer 3. #3 Rebar Welded to frame at 18' o.c. ,,_ .. l---+<:r---.-+----1 4. Concrete Pa~ng with thickened edgs to support . , ~' frame • 5. Finish Grade/Curb. { 6. Concrete curb 7. Adjacent pavers Notes SECTION a. Verify actual dimensions of tree grate & frame with manufacturer b. 0eteU is for bid pufPOS8S only, refer to manufacturets specifications & details for inslallalon 3 Tree Grate & Frame Scale: 1 "= 1 '-0" PLAN Scale: N.T.S. Tree-Grate.dwg P.I.P. Concrete and Wood Seatwall.dwg TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLAN TING ONLY, INCLUDING PRECISE LOCA TJON OF PLANTING AREA. 11 AS BUIL T 11 RC[___ EXP. ___ _ DATE REVIEVED BY, INSPECTOR DATE SITE design studio inc. 181) EAST MAIN STREET, sum: 208 TUSTIN. CA92700 I SH6EET II CITY OF CARLSBAD f---t-----+----------------+---+---+----+-----1 . PLANNING DIVISION 1---+---1------------------+---+---f------!----l PlJ 714 42!.i 02.W F•~-714.421;.0255 LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl CONSTRUCTION DETAILS TITLE SHEET • 02/01124 • 1---t----+-----------+---+--+--1-----1 I APPROVED:.Jl: ;J/ <:,) z/4,tzA . PLANNING ~ (fl.), ll..te ~ ~, ::------; ,,.;~' DATE 1N1TlAL I:' ,.,Q .... Or: CAL\t" Expiration Date: 10 31/25 ENGINEER OF WORK REVISION DESCRIPTION DA TE INITIAL OTHER APPROVAL OWN BY: DATE INITIAL CHKD BY: CITY APPROVAL RVWD BY: JD MS PROJECT NO. LPC2023·0014 & PRE2023-0011 DRAWING NO. 543·5L LEGEND: NOTES: 1. Paver, see construction plan for manufacturer and color. 2. Aggregate base per geotechnical report. 3. Compacted subgrade per geotechnical report. Refer to civil Prior to commencing worl<,contractor to verify subgrade/ sub-base, and thickness requirements to most current soils report. engineer's plan. 4. Compacted sand base per geotechnical report. 5. Geotextile fabric. 6. Adjacent paving 7. Grout pave rs in place 3 Concrete Unit Paver@ Paving Edge 6 Scale: 1-1/2"=1'-0" LEGEND: 1. Existing Adjacent paving (where occurs) 2. Infiltration low point Approximate~ 6" min lo 18" max depth from existing grade. See Civil plan. 3. Existing planter grade. provide smooth transition to low point. 4. Excavate existing soil. Replaca to depth of 18" with #2 size grade base 5. Naive Soil 6. Mirafi 110N Soil Separator Fabnc Concrete Unit Paver @ Concrete Edge Note: 1. Contractor shall confirm on site, depth of native soil perform infiHration testing at each proposed infiltration zone. 2. Engineered Soil Media compnsed of 85% mineral component and 15% organic compnant, drum mixed. The Mineral Component shall be Class A Sandy Loam TopSoil that meets the fol~wing Mineral Range: -70-80% Sand -1 S.20% Silt -S.10% Clay The Organic Component to be nitrogen stabil~ed compost Infiltration Zone -Typical Scale : 1/4"=1'-0" Infiltration typ. "' =t:. g 8. ~ re LEGEND: 5 4 / / ~// • / 1/ / 1//'. , • ' ~ -, • V ~ ' • ' ' ' ' ,-V ' ' --,---~ -,_, . ·:-"L NOTES: 1. Pedestrian paver, see construction plan for manufacturer and color. A. Prior to commencing worl<,contractor to verify subgrade/ sub-base, thickness, reinforcement requirements to most current soils report. 2. Aggregate base, thickness per geotechnical report. 3. 90% compacted subgrade, prepare according to recommendations in geotechnical report. 4. Compacted sand base per geotechnical report (1" Max.) B. See construction legend for specification on waterproofing sealer for pedestrian pavers. 5. Polymeric sand. Techniseal HP2. 6. Geotexttile fabric C. Contractor to provide Geotechnical Engineering to determine sub-base condition. 2 Concrete Unit Paver Scale: 1-1/2"=1'-0" ···---~·-I -. "."'" ~~ -111=• 11 .• ---'-1, ., ' 1~111·-1 I "'·-,..,--i;:J':-~ ' --·-----1 ----I . -1'1-11·1--•' ..• •' I 1-~I 1--• /. l·-11 •. ·· -,_ LEGEND: 1. 3-12" Diameter cobble Planting in cob~e 2. Finish grade 3. Naive soil (no fill). • 4. Adjacent planting. NOTE: A. Embed cobble one third depth minimum B. Excavate grade to natv~ ~le soil. Geotechnical to venfy infiltration rate of 95% compacted native sHe sol to be con~stent with the natrual infiHration rate specified in the Geotechnical Raport. ConcretePavers.dwg 4 5 Cobble@ Curb Edge Scale: 11/2"=1'-0" Cobble at curb.dwg 20' 40' 60' 1 LEGEND: 1. Concrete paving. See Construclion plan and legend for finish. 2. 1/4" wide foam filler. 3. Overaized foam backer rod below sealant 4. 1/4" depth Elastometric caulking, color to match adjacent paving. L.M. Scofield Lihoseal traffic caulk sealant. Broadcast silica sand on caulking while still wet. Provide sample for approval. 5. #3 rebars 12" o.c. each way, centered in concrete. 6. Sawcul -1/8" wide x 1/3" depth of paving thickness 7. Score line-1/4"wide x 1/4" deep. 8. Compacted subgrade. 9. Speed dowel -No. 3 x 18' long al 24" o.<,, sleeve at one end, centered in concrete. 10. 1/8' radius typical. 11. Adjacant Structure ✓,· / // ~~ _ ~l,l<-9"_m_in. typ.:.:.ical_-,1< Expansion Joint at Structure Concrete Paving/ Joints Scale: 1-1/2" = 1'-0" Line of Adjacent Structure 3 8 NOTES: I 114• A. Install per manufacturer's "Installation Guidelines" 10 B. 8'-0" sections to include (3)18" aluminum stakes and (3) XLR adaptors. 4 4J-----)j ' • X N~ ~ E 1 C. 16'-0" sections to incl ude (5)18" aluminum stakes and (3) XLR adaptors. D. Corners: cut base edging up halfway and form a continuous corner. E. Permaloc Cleanline XL as manufactured by Permaloc Corp., Holland Ml. (800) 356-9660, (6160 399-9600 F. Contractor's note: for product and purchasing information visit: WWW.PERMALOC.COM 6 if1JJI,;T I j )-----:s : ' I ' lJ+r. , : i ~W LEGEND: 1. Gravel per construction legend. 2. Finish grade at ad1aoent planter or paving. 3. 3/16" x 5" 'Cleanline XL' aluminum landscape edging by 'Permaloc' 800-356-9660. 4. 18" aluminum stake. 5. Compacted subgrade. 6. Mirafi 140N or equal geotextile. Permaloc Edging @ Gravel Scale: NTS Permaloc Edge.dwg Typical Score Joint 9" min. typical Typical Sawcut Joint 18" Doweled Expansion Joint concrete paving joints TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA T/ON AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. 11 AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIE\JED BY• INSPECTOR DATE SITE design studio inc. 1&l EAST MI\IN STREET, SUITE 208 TIJSTIN, CA 92700 I SH7EET II CITY OF CARLSBAD t----t---t----------------+----+--+------<----1 . PLANNING DIVISION t----1---+----------------t---+--+------<----I t----t---+----------------t----+--+------<'-----1 LANDSCAPE IMPROVEMENT PLANS FOR: Pt,; 714.426.02~ Fax, 714,426.0255 KINOVATE PRODUCTION FACILITY Tl CONSTRUCTION DETAILS TITLE SHEET 0 10' 1"=20'-0"~ l I I @® AUSTIN COMPANY 6410 OAK CANYON t---+----+-----------+--+-----1---+----1 I APPRoVEojL..__ tJ/~1 z{,1fa4 _PLANNING ~ 8 I( I N IRVINE, CA 92618 949.451.9000 REVISION DESCRIPTION DATE INITIAL DA TE INlT!AL OWN BY: CHKD BY: TD MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAVVNG NO. 543-SL www.theaustin.com OTHER APPROVAL OTY APPROVAL RVWD BY: "•::>'~· ' ,, 3 '-"• 0'-6ff 1'-6" lYP. LEGEND: ·1. IPE Wood deck board per hardscape plan. 2. 2"x4" Wood joist over Pressure Treated Sleepers. 3. 2"x2" Wood joist pressure treated 4. Adjacent paving or mowcurb. 5. PIP 4" thick concrete slab 6. 1" x3" Fascia Note: A. Cut sleepers to maintain level deck. PLAN VIEW-IPE WOOD DECK LAYOUT LEGEND: 1. IPE Wood deck board per hardscape plan. Nole: 2. 2"x4" Wood joist over Pressure Treated Sleepers. A. Cut sleepers to maintain level deck. 3. 2"x2" Wood joist pressure treated 4. Adjacent paver or mowcurb. 5. Aggregate base -see paver detail 6. PIP 4" thick pervious concrete slab 7. Compacted soil per geotechnical soil repcrt 8. 1" x3" Fascia board 9. adjacent planting area or synthetic turt 10. 8" x 8" concrete footing ! 0'-6fl FLUSH '2 IPE Wood DECK Scale: 1-1 /2"=1'-0" Porcelain to Deck2.dwg B A 1 NOTES: 4 144 [3658 mm] r 118 [2997 mm] I--120 -7 1 [3048 mm ] 1 L __ ·_ A A 3 POLYCARBONATE PANEL TYP PURUNS 2''.X6"XQ.125" TYP "----CROSSBEAM 411X4"X0.125" TYP COLUMN 4"X4"X0.125" TYP !. SITE SPECIFIC ENGINEERING BEYOND THE ANCHOR FASTENERS IS BY OTHERS. 2. .UNLESS OTHERWISE SPECIFIED, MATERIAL OF STRUCTURAL COMPONENTS IS ALUMINUM ALLOY 606!-T6. 4 3 CUSTOM TOSA PERGOLA . Scale: N.T.S 0 10' 20' 40' bO' 1"=20'-0"~~~1---i __ ~, LlfE S C:!ENCf5 2 7 134 [3404 mm] TOU'AANCE: FR/i,CTJONS a, l/8" f---+-----1 ANGI..ES ;, 0,5° Af'PRO\IED: M!KI' SANKl:Y ""ITS ••~« 1----+----l ~" ' ""'·'"" DAT.E: 2023·10,02 l ayout Sl2£: 8 SHEET: 1 OF,2 PRODUCT COD!:: {UNLESS OTHERWISE Sl'EClflED) fl'JATERIAL: Aluminum 6061 WEIGl1T ESTIMATE: &SM~nasi; SCALE: RE\!': 1 CP-T •l>Mxl20·JA33-l'<:·\IVA26'CV 1 PROJECT: kinovate Project PRODUCT· • Custom Tosa Pergola 8 A BASEPLATE 1/2" TYP DETAIL B SCALE : 1/ 8 3 t1<t -~TTON >.NO O!Sl'O:,S C0r4,Ml«l flvmt~l)AAWIN~ARE roN1'n(Nf1At .. '<PT~i Pl>O""'UMYP/tOetJITVOf:STIJft(lf>lGN 1r,i; .. J<[lTIJ(ll fN(S OCS)GM lffif\AA"l'U<'fO!IM<."°" roi,!"A1Nffi1~ "'" ·-w .. G .... ,sutoPl'OOUO'DOII ==roo1>10;SWil></JUT'lliHl!l'Ra WIUTTtN <-"'mff ~nl\l~ Df5I\Sl>J ,~c... 2 1 NOTE: 1. CUSTOM TOSA PERGOLA WITH POLYCARBONATE COVER AVAILABLE AT STURDESIGN. CONTACT: HEIDI CREKMUR WITH H DESIGNSOURCE , TEL: 1 (858) 945-7915. PROVIDE COMPLETE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION 2. PURLINS -WOOD FINISH: CEDAR, INSTALL UNDER HANGING VERTICALLY ORIENTED WITH CHISEL END STYLES. 3. ALIUMINUM POSTS AND BEAMS: PRE-FINISHED IN PREMIUM POL YSTER POWDER COATING. POST FOOTING, AND REINFORCEMENT BY STUR DESIGN COMPANY. PROVIDE SUPER DURABLE POWDER COATING WITH SMOOTH FINISH 4. 5. 3 PROVIDE LIGHTING / POWER AND CHARGEING PER ELECTRICAL ENGINEER PLAN. LIGHT FIXTURES SHALL BE COORDINATED WITH ELECTRICAL ENGINEER PRIOR TO CUSTOMIZE THE STRUCTURE CONTRACTOR SHALL BE RESPONSIBLE FOR TO SUBMIT MANUFACTURE DRAWINGS TO THE CITY FOR PERMIT PRIOR TO THE CONSTRUCTION 2 1 {111fmm]-n TYP ' ' ' ~_.,/ ' . 8-$) •-7 I 140 [3556 mm] ___ __j ' SECTION A-A FOOTING, COVERS ARE OMITTED FOR G.ARITY SCALE: 1/ 60 = B Sflffl,1on :sc"<.f; l>l'lQJECT: kioovate Project Ra', ""'®OCTOOilE l Cl'-l ••·•""-U O.U.~ ~ Custom Tosa f>e'9ola --"°'""""°"""«:,,_,.....,,.;.,,,-.......;.,..m.,_;,,._...,,_..,.,._.,,~ ....... -,OC.,!li,__.DE_..,..,,,_!l(). -"l"i•'"l!<Jii-l"f'1-""~"™"fWmr,,TSt«ffl'Jffl\'l'li•'W•Ql;-i,F'IJ'_,._tlf<, 2 l TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION ANO PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA . "AS BUILT" RCE __ EXP, __ _ DATE REVIEIJED BY, INSPECTOR DATE SITE design studio inc. 100 EAST Ml\lN STREET. SUITE208 TUHIN, GA smo I SH8EET II CITY OF CARLSBAD :===::===:==========================~===~===~~===:====! . PLANNING DIVISION @ ® AUSTIN COMPANY 8410 OAK CANYON IRVINE, CA 92618 949.451 .9000 www.theaustin.com t----+---t--------------1---+---+---+---I LANDSCAPE IMPROVEMENT PLANS FOR: Ph; 714.42t1.024B FIil<: 71'k4,26,0255 KINOVATE PRODUCTION FACILITY Tl DRAIMNG NO. 543-SL "'" \.:s:-~;,:,cc•, 0.,,,/::..::.~ ·+~ CONSTRUCTION DETAILS ~-,~.,·•« >S;. llTLE SHEET (j ff -J _ __j. i I APPROVED: /2 i~ ~ ,, • • • i----t---t-------------+---+---+---+---1 /(J.w--··~ w,,,.,, wiia. ¥ 0210,12, • i----i---t--------------t----t---+----+---1 ~P~LAc;:;.N:;:;NIN';:,°G:::::;:;;::;;;;:;-;::::=====:===;-;:=====: di.>, Dalo ~ r.:: ..,, ::-----:: .. ~, 1---cD~ATE=--,c-c,N=rn=,~l +---------------+--o,-TE--+-,N-ITI-AL-+--DA-TE-+-,Nl-TI A-L--1 OWN BY: PROJECT NO. ,; o, cA,,,o REVISION DESCRIPTION CHKD BY: TD LPC2023-0014 & Ex irotion Dote: to/31 /ZS ENGINEER OF WORK OTHER APPROVAL CJTY APPROVAL RVWO BY: MS PRE2023-0011 B A ' " ' II " I I 1' ' I I I, " ' ' ! I ! ' GENERAL NOTES RECYCLED WATER NOTES RECYCLED WATER SYSTEM (PRIVATE) N LO ~ 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CARLSBAD MUNICIPAL WATER DISTRICT'S RULES AND REGULATIONS. 2. DRINKING WATER FOUNTAINS AND DESIGNATED OUTDOOR EATING AREAS SHALL BE PROTECTED AGAINST CONTACT WITH RECYCLED WATER SPRAY, MIST OR MISTING. ,r- 0 0 I Cf) 3. BEST MANAGEMENT PRACTICES SHALL BE USED TO ELIMINATE OR CONTROL TO THE BEST EXTENT POSSIBLE PONDING, RUN-OFF, OVER-SPRAY, AND MISTING. 4. HOSE BIBS ARE STRICTLY PROHIBITED. 1935 CAMINO VIDA ROBLE, CARLSBAD, CA 92008 $ 0::: ....J 5. CROSS-CONNECTIONS BETWEEN RECYCLED WATER LINES AND POTABLE WATER LINES ARE STRICTLY PROHIBITED. 6. NO SUBSTITUTION OF PIPE MATERIALS WILL BE ALLOWED WITHOUT PRIOR APPROVAL OF THE CITY OF CARLSBAD MUNICIPAL WATER DISTRICT. 7. ALL MAINLINE PIPES SHALL HA VE WARNING TAPE PER CARLSBAD MUNICIPAL WATER DISTRICT'S RULES AND REGULATIONS. 8. HOURS FOR IRRIGATION WITH RECYCLED WATER ARE FROM 10:00 P.M. TO 6:00 A.M. THE HOURS FOR /RR/GA TION WITH DISINFECTED TERTIARY RECYCLED WATER MAY BE MODIFIED BY THE LOCAL AUTHORITY. /RR/GA TION DURING PUBLIC USE PERIODS WITH DISINFECTED TERTIARY RECYCLED WATER SHALL BE UNDER THE SUPERVISION OF THE DESIGNATED USER SUPERVISOR. /RR/GA TION WITH WATER OF A LESSER QUALITY THAN DISINFECTED TERTIARY RECYCLED WATER SHALL BE BETWEEN THE HOURS OF 10:00 P.M. TO 6:00 A.M. 9. BURIAL OF ALL WIRING ANO PIPING SHALL MEET CARLSBAD MUNICIPAL WATER DISTRICT RULES AND REGULATIONS. 10. NON-DESIGNATED USE AREAS SHALL BE PROTECTED FROM CONTACT WITH RECYCLED WATER, WHETHER BY WIND BLOWN SPRAY OR BY DIRECT APPL/CATION THROUGH /RR/GA TION OR OTHER USE. LACK OF PROTECTION, WHETHER BY DESIGN, CONSTRUCTION PRACTICE OR SYSTEM OPERATION IS STRICTLY PROHIBITED. 11. /RR/GA TION HEADS SHALL BE RELOCATED OR ADJUSTED TO MINIMIZE OR EL/MINA TE OVER- SPRA YING ON SIDEWALKS, STREETS AND NON-DESIGNATED USE AREAS. 12. RECYCLED WATER QUICK COUPLING VALVES SHALL BE OF A TYPE DESIGNED FOR THE USE ON RECYCLED WATER DISTRIBUTION SYSTEMS PER CARLSBAD MUNICIPAL WATER DISTRICT'S RULES AND REGULATIONS. 13. ON RECYCLED WATER SYSTEMS, ALL APPURTENANCES (SPRINKLER HEADS, VAL VE BOXES, ETC.) SHALL BE COLOR-CODED PURPLE PER AWWA GUIDELINES AND SECTION 116815 OF THE CALIFORNIA HEAL TH AND SAFETY CODE. 14. ALL IRRIGATION PIPE SHALL BE STENCILED WITH WARNING, "NON-POTABLE OR RECYCLED WATER", COLOR-CODED (PURPLE) AND LAID WITH WARNING TAPE AND STENCIL/NG ORIENTED TOWARD THE TOP OF THE TRENCH PER THE CARLSBAD MUNICIPAL WATER DISTRICT'S RULES AND REGULATIONS. 15. ON NEW ON-SITE SYSTEMS (POST-METER), POTABLE WATER, CONSTANT PRESSURE RECYCLED WATER AND SEWER LINES SHOULD BE PLACED A MINIMUM OF FOUR FEET APART OR AS DIRECTED BY THE PROJECT ENGINEER AND/OR REGULATORY AGENCY. MEASUREMENTS SHALL BE BETWEEN FACING SURFACES, NOT PIPE CENTERLINES. 16. · CONSTANT PRESSURE RECYCLED WATER LINES SHALL CROSS AT LEAST TWELVE INCHES BELOW POTABLE WATER LINES AND MAINTAIN AT LEAST TWELVE INCHES CROSSING SEPARATION BETWEEN OTHER UTILITIES. 17. IF A CONSTANT PRESSURE RECYCLED WATER LINE MUST BE INSTALLED ABOVE A POTABLE WATER LINE OR LESS THAN TWELVE INCHES BELOW A POTABLE WATER LINE, THEN THE RECYCLED WATER LINE SHALL BE INSTALLED WITHIN AN APPROVED PROTECTIVE SLEEVE AS PER THE CARLSBAD MUNICIPAL WATER DISTRICT'S RULES AND REGULA T/ONS. 18. THE REQUIRED CROSS-CONNECTION SHUTDOWN TEST SHALL BE DONE BY THE CARLSBAD MUNICIPAL WATER DISTRICT AND THE SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH. 19. THE REQUIRED CROSS-CONNECTION INSPECTION SHALL BE DONE BY EITHER THE CARLSBAD MUNICIPAL WATER DISTRICT AND/OR THE SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH. COPIES OF INSPECTION REPORTS WILL BE FORWARDED TO THE NON-INSPECTING PARTY. 20. THE DESIGN AND LOCATIONS PROPOSED FOR RECYCLED WATER "DO NOT DRINK" SIGN SHALL BE CALLED OUT ON THE PLANS. 21. WHEN RECYCLED WATER BECOMES AVAILABLE, AN ON-SITE USER SUPERVISOR SHALL BE DESIGNATED IN WRITING. THIS INDIVIDUAL SHALL BE FAMILIAR WITH PLUMBING SYSTEM WITHIN THE PROPERTY, WITH THE BASIC CONCEPTS OF BACKFLOW/CROSS-CONNECTION PROTECTION, THE RECYCLED PUREYOR'S RULES AND REGULATIONS AND THE SPECIFIC REQUIREMENTS OF A RECYCLED WATER SYSTEM. COPIES OF THE DESIGNATION, WITH CONTACT PHONE NUMBERS SHALL BE PROVIDED TO THE CARLSBAD MUNICIPAL WATER DISTRICT. IN CASE OF EMERGENCY CONTACT JOSE HERNANDEZ AT OR AFTER HOURS CONTACT JOSE HERNANDEZ AT (760) 791-0314 (858) 933-6152 22. ALL PUBLIC AND PR/VA TE POTABLE WATER MAINS INCLUDING FIRE MAINS AND ANY WATER WELLS AND WATER COURSES WITHIN THE RECYCLED WATER PROJECT SHALL BE SHOWN ON THE PLANS. 23. CALL OUT ON THE PLANS IF THERE ARE OR ARE NOT DRINKING FOUNTAINS AND/OR DESIGNATED OUTDOOR EA TING AREAS ON THE SITE. 24. A PHYSICAL SEPARATION SHALL BE PROVIDED BETWEEN ADJACENT AREAS /RR/GA TED WITH RECYCLED WATER AND POTABLE WATER. SEPARATION SHALL BE PROVIDED BY DISTANCE, CONCRETE MOW STRIPS OR OTHER APPROVED METHODS. 25. ALL /RR/GA TION BACKFLOW PREVENTERS SHALL BE TESTED BY A CERTIFIED TESTER AND RESULTS MUST BE GIVEN TO THE CITY AND THE CARLSBAD MUNICIPAL WATER DISTRICT. PIPE BETWEEN TH£ METER AND BACKFLOW PREVENTER SHALL BE "SCHEDULE K HARD COPPER". APPROVED CONTRACT BACKFLOW TESTERS CAN BE FOUND BY CALLING (760) 438-2722. SIGNAGE NOTES THE FOLLOWING GUIDELINES FOR THE USE OF RECYCLED WATER ARE TO BE PERMANENTLY POSTED INSIDE THE DOOR OF EACH CONTROLLER WHERE THEY ARE EASILY VISIBLE. PLACE ON 8-1/2" X 11" SIZED SIGN. COLOR: PURPLE BACKGROUND WITH BLACK LETTERING. 1. GUIDELINES FOR RECYCLED WATER USE A. IRRIGATE BETWEEN THE HOURS OF 10:00 P.M. AND 6:00 A.M. ONLY. WATERING OUTSIDE THIS TIME FRAME MUST BE DONE MANUALLY WITH QUALIFIED SUPERVISORY PERSONNEL ON-SITE. NO SYSTEM SHALL AT ANY TIME BE LEFT UNATTENDED DURING USE OUTSIDE THE NORMAL SCHEDULE. B. /RR/GA TE IN A MANNER THAT WILL MINIMIZE RUN-OFF, POOLING, AND PONDING. THE APPL/CAT/ON RA TE SHALL NOT EXCEED THE INFILTRA T/ON RA TE OF THE SOIL. TIMERS MUST BE ADJUSTED SO AS TO BE COMPA T/BLE WITH THE LOWEST SOIL INFILTRATION RATE PRESENT. THIS PROCEDURE MAY BE FACILITATED BY THE EFFICIENT SCHEDULING OF THE AUTOMATIC CONTROL. CLOCKS, (I.E., EMPLOYING THE REPEAT FUNCTION TO BREAK UP THE TOTAL /RR/GA T/ON TIME INTO CYCLES THAT WILL PROMOTE MAXIMUM SOIL ABSORPTION). C. ADJUST SPRAY HEADS TO ELIM/NA TE OVERSPRAY ONTO AREAS NOT UNDER THE CONTROL OF THE CUSTOMER. FOR EXAMPLE, POOL DECKS, PR/VA TE PATIOS AND LOTS, AND STREETS AND SIDEWALKS. D. MONITOR AND MAINTAIN THE SYSTEM TO MINIMIZE EQUIPMENT AND MATERIAL FA/LURE. BROKEN SPRINKLER HEADS, LEAKS, UNRELIABLE VALVES, ETC., SHOULD BE REPAIRED AS SOON AS THEY BECOME APPARENT. E. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR £DUCA TING EACH EMPLOYEE AND ALL MAINTENANCE PERSONNEL ON A CONTINUOUS BASIS, REGARDING THE PRESENCE OF RECYCLED WATER. MAINTENANCE PERSONNEL MUST BE INFORMED THAT WATER IS FOR /RR/GA TION PURPOSES ONLY AND IS NOT APPROVED FOR DRINKING OR FOR HAND AND TOOL WASHING, ETC. F. OBTAIN PRIOR APPROVAL OF ALL PROPOSED CHANGES AND MOD/FICA TIONS TO ANY PR/VA TE ON-SITE FACILITIES. SUCH CHANGES MUST BE SUBMITTED TO, AND APPROVED BY, THE DISTRICT ENGINEERING OFFICE AND DESIGNED IN ACCORDANCE WITH DISTRICT STANDARDS. 1. ALL RECYCLED WATER SPRINKLER CONTROL VALVES SHALL BE TAGGED WITH /DENT/FICA TJON TAGS. A. TAGS SHALL BE WEATHERPROOF PLASTIC, J"x 4", PURPLE IN COLOR, WITH THE WORDS "WARNING RECYCLED WATER -DO NOT DRINK" IMPRINTED ON ONE SIDE, AND "A VISO -AGUA IMPURA-NO TOMAR" IMPRINTED ON THE OTHER SIDE. IMPRINTING SHALL BE PERMANENT AND BLACK IN COLOR. USE TAGS AS MANUFACTURED BY T. CHRISTY ENTERPRISES OR APPROVED EQUAL. B. ONE TAG SHALL BE ATTACHED TO EACH VAL VE AS FOLLOWS: 1. ATTACH TO VALVE STEM DIRECTLY OR WITH PLASTIC TIE-WRAP OR 2. ATTACH TO SOLENOID WIRE DIRECTLY OR WITH PLASTIC TIE-WRAP OR 3. ATTACH TO VALVE COVER WITH EXISTING VALVE COVER BOLT. 2. ALL SPRINKLER HEADS SHALL BE IDENTIFIED AS RECYCLED WATER SPRINKLER HEADS. G. EACH AUTOMATIC CONTROLLER ANO ITS ASSOCIATED EQUIPMENT SHALL BE IDENTIFIED WITH A SIGN BEARING THE WORDS "RECYCLED WATER USED FOR /RR/GA TION" IN ENGLISH AND SPANISH, WITH Bl ACK l ETTERS 1" HlGH QN A PURPLE BACKROUND. THE SIGN SHALL BE PLACED SO THAT IT CAN BE READILY SEEN BY ANY OPERA T/ONS PERSONNEL UTILIZING THE EQUIPMENT. DECLARATION OF RESPONSIBLE CHARGE: I HEREBY DECLARE THAT I AM THE LICENSED DESIGNER OF WORK FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIF/CA T/ONS BY THE CITY OF CARLSBAD AND SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS THE LICENSED DESIGNER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. THESE PLANS HA VE BEEN PREPARED IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED LANSCAPE CONCEPT PLAN, WATER CONSERVATION PLAN, FIRE PROTECTION PLAN, AND ALL CONDITIONS OF APPROVAL RELATED TO LANDSCAPING. FIRM NAME & ADDRESS: SITE DESIGN STUDIO, INC. 180 EAST MAIN STREET, TUSTIN, CA 92780 (N.T.S.) ► In Order to Conserve Water ... DI RT 12" X 36" SIZE WARNING RECYCLED WATER DO NOT DRINK SH HANDS AFTER CONTACTING LAVESE US MANOS DESPUES DE USAR 1'' BLACK LETTERS 2" BLACK LETTERS .032 ALUMINUM, .060 ABS PLASTIC OR STICK-ON VINYL SIGNS -~ TYPICAL SIGNS RECYCLED WATER IN USE DO NOT DRINK NO TOME EL AGUA WASH HANDS AFTER CONTACTING LAVESE SUS MANOS DESPUES DE USAR 18" X 18" SIZE .032 ALUMINUM, .060 ABS PLASTIC OR STICK-ON VINYL SIGNS DIAL TOLL FREE 1-800-422-4133 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA CARLSBAD MUNICIPAL WATER n~~ Expiration Date: 10/31/25 DISTRICT ENGINEER PROJECT MAP EXHIBIT NOTES: 1. NO POTABLE WATER METERS ARE USED FOR /RR/GA 110N WITHIN PROJECT AREA. 2. ONLY NEW FIRE FLOW BACKFLOW PREVENTER DEVICES ARE INSTALLED WITHIN THE PROJECT AREA. LEGEND ® POTABLE WATER METER (NEW) ~ 3ACfLOW PREVENTION DEVICE NEW INSTALL PER CMWD ® RECYCLED WATER METER (EXIS11NG) ~ gACKFLO~ PREVENTION DEVICE EXIS11NG INSTALLED PER CMWD w POTABLE WATER LINE RW RECYCLED WATER LINE RC RECYCLED WATER PRESSURE SUPPLY LINE FS FIRE SERVICE UN£ (EXISTING) RI RECYCLED WATER USE AREA ~ DO NOT DRINK RW SIGN - 8" RW • 550 ZONE RW, CAMI N. " w FIRE HYDRAN~ .. ] ' . . ' ' ' ' ' ' ! ! I ! I EXISTING 2" R CYCLED WATER METER· S SJ.ff,JJ 'B' t;,.,151. 16" ACP WATER 0 30' N 120' I C"') N 0 N I w Cl SHEET TITLE SHEET NUMBER RECYCLEO WATER TITLE SHEET 9 IRRIGATION LEGENO ANO NOTES 10 IRRIGATION NOTES 11 IRRIGATION WATER USE DATA 12 IRRIGATION PLAN 13 IRRIGATION DETAILS 14 IRRIGATION DETAILS 15 IRRIGATION DETAILS 16 IRRIGATION DETAILS 17 IRRIGATION SPECIFICATIONS 18 IRRIGATION SPECIFICATIONS 19 OUTDOOR EATING AREA (PROTECTED AGAINST CONTACT WITH RECYCLED WATER) ~. SCALE 1•• = 60'-0" 0 TOTAL NUMBER OF SHEETS 11 WATER EFFICIENT LANDSCAPE DECLARATION: INSPECTION PROCEDURES: I AM FAMILIAR WITH THE REQUIREMENTS FOR LANDSCAPE AND IRRIGATION PLANS CONTAINED IN THE CITY OF CARLSBAD'S LANDSCAPE MANUAL & WATER EFFICIENT LANDSCAPE REGULATIONS. I HAVE PREPARED THIS PLAN IN COMPLIANCE WITH THOSE REGULATIONS AND THE LANDSCAPE MANUAL. INSPECTION OF THE PROJECT SHALL BE PERFORMED BY THE LANDSCAPE ARCHITECT OF THE WORK, OR THE LANDSCAPE ARCHITECT OF WORK'S DESIGNATED AGENT. REFER TO THE SPECIFICATIONS FOR THE SCHEDULE OF REQUIRED INSPECTIONS AND REQUIRED SUBMITTALS. FOLLOWING COMPLETION OF THE WORK; I CERTIFY THAT THE PLAN IMPLEMENTS THOSE~ATIONS TO PROVIDE EFFICIENT USE OF WATER. BY: MICHAEL K. SULLIVAN • . 2/01/2024 THE LANDSCAPE ARCHITECT OF THE WORK WILL CERTIFY THAT THE INSTALLATION HAS BEEN COMPLETED BY SUBMITTING THE "CERT/FICA TION OF COMPLETION" FORM. EMAIL THE FORM TO bp@dugmoredesignstudio.com. TO MAKE A REQUEST FOR A FINAL LANSCAPE INSPECTION BY THE CITY, CALL (760) 436-7327. SIGNED UNDER PENAL TY OF PERJURY PHONE NO: ( 714) _42=6~--0~2~4~8~---- REGISTRA TION NO: 2284 31 OCTOBER 2025 INSPECTION PROCEDURES 1. DISTRICT CONSTRUCTION INSPECTION SHALL INCLUDE: A. REQUIRED SEPARATION BETWEEN POTABLE AND RECYCLED WATER LINES (HORIZONTALLY AND VERT/CALLY). B. PIPE /DENT/FICA T/ON. C. SLEEVING AT CROSSINGS. D. APPROPRIATE MATERIALS AND MARKINGS, INCLUDING PROPER QUICK COUPLERS. AN APPROVAL LETTER REGARDING THE INSPECTION OF THE PROJECT SHALL BE OBTAINED FROM THE CITY AND THE DISTRICT, AND BE FORWARDED TO THE COUNTY HEALTH DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL. 2. DISTRICT FINAL INSPECTION SHALL INCLUDE: A. S/GNAGE INSTALLED PER PLAN. B. CONTROLLER STICKERS. C. TAGGING OF VALVES. D. COVERAGE TEST AFTER COMPLETION OF THE SPRINKLER SYSTEM TO ENSURE PROTECTION OF AREA NOT APPROVED FOR RECYCLED WATER USE. £. ALL ASPECTS OF THE /RR/GA T/ON CONDITIONS INCLUDING WINDBLOWN SPRAY, RUNOFF, AND PONDING. F. REQUIRED PROTECTION OF ALL RESIDENTIAL AREAS. G. REQUIRED PROTECTION OF WELLS, STREAMS, RESERVOIRS, ETC. CITY Of OCEANSIDE HIGHWAY 78 PACIFlC OCEAN ALGA & DEL TA 3 SUMMARY: 1. REVISE THE PROJECT MAP FOR MATCHING HATCH & LEGEND AND TO REMOVE LANDSCAPE TREES ON MAP. NOT TO SCALE . CITY OF VISTA APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH AND QUALITY LAND AND WATER QUALITY DIVISION iDNMENTAL HEALTH SPECIALIST 2./z .. q f u, 7J1 D/\TE "AS BUILT" llTLE DATE REVIEWED BY: INSPECTOR DATE H. CROSS-CONNECTION TEST IF REQUIRED. I. COLOR CODED, LAMINA TED CHARTS INSIDE EACH CONTROLLER. PROJECT SITE CITY Of ENCINITAS VICINITY MAP CARLSBAD MUNICIPAL WATER DISTRICT 3. ANNUAL INSPECTION SHALL INCLUDE: A COMPLETE INSPECTION THAT WILL COVER A-I OF THE DISTRICT FINAL INSPECTION. CROSS-CONNECTION TESTING PERFORMED EVERY 4 YEARS. REVISIONS MUST BE APPROVED BY PUBLIC HEAL TH ENGINEER, CITY ENGINEER AND DISTRICT ENGINEER PRIOR TO IMPLEMENTATION IN FIELD. DISTRICT DEVELOPERS NAME: ADDRESS: SHEET 9 CITY OF CARLSBAD PLANNING DIVISION 1-----+--+--------------1--1----+---l---+----I PRIVATE (ONSITE) RECYCLED 1------1---t----------------t---+--+--1--1----1 WATER SYSTEM FOR: KINOVATE PRODUCTION FACILITY TENANT IMPROVEMENT ,--r-1-------------il_l_l __ 1_1,.,1;;9:;;3~5.:::C:;:;A::M::,:IN:;O:::...:V..'..'.ID:'.'.A~RO::::.:::B;:LE::::,_:C:::A:::.R~L:::S:,::B:::::A:::'.D::.., C:;:A'.2.,'.'.9::;:20::::0:::8:...i ----------------1----+--+-----------------+---+--+---+----lAPPROVED al 1..[t,/,,f DATE TELEPHONE: PLANNING 2-ll-2d DATE PLAN PREPARED: JANUARY 31, 2024 DATE BY: ERIC MONTELONGO DA TE lN1TIAL ENGINEER OF WORK REVISION DESCRIPTION DATE INJ11AL DATE INl11AL DRWN BY, EM PROJECT NO. ,_;:.:.c.:::......Jc==:.+-=.:.c:....L=.:::..t,,CH:-,;CK=o"'a"'v,-------1 LPC2023-0014 & OTHER APPROVAL CITY APPROVAL MS PRE2023-0011 DRAWING NO. 534-5L SHEET_1 Of J.!..SHEETS EQUIPMENT LEGEND: SYMBOL s () ■ [EJ ...... --■-- MANUFACTURER MODEL NO. DESCRIPTION SITE ONE, RAIN MASTER HUNTER* LASCO HUNTER* SUPERIOR* SITE ONE* KECKLEY* LEEMCO WILKINS WILKINS STRONGBOX STRONGBOX - EZ-FLO TRI-C EZ-FLO LASco* SA-6 ASSEMBLY, EGP24-i, PROMAX ICZ-101-25-R V10101N (BALL) HQ44LRC-AWR HK-44A, HSO 950PRS100-RW GTFS-100P SSD-200 LMV-22FF 975XL2SE S-2 (STRAINER) SBBC-30SS-POD QP-30BF EZ001-CX CBV-100 (FITTING) SOLUBLE-HUMA TE EZ CRITTER REPEL IRRIGATION 'SMART' (EAGLE-PLUS) CONTROLLER MOUNTED WITHIN FREE-STANDING SECURITY ENCLOSURE -INCLUDES RAIN SENSING DEVICE -24-STATION CAPACITY WITH 22-STATIONS ASSIGNED -INCLUDES iCENTRAL COMMUNICATION CARD FOR ET-BASED SCHEDULING WITH 1-YEAR ZIP-ET DATA SUBSCRIPTION -PROVIDE HANDHELD REMOTE ASSEMBLY -REFER TO CONTROLLER NOTES THIS SHEET, AND DETAIL 1, SHEET 15. ELECTRIC CONTROL VALVE DRIP ASSEMBLY -PLASTIC BODY -1-INCH SIZE -WITH FACTORY INSTALLED 1-INCH WYE FILTER W/ 150 MESH STAINLESS STEEL SCREEN -25 PSI SET PRESSURE REGULATOR -2-14 GPM FLOW RANGE -INCLUDES FACTORY OPTION PURPLE COLOR IDENTIFICATION FOR RECYCLED WATER USE -PROVIDE LINE-SIZE SCHEDULE 80 BALL VALVE -CONNECT WITH WATERPROOF WIRE CONNECTORS -REFER TO DETAIL 6, SHEET 14. QUICK COUPLING VALVE -1-INCH SIZE -ACME THREADED FOR RECYCLED WATER USE -LOCKING RUBBER COVER MOUNTED IN ROUND BOX -WITH ACME KEY AND SWIVEL - PROVIDE RECYCLED WATER WARNING TAG -REFER TO DETAIL 5, SHEET 14. MASTER ELECTRIC CONTROL VALVE ASSEMBLY -1-INCH SIZE -BRONZE GLOBE BODY W/ FIPT CONNECTIONS -NORMALLY CLOSED -COORDINATE AND INSTALL WIRES WITH FLOW SENSOR CABLE -SET WATER PRESSURE REDUCTION AS NOTED ON PLAN -CONNECT WIRES WITH WATERPROOF WIRE CONNECTORS -REFER TO DETAIL 3, SHEET 14. FLOW SENSOR -PVC HOUSING -1-INCH SIZE -SPECIFIED WITH CONTROLLER ENCLOSURE ASSEMBLY -PROVIDE RECYCLED WATER WARNING TAG -COORDINATE AND CONNECT TO CONTROLLER WITH WATERPROOF WIRE CONNECTORS -REFER TO DETAIL 4, SHEET 14. RECYCLED WATER SYSTEM: BASKET STRAINER ASSEMBLY -FLANGED STAINLESS STEEL BODY -2-INCH SIZE -304SS FILTRATION LINER WITH STANDARD 1/16" PERFORATED BASKET SCREEN -ASSEMBLY INCLUDES TWO (2) FLANGED DUCTILE IRON GATE VALVES (SAME SIZE AS BASKET STRAINER) -INSTALL ASSEMBLY WITH STAINLESS STEEL BOLTS AND HARDWARE -REFER TO DETAIL 1, SHEET 14. REPLACEMENT SPECIFICATION ONLY; REDUCED PRESSURE BREAKER (RP) BACKFLOW PREVENTER ASSEMBLY -2-INCH SIZE -PROVIDE FIPT CONNECTION BRASS LINE-SIZE 'y' STRAINER WITH 50 MESH SCREEN -INSTALL NEW LOCKING STAINLESS STEEL ENCLOSURE AND PRE-FABRICATED MOUNTING PAD ON THE EXISTING IRRIGATION SYSTEM BACKFLOW PREVENTER UNIT -ENCLOSURE SPECIFIED AS SEMI-GLOSS BLACK COLOR POWDER-COATED FINISH (ALLOW 2 WEEKS FOR FACTORY SPECIAL COLOR ORDER) -LOCATE ASSEMBLY WITHIN SHRUB PLANTING AREA -PROVIDE SHOP DRAWING FOR REVIEW AND APPROVAL BY LANDSCAPE ARCHITECT PRIOR TO FINAL INSTALLATION -REFER TO DETAIL 6, SHEET 15. STANDARD CAPACITY MODEL FERTILIZER INJECTION (Fl) SYSTEM -1.5 GAL CAPACITY UNITS -HYDRAULIC (NON-ELECTRIC) UNIT CONNECTS TO PRESSURE MAIN LINE WITH ONE (1) CBV SERIES 1-INCH SCHEDULE 40 PVC BALL VALVE FITTING WITH TWO (2) INJECTION POINTS -COORDINATE TANK LOCATION WITH OTHER POC EQUIPMENT -INSTALL THE Fl UNIT AT SYSTEM 'A' POC WHERE SHOWN -INSTALL Fl UNIT WITHIN RECTANGULAR BOX PER DETAIL 5, SHEET 15. SOLUBLE SOIL CONDITIONER W/ HUMIC ACIDS -CONCENTRATED -APPLY 1 OZ. (2 TABLESPOONS -1/8 CUP) PER 50 GALLONS/ACRE -APPLY 4-6 TIMES PER SEASON - APPLY CRITTER REPEL AS NEEDED -CLEAR LIQUID AND MILD ODOR -PROVIDE 1 PINT TO 1 QUART PER 10,000 SF FOR EACH MONTH OF SERVICE. V17101N-SCR (1.5") BALL VALVE: PROVIDE SCHEDULE 80 PVC FULL-BLOCK TRUE UNION 'SLO-CLOSE' SERIES SOCKET-END BALL VALVE -LINE-SIZE -1.5-INCH SIZE -INCLUDE FACTORY PURPLE COLOR HANDLE FOR RECYCLED WATER USE -REFER TO DETAIL 2, SHEET 14. RECYCLED WATER PRESSURE MAIN LINE PIPING -USE PURPLE COLORED CLASS 315 PVC PIPING FOR SIZES 2-INCH AND LARGER AND USE SCHEDULE 40 PVC PIPING FOR SIZES 1.5-INCH AND SMALLER ANO SCHEDULE 80 CHRISTY'S TA-DT-03-PRW PVC FITTINGS -SIZE PIPING (NOTED IN INCHES) AS SHOWN ON PLAN -PROVIDE TWO (2) LAYERS OF 3-INCH PURPLE COLORED RECYCLED WATER ADVISORY TAPE WITH PRESSURE MAIN LINE PIPING AS SHOWN IN DETAIL -REFER TO TRENCHING DETAIL 3, SHEET 17 -REFER TO SHEET 9 FOR CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED TYPICAL WATER SIGNAGE INFORMATION AND REFER TO RW SIGNAGE DETAIL 4, SHEET 15 -REFER TO DETAILS 5 AND 6 FOR SD-DEH STANDARD DETAILS DELINEATING WATER LINE CROSSING ARRANGEMENTS, SHEET 17. INDICATES CONNECTION TO ASSIGNED DRIP SYSTEM. TYP. C NON-PRESSURE LATERAL LINE PIPING -USE PURPLE COLORED SCHEDULE 40 PVC PIPING FOR USE WITH NON-POTABLE WATER -3/4" MINIMUM SIZE PIPING (NOTED IN INCHES) AND OTHER SIZES NOTED AS SHOWN ON PLAN -REFER TO REFER TO DETAIL 3, SHEET 17. /INDICATES CONNECTION TO ASSIGNED TREE SYSTEM. TYP. -a-------TREE SYSTEM(S) -USE. PURPLE COLORED SCHEDULE 40 PVC PIPING FOR RECYCLED WATER USE -3/4" MINIMUM SIZE & OTHER SIZES AS NOTED -WITH HUNTER PROS-04-CV-R 4-INCH POP-UP BODIES AND HUNTER MODEL NO. MSBN-25Q STREAM BUBBLER NOZZLES (0.25 GPM EA.) -PROVIDE TWO (2) POP-UP SPRINKLERS PER TREE -LOCATE EACH POP-UP BODY 3-FEET FROM TRUNK EQUALLY SPACED -PROVIDE PVC PIPING AS REQUIRED TO CONNECT EACH TREE TO THE NEAREST ASSIGNED VALVE STATION -INSTALL STREAM BUBBLER POP-UPS PER DETAILS 1 AND 2, SHEET 17. FLOW SENSOR SIGNAL CABLE AND CONDUIT -MULTIPLE WIRE PAIR SHIELDED CABLE INSTALLED WITH 1-INCH MINIMUM SIZE SCHEDULE 40 PVC CONDUIT -NO SPLICES PERMITTED - SITE ONE GT EV-CAB-SEN* *SPECIFIED WITH CONTROLLER NOTES THIS SHEET -REFER TO DETAIL 2, SHEET 15. .v v v v v v v v v v v v ~UNTER HDl-0612 500 PCR (TUBING) DRIPI INE SYSTEM -PRESSURE COMPENSATING INLINE EMITTERS -0.6 GPH @ 12-INCHES o.c. EMITTER SPACING -16-INCHES TUBING ROW SPACING -17MM (PURPLE COLOR vvvvvvvvvvvvv 0 /vvvvvvvv HUNTER PLD SERIES FITTINGS FOR USE WITH RECYCLED WATER) 0.557" I.D. POLYETHYLENE TUBING WITH WALL THICKNESS OF 0.45" AND WITH BARB-TYPE FITTINGS FOR ELLS, TEES, COUPLERS & PVC v v v • v v v v v v v v GPH GDTs-140-900 (STAKE) ADAPTERS -PROVIDE 9-INCH METAL HOLD DOWN STAKES EVERY 10·-o.c. -INSTALL DRIPLINE TUBING WITH 1 TO 2 INCHES OF soIL COVER -PROVIDE HUNTER BARB FITTING LLLLLLLLLLLt GPH = GPH IRRIGATION PRODUCTS MODEL NUMBERS.: 1 /2" MIPT THREADED ADAPTER = PLD-LOC050, PLD-LOC-CPL = COUPLER, PLD-LOC-ELB = ELL, PLD-T =LOC-TEE = TEE, PLD-LOC-CAP = THREADED END 'C:C:CC:[[[CCCCt PLUG, AND REFER TO DRIPLINE NOTES ON SHEET 11, AND DETAILS 3 & 4, SHEET 16. ' ~ NOTE: DRIPLINE AREAS ARE DIAGRAMMATICALLY SHOWN WITH ALTERNATING HATCHING TO DELINEATE VALVE STATION AREA SEPARATIONS NONE SHOWN, SEE DRIP NOTES. IA] ----- ■ ----- PH GXBC-4M (EMITTER) PH GPVC220160 (TUBING) PH GQBC (BARB FITTING) GPH = GPH IRRIGATION PRODUCTS HUNTER* PLD-AVR PROVIDED FOR SUPPLEMENTAL IRRIGATION DRIP: IRRIGATION EMISSION OUTLET EMITTER -PRESSURE COMPENSATING -BARB INLET -1.0 GPH (BLACK COLOR CODE) - PROVIDE 1/4" PVC EXTENSION TUBING WITH BARB FITTINGS AS REQUIRED -INSTALL EMITTERS FOR LARGE SHRUBS AND VINES PER DRIP NOTES THIS SHEET AND INSTALL PER DETAILS 5 & 6, SHEET 16. AIR / RELIEF VALVE -THREADED -1/2-INCH MIPT-INSTALL WITHIN ROUND VALVE BOX -INSTALL UNITS WHERE SHOWN LOCATED AT ENDS OF DRIPLINE SYSTEMS - REFER TO DETAIL 1, SHEET 16. DRIPLINE FLUSH OUT ASSEMBLY -SCHEDULE 40 PVC BALL FULL PORT VALVE AND PVC FLEX HOSE TUBING INSTALLED WITHIN ROUND VALVE BOX -ADAPT TO INSTALL DRIPLINE TUBING AS REQUIRED - LOCATE UNITS WHERE SHOWN LOCATED AT ENDS OF DRIPLINE SYSTEMS -REFER TO DETAIL 2, SHEET 16. CONTROL WIRE SLEEVE UNDER PAVED AREA -WHITE SCHEDULE 40 PVC PIPING -1.5-INCH MINIMUM (1.5" ABBREVIATED ON DRAWING AS "1.5SL") -SIZE SLEEVING (NOTED IN INCHES) AS SHOWN ON DRAWINGS - REFER TO DETAIL 4, SHEET 17. PIPING SLEEVE UNDER PAVED AREA -USE SCHEDULE PURPLE 40 PVC PIPING IDENTIFIED FOR USE WITH RECYCLED WATER -4• MINIMUM SIZE (4-INCH ABBREVIATED ON DRAWING AS "4SL") -SIZE SLEEVING (NOTED IN INCHES) AS SHOWN ON DRAWINGS -REFER TO DETAIL 4, SHEET 17. NONE SHOWN LANDSCAPE VALVE BOXES -PURPLE IN COLOR FOR USE WITH RECYCLED WATER -INCLUDES STAINLESS STEEL LOCKING HARDWARE APPLIED ENGINEERING PRODUCTS RECTANGULAR BOX -MODEL NUMBER 1015T-1L2L -'T' COVER FOR: DRIP CONTROL VALVES, MASTER VALVE, FLOW SENSOR. (AEP) 10-INCH ROUND BOX -MODEL NUMBER 910L-1L2L FOR: SHUT-OFF VALVE, QUICK COUPLER VALVE, CABLE PULL BOX, AND DRIP FLUSH OUT VALVE. UTILITY RECTANGULAR BOX -MODEL NUMBER 1730-18L2L FOR: FERTILIZER INJECTION ASSEMBLY. 6-INCH ROUND BOX -MODEL NUMBER 610L-1L2L FOR: DRIP AIR RELIEF VALVE. MIRAFI 140N LANDSCAPE FABRIC OR APPROVED EQUAL -REFER TO VARIOUS INSTALLATION DETAILS LISTED WITH EQUIPMENT ABOVE. NONE SHOWN PROVIDE GPH MODEL NO. GDBRY6 WATERPROOF WIRE CONNECTORS FOR WIRE CONNECTIONS WITHIN VALVE BOXES -NOTE GPH USES DIELECTRIC SILICON, NOT 3M COMPANY ELECTRICAL GREASE. ■IDl0Es1GN ® THE AUSTIN COMPANY IRRIGATION CONTROLLER NOTES: IRRIGATION CONTROLLER SYSTEM OVERVIEW: 11-lE "SMARl" IRRIGATION CONTROUER SYSTEM IS 11-lE RAIN MASlER !CENTRAL SYSTEM, AND OPERAlES WllH DAILY SCHEDULING ADJUSTMENTS UTILIZING DAILY ET DATA PROVIDED 11-lROUGH RAIN MASlER 11-lROUGH 11-lEIR "ZlpEl" WEB SERVICE. AN !CENTRAL ANNUAL SERVICE CONTRACT IS REQUIRED WllH CONTROUER, SET UP 11-lROUGH 11-lE RAIN MASlER WEBSITE LISTED BELOW. 11-lE RAIN MASlER EAGLE CONTROLLER IS SPECIFIED AS PART OF 11-lE CONTROUER ENCLOSURE ASSEMBLY. CONTROUER AS PART OF 11-lE ENCLOSURE ASSEMBLY INCLUDES A RAIN MASlER 5-YEAR MANUFACTIJRER WARRANTY. 11-lE V.I.T. PRODUCTS STAINLESS SlEEL ENCLOSURE COMES WllH A 10--YEAR MANUFACTIJRER WARRANTY. 11-lE EAGLE CONTROUER PROVIDES 4 PROGRAMS, MULTIPLE START TIMES AND OPERATE HIGH FLOW SHUT-DOWN WllH 11-lE USE OF A MASlER VALVE. ASSIGN ONE FLOW SENSOR/MASTER VALVE WllH DEDICATED MAIN LINE PER CONTROUER. A RAIN SWITCH UNIT IS INCLUDED WllH ENCLOSURE. IRRIGATION CONTROLLER COORDINATION NOTES: 11-lE 120-VOL T POWER SERVICE TO CONTROLLER ENCLOSURE WILL BE PROVIDED AT 11-lE CONTROUER ENCLOSURE LOCATION PER ELECTRICAL ENGINEER PLANS. CONTRACTOR SHALL EXTEND APPROVED CONDUIT FROM 11-lE ELECTRICAL CONDUIT STIJBOUT TO 11-lE PROPOSED ENCLOSURE WHERE SHOWN ON 11-lE PLANS. FINAL HOOK-UP OF 11-lE ELECTRICAL POWER TO 11-lE CONTROLLER SHALL BE TliE RESPONSIBIUTY OF CONTRACTOR. 11-lE CONTROUER ENCLOSURE ASSEMBLY IS AVAILABLE 11-lROUGH SITE ONE {FORMERLY JOHN DEERE LANDSCAPES) GREEN TECH DIVISION AT PHONE NUMBER (800) 427-0779. CONTACT RYAN GRIFFIN, OF SITE ONE GREEN TECH DIVISION, AT (949) 455-7465 TO ARRANGE A SITE INSPECTION. COORDINATE THE VARIOUS CABLE ROUTINGS AND CONNECTIONS FROM 11-lE RAIN SENSOR ASSEMBLY TO 11-lE OPERATING UNIT. IRRIGATION CENTRAL CONTROL CENTER NOTE: CONTRACTOR SHALL NOT ACTIVATE 11-lE IRRIGATION CONTROUER WIRELESS DATA SERVICE CONTRACT. TliE IRRIGATION CONTROUER SERVICE CONTRACT SHALL BE ACTIVATED BY 11-lE PERMANENT LANDSCAPE MAINTENANCE COMPANY AFTER FINAL PROJECT TIJRNOVER. FOR INFORMATION ONLY, ADDITIONAL !CENTRAL INFORMATION CAN BE FOUND AT: RAIN MASTER ORDER DESK PHONE NUMBER: 800-m-1477. RAIN MASlER WEB SITE O WWW.RAINMASTER.COM. IRRIGATION CONTROLLER NOTE -SYSTEM 'B': ONE (1) RAIN MASlER EGP-1 EAGLE-PLUS -24 STATION AUTOMATIC CONTROUER 'B' MOUNTED WITHIN AN SITE ONE (FORMERLY JDL} GREEN TECH DIVISION (JOHN DEERE LANDSCAPE) CONTROLLER ENCLOSURE ASSEMBLY, MODEL NUMBER SA6-RM2-24/LPP/PMR/RSE/EMP16/GTSF-100P/EV-CAB-SEN*, OR EQUAL ENCLOSURE ASSEMBLY CONSISTS Of, BUT NOT LIMITED TO, CONTROUER LISTED ABOVE, EAGLE !CENTRAL CARD, DISC ANTENNA WllH RELATED CABLES/HARDWARE. RAIN MASlER REMOTE ASSEMBLY, RAIN SENSOR W/ MINI ENCLOSURE. AC LINE PROTECTION, ENCLOSURE MOUNTING PAD, CREATIVE SENSOR TECHNOLOGIES 1-INCH FLOW SENSOR, 2-WIRE PAlH FLOW SENSOR CABLE {-i.ENGlH AS REQUIRED), 1-YEAR !CENTRAL SERVICE CONTRACT AND ONE ON-OFF SWITCH WITH GF1 OUTLET, PRE-WIRED WITHIN A V.I.T. STAINLESS SlEEL TOP-ENTRY ENCLOSURE. CONTROLLER 'B' -22 NEW STATIONS ASSIGNED. VAL VE CALLOUT LEGEND: INDICATES FLOW IN GPM FOR ELECTRIC CONTROL VALVE. INDICATES IRRIGATION SPRINKLER CONTROLLER STATION NUMBER. INDICATES PLANT WATER USE RATING: H-HIGH, M=MODERATE, AND L=LOW. INDICATES ELECTRIC CONTROL VALVE SIZE. AREA=1,060SF TUBING=800LF -INDICATES AREA OF COVERAGE PER STATION AND ESTIMATE OF DRIPLINE TUBING FOR ESTIMATE PURPOSES ONLY. CONTRACTOR TO PERFORM HIS OWN ESTIMATE FOR FINAL INSTALLATION. INDICATES PRECIPITATION RATE. PIPE INSTALL TION COVERAGE: PRESSURE LINES: 2.5-INCHES AND SMALLER -18-INCHES MINIMUM COVER 3-INCHES TO 5.5-INCHES -24-INCHES MINIMUM COVER 6-INCHES AND LARGER -36-INCHES MINIMUM COVER LATERAL LINE PIPING: ALL SIZES -12-INCHES MINIMUM COVER PIPE SLEEVING LEGEND: SLEEVES UNDER ROADS: 6-INCHES AND SMALLER -36-INCHES MINIMUM COVER GREATER THAN 6-INCHES -48-INCHES MINIMUM COVER SCHEDULE 80 PVC SLEEVES UNDER PAVING (NON-ROADS): LESS THAN 3-INCHES IN DIAMETER -18-INCHES COVER 3-INCHES TO 5.5-INCHES IN DIAMETER -24-INCHES COVER 6-INCHES OR GREATER IN DIAMETER -36-INCHES TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA T!ON ANO PLANTING ONLY, INCLUDING PRECISE LOCA T/ON OF PLANTING AREA. 11 AS BUIL T 11 RCE __ EXP, __ _ DATE REVIEWED BY, f-------+---+---------+--+-------+---4---1 I SH1EOET 11 CITY OF CARLSBAD I I ::::::==-':· =====PL:=A=:NN:::IN::::G:::::D:::IV::::::IS:::10:::N==::===:::;- INSPECTOR DATE l----+---+-------------+----+---+----1----l LANDSCAPE IMPROVEMENT PLANS FOR: GENERAL IRRIGATION NOTES : 1. INSTALL POP-UP SPRINKLER HEADS POSITIONED WITHIN SHRUB OR GROUND COVER AREAS WITH THE TOP OF SPRINKLER ABOVE FINISH GRADE AS SHOWN IN THE DETAILS. 2. SET SPRINKLER HEADS PERPENDICULAR TO FINISH GRADE OF AREA TO BE IRRIGATED UNLESS INDICATED OTHERWISE ON DRAWINGS. 3. WHEN VERTICAL OBSTRUCTIONS (FIRE HYDRANTS, TREES, LIGHT POLES, ETC.) INTERFERE WITH THE . SPRINKLER HEAD PATTERN OF COVERAGE, ADJUST SPRINKLER SYSTEM LAYOUT BY INSTALLING A QUARTER CIRCLE, HALF CIRCLE OR ADJUSTABLE CIRCLE SPRINKLER HEAD ON EACH SIDE OF OBSTRUCTION IN ORDER TO PROVIDE PROPER COVERAGE. PERFORM SPRINKLER LAYOUT ADJUSTMENT AT NO COST TO THE OWNER. 4. SPRINKLER SYSTEM IS BASED ON MINIMUM PRESSURE AND MAXIMUM FLOW DEMAND SHOWN ON IRRIGATION DRAWINGS. REFER TO POINT-OF-CONNECTION NOTES. VERIFY PERMANENT WATER PRESSURE PRIOR TO COMMENCEMENT OF CONSTRUCTION. REPORT DIFFERENCES BETWEEN WATER PRESSURE INDICATED ON DRAWINGS AND ACTUAL SITE PRESSURE READING AT IRRIGATION POINT-OF-CONNECTION TO OWNER'S AUTHORIZED REPRESENTATIVE FOR RESOLUTION. IN THE EVEN T PRESSURE DIFFERENCES ARE NOT REPORTED PRIOR TO START OF CONSTRUCTION, ASSUME FULL RESPONSIBILITY FOR REVISIONS. 5. THE 120-VOL T ELECTRICAL POWER SUPPLY TO IRRIGATION CONTROLLER IS PROVIDED BY GENERAL CONTRACTOR . 6. THIS DESIGN IS DIAGRAMMATIC. PIPING, VALVES, ETC. SHOWN WITHIN PAVED AREAS ARE FOR DESIGN CLARIFICATION ONLY. INSTALL PIPING AND IRRIGATION FACILITIES WITHIN PLANTING AREAS WHERE POSSIBLE. AVOID CONFLICTS BETWEEN SPRINKLER SYSTEM, LANDSCAPE PLANTING AND ARCHITECTURAL FEATURES. 7. FLUSH AND ADJUST SPRINKLER HEADS FOR OPTIMUM PERFORMANCE. PREVENT OVERSPRAY ONTO WALKS, ROADWAYS, WALLS, FENCES AND BUILDINGS. SELECT THE MOST APPROPRIATE PART CIRCLE PATTERN NOZZLE TO FIT THE SITE CONDITIONS AND THROTTLE THE FLOW CONTROL ADJUSTMENT AT EACH CONTROL VALVE TO OBTAIN OPTIMUM SPRINKLER HEAD PRESSURE. 8. DO NOT WILLFULLY INSTALL SPRINKLER SYSTEM AS INDICATED ON DRAWINGS WHEN IT IS OBVIOUS IN THE FIELD THAT EXISTING OBSTRUCTIONS, GRADE DIFFERENCES IN AREA DIMENSIONS, AND OTHER SITE SPECIFIC INFORMATION THAT MIGHT NOT HAVE BEEN CONSIDERED DURING DESIGN . NOTIFY THE OWNER'S AUTHORIZED REPRESENTATIVE OF SUCH OBSTRUCTIONS OR DIFFERENCES FOR RESOLUTION. IN THE EVENT THIS NOTIFICATION IS NOT PERFORMED, ASSUME FULL RESPONSIBILITY FOR REVISIONS. 9. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BECOME FAMILIAR WITH GRADE DIFFERENCES, WALL LOCATIONS, ETC. COORDINATE WORK WITH GENERAL CONTRACTOR AND OTHER SUB-CONTRACTORS FOR THE INSTALLATION OF IRRIGATION PIPE SLEEVES THROUGH WALLS, UNDER PAVEMENT AND STRUCTURES, ETC. 10. CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF SUFFICIENTLY SIZED CONTROL WIRE SLEEVES UNDER PAVED AREAS, IN ADDITION TO CONTROL WIRES SLEEVES SHOWN ON THE DRAWINGS. 11. INSTALL PIPING, RELATED MATERIALS AND EQUIPMENT AS SHOWN ON THE DRAWINGS. USE TEFLON TAPE ON PVC MALE PIPE THREADS, INCLUDING SPRINKLER SWING JOINT AND VALVE ASSEMBLIES. DO NOT USE PIPE DOPE. 12. THE ESTASLISHMENT OF AUTOMATIC SEASONAL ADJUSTMENTS AND BASIC CONTROLLER PROGRAMMING IS THE RESPONSIBILITY OF THE CONTRACTOR. MAKE ARRANGEMENTS WITH A HUNTER TECHNICIAN FOR A SITE VISIT ON INSTRUCTION OF ESTABLISHING AUTOMATIC CONTROLLER BASIC PROGRAMMING INFORMATION AND AUTOMATIC SEASONAL SCHEDULING. CONTROLLER PROGRAMMING INFORMATION REQUIRED INCLUDES, BUT IS NOT LIMITED TO; PRECIPITATION RATES, PLANT WATER-USE FACTORS, SYSTEM EFFICIENCY RATINGS, FLOW SENSOR CALIBRATION, AND MONTHLY HISTORIC DATA. DRIP IRRIGATION NOTES: 1. PROVIDE DRIPLINE EMITTER TUBING SYSTEM TO EVERY PLANT WITH IN PLANTING AREAS AS SHOWN ON DRAWINGS. 2. DRIPLINE IS SHOWN DIAGRAMMATICALLY FOR CLARITY. INSTALL DRIPLINE TUBING AND NON-PRESSURE LATERAL LEAD LINE PIPING IN LANDSCAPE AREAS AND ADJACENT TO SELECTED PLANT MATERIAL AS SHOWN IN DETAILS. 3. DRIPLINE TUBING, AS SHOWN DIAGRAMMATICALLY ON PLANS WITH THE VARIOUS HATCHES INDICATING SEPARATION FROM STATION ASSIGNMENT, CONNECTS TO THE NON-PRESSURE LATERAL LEAD LINE FROM THE ECV AND PRESSURE REGULATOR SERVING THE DESIGNATED DRIP AREA. 4. DRIPLINE VALVE STATION CALLOUTS INDICATE THE APPROXIMATE SIZE OF THE DRIPLINE AREA OF COVERAGE ASSIGNED TO EACH VALVE. THE APPROXIMATE LENGTH OF DRIPLINE TUBING ASSIGNED TO EACH VALVE STATION IS PROVIDED FOR ESTIMATE PURPOSES ONLY. CONTRACTOR SHALL PROVIDE AND INSTALL THE REQUI RED AMOUNT OF DRIPLINE TUBING AS REQUIRED TO PROPERLY IRRIGATION ASSIGNED LANDSCAPE AREAS WITH THE EMITTER SPACING AND DRIPLINE TUBING ROW SPACING AS INDICATED IN THE EQUIPMENT LEGEND ON THIS SHEET. 5. REFER TO PLANTING LEGEND FOR PLANT MATERIAL NAMES, ABBREVIATIONS, SPECIFIC SIZES, ON-CENTER SPACING, AND ADDITIONAL INFORMATION. 6. DO NOT INSTALL DRIPLINE TUBING UNDER PAVED SURFACES. CONNECT DRIPLINE TUBING TO SCHEDULE 40 PVC LATERAL LINE PIPING FOR ROUTIN G UNDER PAVED SURFACES AND SCHEDULE 80 PVC PIPING ROUTING THROUGH PLANTER WALLS. ADAPT DRIPLINE TUBING TO PVC PIPING AS REQUIRED WITH COMPRESSION ADAPTER FITTINGS. 7. CONNECT DRIPLINE PIPING TO PRESSURE REGULATOR UNITS WITH SCHEDULE 40 PVC MALE ADAPTER FITTINGS AND COMPRESSION .ADAPTER FITTINGS. 8. PROVIDE COMPRESSION SERIES FITTINGS FOR TUBING TO TUBING CONNECTIONS AND CONNECTIONS TO PVC PIPING AS INDICATED IN THE EQUIPMENT LEGEND THIS SHEET. 9. PROVIDE TWO (2) EMISSION OUTLET EMITTERS TO LARGE 15 GALLON SHRUBS, SPACED EQUALLY AT 12-INCHES CLEAR FROM STEM FOR ADDITIONAL WATER AS REQUIRED. CONNECT DRIP EMITTERS AND PVC DISTRIBUTION TUBING TO DRIPLINE TUBING WITH BARBED ADAPTER. 10. PROVIDE ONE (1 ) EMISSION OUTLET EMITTER TO EVERY VINE LOCATED WITHIN DRIPLINE AREA, SPACED AT 6-INCHES CLEAR FROM STEM . CONNECT DRIP EMITTERS AND PVC DISTRIBUTION TUBING TO DRIPLINE TUBING WITH BARBED ADAPTERS AT LOCATION WHERE REQUIRED. SOIL SPECIFICATION/ ANALYSIS SAMPLE : 1. PROVIDE SOIL SPECIFICATIONS IF IMPORT SOIL OR PROVIDE SOIL ANALYSIS IF USING ON SITE SOIL. TIHE SOIL INFORMATION MUST INCLUDE: SOIL TEXTURE OF ORGANIC MATTER), INFILTRATION RATE (OR ESTIMATED RANGE), PH& TOTAL SOLUBLE SALTS, INDICATE IF MULCH, SOIL AMENDMENTS OR OTIHER MATERIAL WILL BE USED OR REQUIRED. IRRIGATION AUDIT SCHEDULE: 1. AT A MINIMUM , AUDITS SHALL BE IN ACCORDANCE WITIH THE STATE OF CALIFORNIA LANDSCAPE AUDITOR HANDBOOK. 2. AUDITS SHALL BE CONDUCTED BY A STATE CERTIFIED LANDSCAPE IRRIGATION AUDITOR AT LEAST ONCE EVERY FIVE YEARS AND SUBMITTED TO THE LOCAL WATER PURVEYOR . 3. CROSS-CONNECTION TESTS TO BE CONDUCTED BY A CMWD AND/OR DEHQ REPRESENTATIVE AT LEAST ONCE EVERY FOUR YEARS AND SUBMITTED TO THE LOCAL WATER PURVEYOR. 4. IRRIGATION WALKS SHALL BE CONDUCTED ANNUALLY. A. IRR IGATION SYSTEM MODIFICATI ON INTENT -CARLSBAD AIRPORT CENTER OFFICE LANDSCAPE AREA : 1. IRRIGATION SYSTEM 'PRESSURE SIDE' EQUIPMENT AND FACILI TIES SHALL REMAIN INTACT AND OPERATIONAL UNLESS SPECIFICALLY ADDRESSED WITH CONSTRUCTION MODIFICATION NOTES. 2. EXISTING LANDSCAPE AREAS TO REMAIN WILL BE IRRIGATED WITH THE EXISTING IRRIGATION SYSTEM. THE PORTION OF LANDSCAPE AREA ADJACENT TO THE NEW CONSTRUCTION IMPROVEMENTS SHALL BE IRRIGATED WITH DRIP AND CONNECTED TO THE NEW ON-SITE IRRIGATION SYSTEM. AS-BUILT DRAWINGS OR CONTROLLER CHARTS HAVE NOT BEEN PROVIDED TO LOCATE THE EXISTING PRESSURE MAIN LINE PIPING LOCATION OR THE BURIED CONTROL VALVES. CONTRACTOR TO LOCATE AND VERIFY EXISTING CONTROL VALVES REQUIRED WITH SPECIFIC CONSTRUCTION IMPROVEMENTS AND RELATED SYSTEM MODIFICATIONS. 3. EXISTING ELECTRIC CONTROL VALVES ARE ASSUMED TO BE FULLY FUNCTIONING AND OPERATIONAL. CONTRACTOR TO VERIFY AND REPORT THAT ALL CONTROL VALVES ARE IN GOOD WORKING ORDER PRIOR TO BEGINNING MODIFICATION WORK. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATIN G AND CONNECTING TO EXISTING CONTROLLER WIRING FOR AUTOMATIC OPERATION OF ANY NEW CONTROL VALVES OR REPLACEMEN T CONTROL VALVES. 5. THE EXISTING IRRIGATION CONTROLLER LOCATION IS NOT SHOWN ON PLAN . A COLORED CONTROLLER CHART MAY BE AVAILABLE. 6. THE EXISTING IRRIGATION SYSTEM IS SUPPLIED WITH RECYCLED WATER. THE EXISTING IRRIGATION-USE ONLY WATER METER LOCATION IS NOT SHOWN ON PLAN. ANY REQUIRED MODIFICATIONS TO THE IRRIGATION SYSTEM ARE INTENDED TO COMPLY WITH CITY LANDSCAPE WATER EFFICIENCY ORDINANCE AND CMWO RULES AND REGULATIONS. 7. CONTRACTOR TO DOCUMENT NEW IMPROVEMEN TS WITH AS-BUILT RECORD DRAWINGS. 8. CONTRACTOR SHALL TURN OVER A FULLY FUNCTIONAL IRRIGATION SYSTEM PRIOR TO COMMENCEMENT OF THE MAINTENANCE PERIOD. B. IRRIGATION SYSTEM MODIFICATION NOTES -CARLSBAD AIRPORT CENTER OFFICE LANDSCAPE AREA: 1. IT IS ASSUMED THAT ALL EXISTING CONTROL VALVES AND STATION CONTROLLER WIRES ARE OPERATIONAL ANO WILL NOT NEED REPLACEMENT. IN THE EVENT EXISTING CONTROL VALVES ARE REQUIRED TO BE RELOCATED DUE TO NEW CONSTRUCTION IMPROVEMENTS, CONTRACTOR TO SALVAGE SAID VALVE ANO REPLACED WITH NEW VALVE STATIONS WITH A WARRAN TY. EXJSTING CONTROLLER WIRING SHALL BE REROUTED AND/OR RELOCATED AS REQUIRED FOR CONTINUED AU TOMATIC OPERATION . 2. ACTIVATE ANO INSPECT EVERY EXISTING SPRINKLER FOR DAMAGED OR MISSING COMPONENTS IN THE PROJECT WORK AREA AND THOSE THAT ARE RELATED TO THE REQUIRED IRRIGATION SYSTEM MODIFICATIONS. REMOVE EXISTING SPRINKLERS, POP-UP BODIES, PVC PIPE FITTINGS, AS REQUIRED TO PREPARE THE RENOVATED LANDSCAPE FOR NEW IRRIGATION IMPROVEMENTS. 3. REPAIR DAMAGE TO EXISTING PLANTING AREA FINISH GRADES CAUSED BY LANDSCAPE CONSTRUCTION OPERATIONS. PROVIDE ADDITIONAL SOIL COMPACTION AS REQUIRED TO REPAIR THE SETTLING OF GRADES TO THE SATISFACTION OF OWNER'S AUTHORIZED REPRESENTATIVE. REPLACE AND INSTALL PLANT MATERIAL DAMAGED BY LANDSCAPE CONSTRUCTION OPERATIONS WITH LIKE-KIND TYPE AND SIZE . REFER TO PLANTING PLANS FOR ADDITIONAL INFORMATION AND DIRECTION. • 4. SECURE PERMISSION FROM SITE LANDSCAPE MAINTENANCE SU PERVISOR TO SHUT OFF THE IRRIGATION WATER SUPPLY TO ANY PORTION OF THE IRRIGATION SYSTEM. IN THE EVENT THAT THIS IS NECESSARY CONTRACTOR SHALL PROVIDE HANO WATERING OR ALTERNATIVE METHODS TO IRRIGATE EXISTING PLANTING AREAS SERVED BY THE AFFECTED PORTION THE IRRIGATION SYSTEM. 5. EXISTING ELECTRIC CONTROL VALVE ASSIGNMENTS ARE ASSUMED TO BE LISTED ON CONTROL VALVE BOXES. CONTRACTOR RESPONSIBLE TO LOCATE CONTROL VALVES SERVING THE LANDSCAPE AREA THAT ARE REQUIRED WITH THE LANDSCAPE AREA MODIFICATIONS AND NEW SYSTEM IMPROVEMENT WORK. • 6. EXISTING SPRINKLERS AND NON-PRESSURE LATERAL LINE PIPING LOCATED WITHIN NEW DRIP SYSTEM IMPROVEMENTS AREAS OF PROJECT LIMIT OF WORK SHALL BE REMOVED. REMOVED EQUIPMENT NOT NEEDED SHALL BE DISPOSED OFF-SITE. CONTRACTOR TO RELOCATE EXISTING SPRINKLERS AS REQUIRED TO PROVIDE HEAD-TO-HEAD IRRIGATION COVERAGE. NOTE: EXISTING LATERAL LINE PIPING IS WHITE PVC PIPING SINCE PROJECT WAS A RETROFIT TO RECYCLED WATER USE. PROVIDE PURPLE COLORED LATERAL LINE PIPING FOR NEW LATERAL LINE PIPING REQUIRED WITH AREA MODIFICATIONS. NEW WHITE PVC PIPING WILL NOT BE ALLOWED . 7. EXISTING PLANT MATERIAL IDENTIFIED ON PLANTING PLAN TO REMAIN SHALL BE PROTECT IN PLACE. PROTECT IN PLACE ANO DO NOT CUT/DAMAGE EXISTING TREE ROOTS THAT ARE 2-INCHES ANO LARGER WHERE NEW IRRIGATION IS SHOWN TO BE INSTALLED. IRRIGATION MAINTENANCE SCHEDU LE: 1. LANDSCAPES SHALL BE MAINTAINED TO ENSURE WATER EFFICIENCY. A REGULAR MAINTENANCE SCHEDULE SHALL INCLUDE BUT NOT BE LIMITED TO CHECKING, ADJUSTING, AND REPAIRING IRRIGATION EQUIPMENT; RESETTING REPLENISHING MULCH; FERTILIZING; PRUNING; ANO WEEDING IN ALL LANDSCAPE AREAS. 2. WHENEVER POSSIBLE, REPAIR OF THE IRRIGATION EQUIPMENT SHALL BE DONE WITH THE ORIGINALLY SPECIFIED MATERIALS OR THEIR EQUIVALENT SPECIFICATION. 3. ON A MONTHLY BASIS PERFORM THE · FOLLOWI NG EQUIPMENT AND SYSTEM CHECKS: a. REVIEW THE CONTROLLER PROGRAM SETTINGS FOR CORRECT SEASON SETTING. b. OPEN THE VALVE BOXES AN INSPECT FOR STANDING WATER. c. INSPECT TREES FOR DEEP WATERING CONDITION . d. INSPECT BACKFLOW PREVENTER FOR ANO LEAKS. 4. ON A QUARTERLY BASIS PERFORM THE FOLLOWING EQUIPMENT AND SYSTEM CHECKS: a. REVIEW THE CONTROLLER PROGRAM SETTINGS FOR CORRECT SEASON SETTING. b. INSPECT AND CLEAN TH E CONTROL VALVE DRIP FILTERS. c. OPERA TE THE FERTILIZER INJECTION UNIT FOR A ONE TIME EVENT. 5. ON A YEARLY BASIS PERFORM THE FOLLOWING EQUIPMENT AND SYSTEM CHECKS: a. REVIEW THE CONTROLLER PROGRAM SETTINGS FOR CORRECT SEASON SETTING. b. FLUSH OUT THE ORIPLINE TUBING SYSTEMS. c. INSPECT TREES FOR DEEP WATERING CONDITION . d. PERFORM A LEACHING EVENT TO REMOVE SALT BUILD UP WITHIN THE PLANT ROOT ZONES. PERFORM DURING THE EARLY SPRING PRIOR TO NEW GROWTH. TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD , CA 92008 APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA . '' AS BUILT" RC[ __ EXP. __ _ DATE REVIE',/ED BY, INSPECTOR DATE l----+--+-------------+---+---l---l----ll SH1E1ET II CIT Y OF CARLSBAD I . PLANNING DIVISION . i-------t----t-------------+---t---t---+--l ;:;:LAND:;:;;:S::::C;:'..AP;;;E:::::::IMP:::::R::::O:::VE::::M:::E:::NT:::::::PLAN===s===Fo==R=, =====: KINOVATE PRODUCTION FACILITY Tl ""'" '-"~oSCAP~ a IRRIGATION NOTES 0.-- ~"'" ~A,i,"' ~c,,_ TITLE SHEET 0 [■1•ll]0Es1GN ER1C MONTELONGO IRRIGATION DESIGN THE ® ® 1;"' o,~,:;-'%s i-------t----t-------------+---t---t---+--llAPPROVE~~ 1(~ z.l,1/w I M AUSTIN COMPANY ..... ,~ t----t---t-------------+---i1---~1----+---1 PLANNING . No .f. 02/01/24 JI. " I< I N A, V A T E 64 100AKCANYON ~, ~-,~ ....-c~-+-c=-+-------------+----+---+---+-_. OWN BY: ... PROJECT NO. DRAWING NO. N I 1 1[ )j IRVINE, CA 926 18 <;~ :---------:0-,.+ DATT: INITIAL DATT: INITIAL DATT: INITIAL CHKD BY: TD LPC2023-0014 & 0 L--E-cio@_•.:,m,:'"':'m.:.:,o:;,a_,g_,c_A _______________ """'""""""""""""""'""...,."'""_,...,. _________________ ~,s;,,:. :,_.;.;,.;.!,~;,:,:..::.,;;,.;.,;. __ _;::94~9:.45:1:.90:0:0:.. __ ~~iiii;~o~e ijiicA~L'~' -~~~E~NG~IN~EE~R ~OF~W~OR~K:;_ __ RiiiEiiiVliiiSliii0iiiNiii0iiiEiiiSiiiCRiiiliiiPTiiil0iiiN---~~=~E~R~P~R~V~~~Cl~~A~PP~RO~VA~L£R~V~WD~BY~:~~M~S~~~P~E~2~2~-0~0~1~~;;5~3~4;;-;;5~L~J Q_....J T 714-318.8341 l I F E S C l t N C E 5 www.theaustin.com Exoiration Dote: 10/31/25 in I I I -:1 'I Ii -·-· . -OOM>O~ . ---· . .. IRRIGATION SCHEDULING DATA: ' THE FOLLOWING, BASED ON HISTORICAL DATA, IS FOR REFERENCE ONLY. PERFORMANCE VALUES ARE ACCURATE FOR CONTROLLER PROGRAMMING. ACTUAL WATERING TIMES MUST BE ADJUSTED FOR SOIL TYPE, EXPOSURE, MATURITY OF PLANT MATERIAL AND SEASONAL WEATHER CONDITIONS. SYSTEM DATA REFERENCE INFORMATION: PEAK CONTROLLER SCHEDULING -PER WEEK TIMES (JULY): SYSTEM DESIGN RA TE OF APPLICATION: 2" /WEEK (PEAK) LOW SHRUB DRIPLINE RUN TIME @ 0. 7 PRECIP RA TE: 43 MINUTES/WEEK HISTORIC SEASONAL ET 0: 47 .0~YR MOD SHRUB DRIPLINE RUN TIME @ 0. 7 PRECIP RA TE: 51 MINUTES/WEEK PEAK MONTHLY ETo (JULY): 5.9" MO. LOW TREE DRIP BASIN RUN TIME @ 1.0 PRECIP RATE: 30 MINUTES/WEEK PEAK DAY ETo (JULY) REQUIREMENT: 0.19"/DAY PEAK WEEK ETo (JULY) REQUI REMENT: 1.33"/WK MOD TREE DRIP BASIN RUN TIME @ 1.0 PRECIP RA TE: 50 MINUTES/WEEK PER DAY ETo (1 WEEK OF TIME WITHIN 6 DAYS OF JULY): 0.22"/DAY IRRIGATION SYSTEM EFFICIENCY RA TING ilEl -DRIPLINE TUBING: o.80 i80%l IRRIGATION SYSTEM EFFICIENCY RA TIN G IE -TREE BASIN BUBBLER: 0.75 75% IRRIGATION PRECIPITATION RA TE -DRIPLINE TUBING: 0.7"/HR. IRRIGATION PRECIPITATION RA TE -TREE DRIP BASIN: 1.0"/HR. ETo REPLACEMENT VALUES FOR CARLSBAD, CA: -SHRUB WATER-USE PLANT FACTOR - 0.3 (LOW): JAN. FEB. MAR. APRIL MAY JUNE JULY AUG. SE PT. OCT. NOV. DEC, TOTAL YEAR 2.1 2.4 3.5 4.6 5.1 5.4 5.9 5.6 4.4 3.6 2.4 2.0 = 47 ,INCHES -SHRUB WATER-USE PLANT FACTOR -0.5 (MODERATE): -TREE WATER-USE PLANT FACTOR - 0.3 (LOW): DAILY ETo VALUES: -TREE WATER-USE PLANT FACTOR -0.5 (MODERATE): JAN. FEB. MAR. APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC. .067 .086 .109 .153 .164 .180 .190 .180 .146 .116 . 080 .065 EVAPOTRANSPIRATION ADJUSTMENT FACTOR (ETAF} MONTHLY PERCENTAGE (OF TOTAL YEAR ): LANDSCAPE COEFFICIEN T -LOW SHRUB DRIPLINE [PLANT WATER-USE/IE (.3/.80)]: 0.375 JAN. FEB. MAR. APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC. LANDSCAPE COEFFICIENT -MOD SHRUB DRIPLINE [PLANT WATER-USE/IE (.5/.80)]: 0.625 4.4 5.1 7.4 9.8 10.8 11.5 12.5 11.9 9.4 7.7 5.1 4.2 (1 00%) LANDSCAPE COEFFICIENT -LOW TREE BASIN [PLANT WATER-USE/IE (.3/.80)]: 0.375 LANDSCAPE COEFFICIENT -MOD TREE BASIN [PLANT WATER-USE/IE (.5/.80)]: 0.625 MONTHLY PERCENTAGE (OF PEAK JULY): 0.625 JAN. FEB. MAR. APRIL MAY JUNE JULY AUG. SEPT. OCT NOV. DEC. 35 41 59 78 86 91 100 95 75 61 41 34 0.07" /DAY 0.50" /WK ADJUSTED LOW SHRUB DRIPLINE PEAK (JULY) WEEK ET 0: SYSTEM DATA REFERENCE INFORMATION PER SAN DIEGO ORD INANCE APPENDI X A. ADJUSTED MOD SHRUB DRIPLINE PEAK (JULY) WEEK ET 0: 0.12" /DAY 0.83" /WK ADJUSTED LOW TREE BASIN BUBBLER PEAK (JULY) WEEK ET 0: 0.07"/DAY 0.50"/WK WATER SCHEDULE DATA PROVIDED IS FOR REFERENCE ONLY FOR OVERVIEW OF ADJUSTED MOD TREE BASIN BUBBLER PEAK (JULY) WEEK ET 0: 0.12" /DAY 0.83" /WK LANDSCAPE AND IRRIGATION SYSTEM . CONTRACTOR SHALL PROVIDE DOCUMENTATION OF WEATHER FOR HIS 90-DAY MAINTENANCE PERIOD TO OWNER. PRESSURE LOSS CALCULATION: WATER METER NUMBER: SYSTEM 'B' WATER METER SIZE: 2-INCH STATIC PRESSURE (PSI): 75 WATER METER ELEVATION: 251' FARTHEST STATION : ELECTRIC CONTROL VALVE (ECV}: B22 ELECTRIC CONTROL VAL VE SIZE: 1· ECV DEMAND: GPM 8 TOTAL METER GPM DEMAND: B ECV ELEVATION: 99' STATIC PRESSURE AT ECV: 74 SIZE DESCRIPTION NO. LOSS (PSI} 1" WATER SERVICE LINE 1 1.0 1" WATER METER 2 2.0 ' 2· BASKET STRAINER 3 2.0 1· MASTER CONTROL VAL VE 4 2.0 1· FLOW METER 5 1.0 1· GATE VALVE 6 1.0 1.5" 850 FEET OF MAIN UNE (SCHEDULE 40 PVC} 7 3.0 -00 FEET OF MAIN LINE (SCHEDULE 40 PVC} 8 --3B0 FEET OF MAIN UNE (SCHEDULE 40 PVC} 9 -,. ELECTRIC CONTROL VALVE 10 2.0 -LATERAL UNE LOSS 11 3.0 20% FITTING LOSS 12 1.0 g• ELEVATION GAIN (260' EL) 13 4.0 TOTAL SYSTEM PRESSURE LOSS (SUM OF #1-#13) 14 23 PRESSURE REQUIRED AT CONTROL VALVE (MINIMUM} 15 20 TOTAL PRESSURE REQUIRED (#14+15) 16 43 SYSTEM WATER PRESSURE SETTING AT MASTER VALVE 17 70 RESIDUAL PRESSURE (#17-#16) 18 17 [RIHCi]oESIGN I< ~ T E I N , JV A ERIC MONTELONGO IRRIGATION DESIGN Eric@em-irr.com, Orange CA -LI f E $ClENCES T: 714.318.8341 --.. -. Hydrozone Table for calculating ETWU Please complete the hydrozone table(s). Use as many tables as necessary. CITY OF CARLSBAD ESTIM ATED TOT AL WATER USE !ETWUl Hydrozone Number (1 -5 with SLA Zone Below -use as many tables as necessary to complete all hvdrozones) Process SHRUB TREE • $HR!JB. TREE . Step No. 1 :2 a ' 4 5 ' SLA (Below) LOW LQ.W MOD , 1\1100 Evapotranspiration Rate 1 470" (EToY Conversion Factor 2 0.62 (Step 1 x Step 2) 3 29,14 Plant Factor (PF)"' . (From WUCQLS) (VLW 4 0.3 0.3 0.5 0.5 -HW) (0.1 • a.Bl Area of Hydrozone (sq. i s ,: 21,331 1,000 1,440 625 0 f\J,lHAl ' ••I• ' (Step 4 x Slep 5) 6 · ! 6,399.3 300.0 720 .0 312.5 lrrigatron Efficiency ' ' '7 ' 0.80 0.75 0.80 0.75 (IE)' .. .• I' ,-, (Step 6 + Step 7) ' '8 7,999.1 400.0 90 0,0 416.7 (Total All Step 8 + Total ,_ ,-_-- SLA sq. ft. in Steo Sl •9 9,715.8 (Step 3 x Step 9) ·,--· .. ,·. ' 283,1 19 Estimated Total Water Use in gallons per year 10 (ETWU) • Total shall not exceed MAWA ETo' H*JE West of 1-5 = 40. 0 Micro-spray= .80 East of 1-5 and West of El Camino Real = 44.0 Spray= .55 East of El Camino Real= 47.0 Rotor= .70 Applicant may provide a different £To I/supported Bubbler= .75 by documen/ation subject to approval by the City Drip= .80 Planning Division ""* Plant Factor:. & Water Use 0. 1 = VL W • Ve,y Low Water Use Plants 0.3 =LW -Low Water Use Plants 0.5 =MW ~ Moderate Water Use Plants 0.8 = HW • High Water Use Plants ESTIMATED TOTAL WATER USE A landscape project subject to the Water Efficient Landscape Ordinance shall include the ETWU for the plans, including the calculations used to determine the ETWU. The ETWU for a proposed project shall not exceed the MAW A. The following equation shall be used to calculate the ETWU for each landscaped area and the entire project: ETWU = (ETo)(0.62{ PF~ HA+ SL~ The abbreviations used in the equation have the following meanings: ETWU Estimated total water use in gallons per year. ETo Evapotranspiration in inches per year. 0.62 Co nversion factor to gallons per square foot. PF Plant factor from WUCO LS Ill HA Hydrozone Area in square feet Each HA shall be classified based upcn the data included in the landscape and irrig_ation plan as high, moderate, low, or very low water use. IE Irrigation Efficiency of the irrigation method used in the hydrozone. SLA Special landscaped area in square feet i'-~oSCA,0$ ' . ¼◊ >f.· $\JLLll,,,q~ -,,0 ~~«"' ®@ ,t,}) J Q?, THE Sl J • .. ~ t _,~ re ;.-\ A UST IN COMPANY i.;1~~ 1lf-02101/24 Jf. 6410 OAK CANYON "', -/2~ IRVINE, CA 92618 'f,>-~~' DATE INITIAL ,. ,o 949.451.9000 Or: CAt.\ ENGINEER OF WORK www.theaustin.com Expiration Date: 10/31/25 WATER EFFICIENT LANDSCAPE WORKSHEET This worksheet is filled out by the project applicant and it is a required e.lement of the Landscape Documentation Package. HYDROZONE INFORMATION TABLE Please complete the hydrozone table(s) for each hydrozone. Use as many tables as necessary to provide the square footage of landscape area per hydrozone. Controller Hydrozone* Zone Irrigation Plant Hydrozone % of Total # or Method** Type/Factor*** Area (Sq. Ft.) Landscaped Valve (PF) Area B 1 1 DRIP LOW 1 723 7.1 B 1 2 DRIP LOW 956 3.9 B 1 3 DRIP LOW 1,745 7.2 B 2 4 BUBBLER LOW 425 1.7 B 1 5 DRIP LOW 1 742 7.1 B 1 6 DRIP LOW 1 716 7.0 B 1 7 DRIP LOW 918 3.8 B 1 8 DRIP LOW 1197 4.9 B 4 9 BUBBLER MOD 350 4.5 B 1 10 DRIP LOW 1 537 6.3 B 1 11 DRIP LOW 1 728 7.1 B 1 12 DRIP LOW 1 860 7.6 B 1 13 Llt<IP LOW 1570 6.4 B 4 14 U t IUUI L..1, .. 275 1.1 J B 2 15 K>&B 1 ~R LOW 125 0.5 B 1 16 DRIP LOW 1 372 5.6 B 1 17 DRIP LOW 965 4.0 B 3 18 DRIP MOD 1440 5.9 B 2 19 BUBBLER LOW 200 0.8 B 2 20 BUBBLER LOW 250 1.1 B 1 21 = ~~ 1..254 5.1 B 1 22 1 048 4.3 Total 24,396 100% " HycJrozone -Irri{lillion Method '"Plant Factor from WUCOLS ill or VtW • Ve,y Low Water Use Plant$ MS= Micro·spray list as-water fe.ature as appropriate L W • Low Water Use Plants S=Spray MW • Moderate Water Use Plants R=Rotor HW -High Water Use Plants B=Bubbler D=Drip 0= Other Maximum Applied Water Allowance .. A landscape project subject to the \Vater Efficient L1.ndscape Ordinance shall include the MA \'\i";:\ for the plans, including the calculations used to determine the NL-\. \VA. ~\ landscape project shall not exceed tlie l\L-1.\vA. The l\L\ \VA for a landscape project sl,all be determined by the folJowing equation: Residential: MAWA = (l!To)(0.62)((0.55 x LA)+ (0.45 x $LA)] Non-Residential: MAWA = (l!To)(0.62}[(0.45 x LA) + (0.55 l< SLA}) The abbrrviatiotJS Hted in the equation hm'iJ the followi11g mea11ingx: MAWA i\-fu.ximum Applied \Vater ,.\Howance m gallons per year. ETo Evapot:r,mspiratio.n in inches per ye,.u-. 0.62 Conversion factor to gallons per square foot. 0.:55 or OAS Ef adjustment factor (fi':fA.F) for plant factors and irriganon efficiency. LA Landscaped area includes special landscaped area in square feet. OAS Ot"0.55 11ie additional ET adp.istment factor for a specml landsc-aped area (1.() • 0.55 = 0.45 or LO -0.45 = 0.55) SLA Special landscaped area in square feet. Show Calculation: MAWA = 47 X 0.62 X 1(0.45 X 24,396) + (0.55 X SLA)] = 29 .. 14 X (10 ,97 8.2) + (0) = 319,904 MAXIMUM APPLI ED WATER ALLOWANCE = 319,904 GALLON S PER YEAR ' TENANT IM PROVEME NT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. "AS BUIL T 11 RCE EXP, DATE REVIE'wED BY, INSPECTOR DATE J 5 12T II CITY OF CARLSBAD PLANNING DIVISION LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FAC ILITY Tl IRRIGATION WATER USE DATA TITLE SHEET I APPROVED: ~ a1q;= 2.l,1/z.4 PLANNING OWN BY: CM PROJECT NO. DRAWING NO. DATE !N!TJAL DATE INITIAL CHKD BY: ID LPC2023-0014 & 534-SL REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: MS PRE2023-0011 I -.:t- T"" 0 I 0 I C"') N 0 N u a.. _J ii ii '! I I! Ii ii I ii i' 1! ii ii ,, ii !I I' ii ,, ,I ii - - - - ---+ - - - - - - - - - - - -+I~ - - - - ------8-INCH RECYCLED WATER LINE(550 ZO E) • [.I "~\:'~,t' . ' -----~-EXISTINE.MA'7N LINEPIPING!~'Dc_C_O_N_TRdELERWIRING.-~ ----i~•,--' --"'·- CARLSBAD AIRPORT ~)'JTER OF!i;ICS,;J..ANDSCAP~AREA OPERATIONAL PROTECT IN PLACE. ' RECYCLED WATER ADVISORY SIGNAGE (1 OF 4) EXISTING-USINGRECYc'8,,EDWA,,~0$EECONT ,,.,CTOR " EXISTING COl'ffROLVALVE, c A !\Al I No v ID A Ro B t. E ,,., ---w .. 1fONSl;~;~~~NOTE THIS ,~EET .•. ~ERATIONA¼PROTEfT INJ>LACE w--+-,,~, .,,;~H-W----. w--+-'-----w , w--i; __ _ 13 0.7 L AREA=1728 SF TUBING=1300 LF 8 0.7 L AREA=971 SP TUBING= 750 LF . ··• 8£:.?~""'""'·:-:-l--b------i \ ·---------· __ ,,----------------------------. ---_\ --_ ------•---4-----~ ---!--· __ ·· _···_--2-. , ..... ____ ---.:..:_ __ --~_"'-·:_-----_---, _l ~--··· . ~---==--=:;_: :.~ .. --~:•.=17;~~~~;~i ~~~,(t-£~ --t!l!''~WJ!!KJJSJ'"~'"" _ -<--_. _,.. .-_._, .-,:~:--~f;;~f~~~~~~~~~JHt~·~H:~::: :~?;t}~£il~'.g'.~~~~~t~~~t~ , _. •• ~~~¥~~?i~_l? -t~~~i~~~- . , ... , .. ,, ~-.. .. -..... . ... "·· .,:,,_. .... ,_.:,_ ·--,--,-} :·· .l ,.v e •, , ,., ,, , ,~,, .,._ .... ,, }J::::;~::i;;:::::f;;.{: '"•""'·""°' -.,-, '",•,_o, ... ., .•. ' ' ; ., ,, ,_. . "' . , . 'HH"'P'>•"' '"P"°"'" , -,,·:;\.\".;·.:·,•· ,•,-~"'' ._. -. .:-,:::<-->:; 89 12 flt/' -.·. ,/ L FIRE HYDRANT (EXISTING) I ----- RECYCLED WATER ADVISORY •• SIGNAGE (2 OF 4) 820 -{::ir:;,:/,-'. ;·. 1" SYSTEM 'B' -PRIVATE MAINTAINED IRRIGATION CONTROLLER NOTE: AREA=250 SF PALMS-10 EA ti!'f ' i:)'>. if--~!- ' -·: ,.-·_;-· LOCATION OF IRRIGATION CONTROLLER '8' WITHIN SECURITY ENCLOSURE NEXT TO PEDESTRIAN PAVEMENT PROVIDE 120VAC ELECTRICAL POWER COORDINATE INSTALLATION OF LOW VOLTAGE CONTROLLER WIRING WITH CONDUIT SHOWN AT CONTROLLER LOCATION. TYP. 8 822 0.7 L AREA=1048 SF TUBING=800 LF PROVIDE SPARE WIRES AT ECV. EXISTING 2-INCH RECYCLED WATER METER - PROTECT IN PLACE SYSTEM 'B' -PRIVATE MAINTAINED IRRIGATION POINT-OF-CONNECTION NOTE: IRRIGATION POINT-OF-CONNECTION -CONNECT NEW PRESSURE MAIN LINE PIPING TO EXISTING BACKFLOW PREVENTER UNIT AND 2-INCH RECYCLED WATER METER FOR SUPPLY OF NEW IRRIGATION IMPROVEMENTS. REFER TO CIVIL ENGINEERING AS-BUILT FOR INDUSTRIAL PARK PIPELINES CAMINO VIDA ROBLE, SHEET 54 OF DRAWING NO. 405-7 FOR ACTUAL LOCATION. CONNECT AND NEW PIPING TO BACKFLOW PREVENTER UNIT AS REQUIRED FOR PERMANENT CONNECTION. EXISTING RECYCLED WATER METER@ ROAD STA 22+74.76, AND@ 251'EL BASKET STRAINER -SYSTEM 'B' MASTER VALVE -'B' FLOW SENSOR -'8' FERTILIZER INJECTION PEAK IRRIGATION DEMAND: SYSTEM DESIGN PRESSURE: MV PRESSURE REDUCTION SETTING: EXISTING WATER PRESSURE: SYSTEM AREA OF COVERAGE: TREE CANOPY (OVERLAP) AREA: 13G.P.M. 52 P.SJ. 70 P.S.I. 129 P.S.L 22,771 S.F. 1,625 S.F. ·--. ~ 7 1 I •.. • . L \iJ o.7 NOTE: INSTALL SYSTEM 'B' MAIN LINE PIPING OUTSIDE OF THE STREET RIGHT-OF-WAY. _,_-t ~ft'. I · :l!'~tlltf (' T6if ~;igo s[F , ,~rq.W~' t ; .. ,.,. • .. ,;;g .. ;,J.i '1-,-' _ _, : 1tml~:-~ tr•t ' !DJ{Jr I '½ L,.,, "!\t ,. ;, , .. • ~~!;·~ \ 1 ¼ I \' ····~·,,·1' ' I llli~I.~ \ ;,;,,cc•;b I ilitfi· -', .. CITY OF CARLSBAD IRRIGATION RECYCLED WATER COMPLIANCE: IRRIGATION SYSTEM IMPROVEMENTS SHOWN HERE ARE INTENDED TO COMPLY WITH THE CITY OF CARLSBAD RECYCLED WATER RULES AND 1. REGULATIONS AS LISTED ON PAGE 30 OF THE CITY'S 'LANDSCAPE MANUAL POLICIES AND REQUIREMENTS DOCUMENt, DATED FEBRUARY 2016, AND WITH CHAPTER 5 'REQUIREMENTS FOR ONS/TE (PRIVATE) RECYCLED WATER SYSTEMS AS LISTED WITHIN THE CITY OF CARLSBAD ENGINEERING STANDARDS VOLUME 2 -POTABLE AND RECYCLED WATER STANDARDS, 2004 EDITION. CITY RULES AND REGULATIONS ARE AS AS SET FORTH WITH THE STATE OF CALIFORNIA TITLE 22 GOVERNING RECYCLED WATER FACILITIES AND PUBLIC HEALTH. 2. PER REQUIREMENTS AS LISTED IN DOCUMENTS LISTED ABOVE, POTABLE WATER WASHDOWN PIPING AND RECYCLED WATER PIPING SHALL MAINTAIN A MINIMUM 5' SEPARATION AND A MINIMUM 1 FOOT VERTICAL SEPARATION, WITH A MOW CURB OR OTHER APPROVED SEPARATION METHOD AS DIRECTED. REFER TO POTABLE MAIN LINE CROSSING DETAIL 5, SHEET 17. • EXISTING LANDSCAPE AREA -CONTRACTOR RESPONSIBILITY NOTE: CONTRACTOR SHALL REVIEW EXISTING IRRIGATION SYSTEM COMPONENTS AND SYSTEM OPERATION PRIOR TO NEW PROJECT MODIFICATIONS REQUIRED DUE TO CONSTRUCTION IMPROVEMENTS ENCROACHMENT. CONTRACTOR SHALL MAKE SYSTEM MODIFICATIONS AS REQUIRED FOR REMOVAL OF SPRINKLERS DUE TO REDUCTION OF EXISTING SYSTEM AREA OF COVERAGE. REQUIRED SYSTEM MODIFICATIONS INCLUDE BUT ARE NOT LIMITED TO; THE CUTTING AND CAPPING OF LATERAL LINE PIPING TO FACILITATE THE REMOVAL AND RELOCATION OF EXISTING SPRINKLERS. CONTRACTOR TO LOCATE AND VERIFY CONTROL VALVE LOCATIONS, TO BE PROTECTED IN PLACE. SEE EXISTING IRRIGATION SYSTEM MODIFlCATION NOTES SHOWN ON SHEET 11. CARLSBAD MUNICIPAL WATER DISTRICT NOTE: THE NEW IRRIGATION MAIN LINE AND VALVES SHALL BE HIGHLINED AND CONNECTED TO A POTABLE WATER SUPPLY SOURCE PENDING SUCCESSFUL COMPLETION OF A CROSS-CONNECTION TEST PERFORMED BY CMDW AND DEH. FINAL CONNECTION TO THE EXISTING RECYCLED IRRIGATION MAIN LINE IS TO BE PERFORMED ONLY AFTER APPROVALS BY CMDW AND DEH. SPARE WIRE NOTE: --.iltFbl,-BUILDING WATER SUPPLY -2" WATER METER (NEW) PROVIDE TWO SPARE WIRES ANO ONE SPARE COMMON WIRE CONTINUOUSLY FROM AUTOMATIC CONTROLLER TO LAST ELECTRIC CONTROL VALVE BOX, FOLLOWING MAIN LINE ROUTE. ALLOW 30-INCH EXPANSION LOOP AT EACH CONTROL VALVE ALONG MAIN LINE ROUTING. THE LOCATIONS FOR SPARE WIRES ARE IDENTIFIED ON DRAWING WITH THE WORDS "PROVIDE SPARE WIRES AT ECV", BUILDING WATER CONNECTION 2" BACKFLOW PREVENTER (NEW) o.?~L J TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 '.}i+A1't.PI= 275 ... SF. ""' TREES-11 EA ._: :::.-:: <)":"":t'''''•~-~•,>;i l • .; • ,-t:~l -: -; '.};jj • , {8L, •··• !I . Ci<)( _:'J~ ')-" 12 0:1 1" L 1 AREA=1570 SF TUBIN(,=1200 LF ·, ~fRi~(t~TStt~.E 81 13 PROVIDE SPARE ~L+--"'1•--,-'o.'c-7 ·, IRES AT ECV; AREA= 1723 SF TUBING=1300 LF / . ,, ,, AREA=1742 SF / TUBING=1310 LF • , "'·.,, ',. ',, . ._, .--- \ . \ ·' \ • ~· ••• <~., \\ >" ·····,,·•· <,:i;?' :/' '¾-(!~ ,;:,_:.. "-~i; "">;'\' "~ , ', "~,._' ·~::" ~~\ 1,~ ' '•· ,,· .. ~. '\ \.\ i ' "'·","',...,""\' W 9 \ .. JL\i71.o 1 ;;,; 2 •• ·· AREA=425 SF TREES-17 EA L • AREA=956 SF : TUBING= 730 LF @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com _.,_, '' ,: ':-:~\ ; ·--APPROVED FOR /RR/GA T!ON AND PLANTING ONLY, INCLUDING PRECISE LOCA T!ON OF PLANTING AREA. Eric@em-irr.com, Orange CA T-714.318.8341 0 10' 111 =201-011 ~ WATER EFFICIENT LANDSCAPE DECLARATION: 20' 40' 60' ' ' "I AM FAMILIAR WITH THE REQUIREMENTS FOR LANDSCAPE AND IRRIGATION PLANS CONTAINED IN THE CITY OF CARLSBAD'S LANDSCAPE MANUAL AND WATER EFFICIENT LANDSCAPE REGULATIONS, I HAVE PREPARED THIS PLAN IN COMPLIANCE WITH THOSE REGULATIONS AND THE LANDSCAPE MANUAL I CERTIFY THAT THE PLAN IMPLEMENTS THOSE REGULATIONS TO PROVIDE EFFICIENT USE OF WATER" 02/01/2024 LANDSC E ARCHITECT SIGNATURE DATE "AS BUILT'' RCE __ _ EXP, ___ _ DATE REVIE'w'ED BY• INSPECTOR DATE SITE design studio inc. 1.'IG EAST MAIN S1REH. 8Uff€ 200 TlJSTiN, CA !l2700 l-----l---+-----------l----J----J--+--11 SH1E3ET II CITY OF CARLSBAD . PLANNING DIVlSION 1---+--+---------------i---f---11--+--l :::LAN=::D;::S::;C::.,AP;;E;::::;lM::;P::;R::;O;::VE;:M::;E;:NT:;:::P;::LAN::::::;S;::::;F:;O;:R,::::::=====; P!r 714.42602413 Fax l14~20:l2!i5 KINOVATE PRODUCTION FACILITY Tl ,,~oSCAPe, IRRIGATION PLAN ~'O 't----sULUv-1,i., 1'c, TITLE SHEET J~f~r 4,~ l---+---l---------------+--+---+--1---11 APPROVED~! ~ 0131125 ~ _,,.,0.,. PLANNING • 02/01124 .. rc~~i=::==iiim=~~~~~=lfi~~~~ ~ --BY -:;, ,_,, l-==-t-==--+---------------l-ccc=-f-=c--li--=-=-+=--1 DWN : PROJECT NO. DRAWING NO. ~,., ::------: .,. DATE INITIAL '--"D_ATE-=-.L.CINl-"11-"AL'-l-CCDA-"TE-=-.._lc;;Nl"'TIA.:CCL_, CHKD BY: _ __..TD.., I LPC2023-0014 & 534-5L Op cAL1' 0 ENGJNEER OF WORK REVISION DESCRIPTION OlHER APPROVAL CITY APPROVAL RVWD BY: MS PRE2023-0011 Ex iration Date: 10/31/25 v ..- 0 0 I (") N 0 N (.) a.. ....J 5 6 2 8 PLAN VIEW 18 11 I- . .· . .. • • • • 9 LEGEND CD QUICK COUPLING VALVE -ACME THREAD. @ SCHEDULE 40 PURPLE PVC PIPING W/ RW ADVISORY PER SPECIFICATIONS .. 3 FINISH GRADE. 4 5 6 7 8 9 SCHEDULE 80 PVC SLIP TEE. 3/4" CRUSHED ROCK -8" DEEP. SCHEDULE 40 PVC STREET ELBOW. COMMON RED BRICK - 4 REQUIRED. SCHEDULE 40 PVC ELBOW -3/4". CURB, WALK, OR OTHER HARDSCAPE FEATURE. SCHEDULE 80 PVC 3/4" -2" MINIMUM, LENGTH AS REQUIRED. STAINLESS STEEL COMPRESSION CLAMP; TWO (2) REQUIRED. SECTION SET BOX FLUSH WITH FINISH GRADE OF TURF, AND SET 3" ABOVE FINISH GRADE IN GROUND COVER AREAS. SCHEDULE 80 PVC NIPPLE -6" MINIMUM, 12" MAXIMUM LENGTH. SCHEDULE 80 PVC NIPPLE -3/4" x 1" LENGTH. BOLT-DOWN ROUND VALVE BOX, PURPLE IN COLOR W1TH WORDS "RECYCLED WATER" - IDENTIFY THE LETTERS "QCV" ON COVER PER SPECIFICATIONS. 2 1 REBAR STAKE -#4 X 36" MINIMUM LENGTH. SECURE AT QUICK COUPLER BODY ONLY. 1 LANDSCAPE FABRIC -WRAP SIDES & BOTTOM OF BOX TO COVER ALL OPENINGS. 1 RECYCLED WATER WARNING IDENTIFICATION TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS. QUICK COUPLING VALVE t LEGEND CD 2 1 ELECTRIC CONTROL VALVE DRIP ASSEMBLY. @ SCHEDULE 80 PVC NIPPLE (TYPICAL, LENGTH AS REQUIRED). ® 30-INCH COIL LINEAR LENGTH OF CABLE WATERPROOF WIRE CONNECTORS. RECTANGULAR VALVE BOX -PURPLE IN COLOR WITH "RECYCLED WATER" -HEAT BRAND VALVI; STATION NUMBER ON LID IN 2" HIGH CHARACTERS. RECYCLED WATER ADVISORY TAG -PURPLE IN COLOR -(NUMBERED TO MATCH STATIONS ON DRAWINGS) -ATTACH W1TH NYLON FASTENER. 7 . TOP OF MULCH. 8 FINISH GRADE. 9 SCHEDULE 80 PVC ELL. NOTES: N.T.S. iQCVr01 SCHEDULE 40 PURPLE PVC LATERAL. SCHEDULE 80 PVC MALE ADAPTER. SCHEDULE 80 PVC NIPPLE, SHORT (1 OF 3). SCHEDULE 80 FULL PORT PVC UNION . SCHEDULE 40 PVC MAIN LINE PIPING. 3/4" CRUSHED ROCK -8" DEEP. COMMON RED BRICK -4 REQUIRED. SCHEDULE 80 PVC NIPPLE (2" LENGTH, HIDDEN) AND SCHEDULE 80 PVC ELL. SCHEDULE 80 PVC TEE OR ELL AS REQUIRED. 3-INCH IN SHRUB AREAS. LANDSCAPE FABRIC -WRAP SIDES AND BOX BOTTOM -COVER ALL OPENINGS. 1. PROVIDE 2-FOOT CLEAR DISTANCE BETWEEN VALVES; EACH VALVE SHALL HAVE ITS OWN CONNECTION TO MAIN LINE -INS TALL NO MULTIPLE ASSEMBLIES. 2. INSTALLATION SHALL COMPLY WITH THE CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WA TIER REQUIREMENTS. ELECTRIC CONTROL VALVE -DRIP DELTA 3 SUMMARY: N.T.S. iECVDr01.dwg 1. EDIT DETAIL NO. 1 -BASKET STRAINER DETAIL, FOR CLARITY WITH ADJACENT EQUIPMENT REFERENCES. [■IDl]oESIGN ERIC MONTELONGO IRRIGATION DESIGN Eric@em-irr.com, Orange CA T: 714.318.8341 1" IN TURF 3" IN GROUNDCOVER ·;.;...ii.,,. 2 11 GRADE. LEGEND 5 ELECTRIC CONTROL VALVE. WATERPROOF W1RE CONNECTOR -4 REQUIRED; PURPLE COLORED PVC MAIN LINE PIPING FROM BASKET. STRAINER. COMMON BRICK (4 REQUIRED). 3/4" CRUSHED ROCK -8" DEEP. SCHEDULE 80 PVC T.0.E. NIPPLE (THREADED ONE END) AND SLIP-FIT COUPLING (TYPICAL). LANDSCAPE FABRIC -WRAP SIDES AND BOX BOTTOM, COVER ALL OPENINGS. RECYCLED WATER WARNING IDENTIFICATION TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS - IDENTIFY CONTROLLER ASSIGNMENT. PURPLE PVC PIPE, W/ RECYCLED WATER ADVISORY PER SPECIFICATIONS, TO FLOW SENSOR - ANGLE PIPE TO SPECIFIED DEPTH W1TH 45 DEGREE ELBOWS AS REQUIRED. CONTROLLER W1RING -COIL 36-INCH MIN . LENGTH OF W1RES IN BOX. RECTANGULAR VALVE BOX, W1TH BOLT-DOWN COVER -PURPLE IN COLOR W1TH WORDS "RECYCLED WATER". HEAT BRAND CONTROLLER ASSIGNMENT AND THE LETTERS "MV" ON COVER IN 2" HIGH CHARACTERS. NOTES: 1. PROVIDE 2 FOOT MINIMUM CLEAR DISTANCE BETWEEN VAL VE BOXES. 2. USE TEFLON TAPE ON THRE ADED FITTINGS. DO NOT USE PIPE DOPE. 3. INSTALLATION SHALL COMPLY W1TH THE CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER REQUIREMENTS. 3 MASTER VALVE 1" IN TURF 3" IN GROUNDCOVER ;.;...,i.,, LEGEND 11 4"MIN. --- 2"MIN. CLR WATERPROOF WIRE CONNECTORS -2 REQUIRED .. 9 N.T.S. iMVrw01.DWG PURPLE COLORED PVC MAIN LINE PIPING W/ _RECYCLED WATER ADVISORY PER SPECIFICATIONS. FLOW SENSOR AND HOUSING. _3/4" CRUSHED ROCK -8" DEEP. COMMON RED BRICK ( 4 REQUIRED). VALVE, FITTING, METER, OR REDUCING COUPLER NEAREST TO FLOW SENSOR. SIGNAL CABLE CONDUCTOR WIRES W1TH 30" EXPANSION LOOP (SEE SPECIFICATIONS). ALLOW MINIMUM DISTANCE OF 10 PIPE DIAMETERS AND A MAXIMUM OF 12 (APPROX. 18") FROM NEAREST UPSTREAM VALVE, FITTING, METER,. OR REDUCING COUPLER. ® ALLOW MINIMUM DISTANCE OF 5 PIPE DIAMETERS AND A MAXIMUM OF 8 (APPROX. 12") FROM NEAREST DOWNSTREAM VALVE, FITTING, METER, OR REDUCING COUPLER. ® LANDSCAPE FABRIC -W1RAP AROUND SIDES AND BOX BOTTOM AND COVER ALL OPENINGS. (jj) BOLT-DOWN RECTANGULAR VALVE BOX -PURPLE IN COLOR WITH WORDS "RECYCLED WATER" - IDENTIFY THE LETTERS 'FS' AND CONTROLLER DESIGNATION ON COVER WITH 2" TALL CHARACTERS . @ SIGNAL CABLE CONDUIT -SCHEDULE 40 PVC. ROUTE TO CONTROLLER. PROVIDE PULL BOX EVERY 200 FEET AND AT CHANGES OF DIRECTION WHERE REQUIRED. @ SCHEDULE 40 PVC PURPLE MAIN LINE PIPING W/ RW ADVISORY PER SPECIFICATIONS FROM MASTER VALVE. @ RECYCLED WATER ADVISORY IDtNTIFICATION (PURPLIE) TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS. IDENTIFY CONTROLLER ASSIGNMENT. NOTE INSTALLATION SHALL COMPLY W1TH THE CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER REQUIREMENTS. 4 FLOW SENSOR N.T.S. iFSrw01.DWG @ ® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin .com 7 2"MIN. LEGEND BASKET STRAINER. SHUT-OFF VALVE -LINE SIZE. TWO (2) REQUIRED. 12-INCH LONG BRASS FLANGED SPOOL -LINE SIZE. 3/4" CRUSHED GRAVEL (8" DEEP). 3" IN SHRUB AREAS. COMMON RED BRICK (4 REQUIRED). RECYCLED WATER WARNING IDENTIFICATION TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS. 1 PVC PURPLE MAIN LINE TO IRRIGATION SYSTIEM W / RECYCLED WATER ADVISORY PER SPECIFICATIONS. PVC PURPLE MAIN LINE FROM BACKFLOW UNIT / RECYCLED WATER ADVISORY PER SPECIFICATIONS. 1 Q SCHEDULE 40 PVC FITTING W1TH SCHEDULE 80 PVC T.O.E. (THREADED ONE END) 4-INCH NIPPLE, AND SCHEDULE 80 PVC THREADED FLANGED ADAPTER -LINE SIZE. (jj) BOLT-DOWN RECTANGULAR UTILITY BOX -PURPLE IN COLOR WITH WORDS ' RECYCLED WATER' - SIZE AS REQUIRED -HEAT BRAND THE CHARACTERS "POC" ON COVER WITH 2" TALL CHARACTERS. @ LANDSC APE FABRIC -WRAP SIDES AND BASE OF BOX, COVER ALL OPENINGS. NOTE: INSTALLATION SHALL COMPLY WITH CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER USE REQUIREMENTS. 1 2 BASKET STRAINER NOTE: 1. INSTALL VALVE BOX AND EXTENSION AS REQUIRED TO POSITION VALVE AT MAIN LINE PIPE DEPTH. '. ··"',., ', . ,:, y ,}, ? :·:, 3 ,____ LEGEND CD BALL VALVE -THREADED BODY 'MTH CROSS HANDLE. N.T.S. i8Srwl04.dwg @ PVC PURPLE COLORED MAIN LINE PIPING -W/ RECYCLED WATER ADVISORY INFORMATION PER SPECIFICATIONS. · 3 LANDSCAPE FABRIC BELOW GRAVEL -WRAP ALL SIDES, BOX BOTTOM, AND COVER ALL OPENINGS. 4 PVC PIPE EXTENSION SLEEVE -6-INCH DIA. 5 BOLT-DOWN ROUND VAL VE BOX 'MTH STAINLESS STEEL HARDWARE, PURPLE IN COLOR 'M TH THE WORDS 'RECYCLED WATER" -HEAT BRAND 'BV' IN 2'' TALL CHARACTERS ON COVER. @ COMMON BRICK SUPPORTS - 3 REQUIRED. (J) SCHEDULE 80 PVC T.O.E. NIPPLE (THREADED ONE END) AND PVC SLIP COUPLING - LINE SIZE (TYPICAL). SET VALVE BOX FLUSH WITH PAVEMENT EDGES, 1" ABOVE TURF & 3" ABOVE GROUND COVER. 3/4'' CRUSHED GRAVEL -8-INCHES DEEP BELOW VALVE TO LEVEL WITH CONTROL NUT. RECYCLED WATER WARNING IDENTIFICATION TAG -IN ENGLISH AND SPANISH PER SPECIFICATIONS. BALL VALVE N.T.S. iBVR1.dwg TENANT IMPROVEMENT 1935 CAM INO VIDA ROBLE CARLSBAD, CA 92008 APPROVED rOR !RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION Or PLANTING AREA. ''AS BUILT" RCE __ _ EXP, ___ _ DATE REVIEIJED BY, INSPECTOR DATE l---l---+----------+---l--+---+----ll SH1E4ETII CITY OF CARLSBAD . PLANNING DIVISION l-----<--+----------------+---+--+---1----1 ::LAN===o==s==c::'.AP~E===IMP:::::R:::O:::VE:::::::M::;E::::N;:T::;P::::LAN:::;;S;::::F::::O::::R::::, =====~ KINOVATE PRODUCTION FACILITY Tl IRRIGATION DETAILS - 1 TITILE SHEET l--"--+--1--------------+---+--+--+--1! APPROVED,~ 11 0 . z.bllz4 _PLANNING ~ DATE INITIAL DA TE INITIAL REVISION DESCRIPTION O'!HER APPROVAL CITY APPROVAL OWN BY: -~-1 CHKD BY: _ _..,,_TD., I RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING . NO. 534-5L -.:I" ..-- 0 0 I ('I') N 0 N 0 a.. ..J ii ' i! ,, fi ,, ,, II ii ' ' lj !I :: I' ' ii ,, " I, !i I I I 5 SECTION LEGEND 1 PRESSURE RELIEF VALVE. 2 JUMBO RECTANGULAR VALVE BOX & COVER -PURPLE IN COLOR. 3 PROPORTIONING CAP WITH FEED ADJUSTMENT KNOB. 4 EZ-FLO SHUT-OFF VALVES WITH DISCONNECT WASHERS. 5 FERTILIZING SYSTEM 13"L X 8"0 X 11"H. 7 6 FERTILIZER OUT -CONNECT CLEAR TUBE TO GREEN CONNECTIONS ON PROPORTIONING CAP AND COUPLING. 7 WATER IN -CONNECT BLACK TUBE TO BLUE CONNECTIONS ON PROPORTIONING CAP AND COUPLING. 8 1/4" TUBING CLAMP -BOTI-1 THE GREEN AND BLUE COUPLING TUBING CONNECTIONS. 9 BALL VALVE COUPLING CONNECTOR -INSTALL ACCORDING TO WATER FLOW DIRECTION ARROW. 1 PVC MAIN LINE FROM WATER SUPPLY. 11 PVC MAIN LINE TO IRRIGATION SYSTEM. 1 3/4" CRUSHED GRAVEL (1 CU. FT.) 13 COMMON RED BRICK -FOUR (4) REQUIRED. 1 FINISH GRADE. 1 RECYCLED WATER WARNING IDENTIFICATION TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS. FERTILIZER INJECTION UNIT I I .,.,--; 9 LEGEND 1 REDUCED PRESSURE BACKFLOW PREVENTER ASSEMBLY. 7 I N.T.S. iFIJrw01.dwg 2 WYE STRAINER -BRONZE FLANGED BODY WITI-1 60 MESH STAINLESS STEEL SCREEN. 3 CHAMPION "HS" HOSE BIB WITH CHAMPION "HVB-111" HOSE BIB VACUUM BREAKER. 4 BRASS NIPPLE -LINE SIZE DIAMETER X 4" MINIMUM LENGTH (TYPICAL). 5 BRASS COUPLING LINE SIZE-SET FLUSH WITH CONCRETE (TYPICAL). 6 BRASS ELBOW -LINE SIZE. 7 BRASS NIPPLE -LINE SIZE -WRAP ALL PIPE BELOW SOIL LINE. 8 PRESSURE REDUCING VALVE (PRV). 9 12" X 12" X 12" CONCRETE THRUST BLOCK (TYPICAL). 1 Q MAIN LINE FROM POINT OF CONNECTION -ADAPT AS REQUIRED. 11 PVC MAIN LINE PIPING WITH MALE ADAPTER. 1 VANDAL PROOF SECURITY ENCLOSURE WITH PRE-FABRICATED QUICK MOUNTING PAD. 1 FINISH GRADE. NOTE: INSTALL ENCLOSURE MOUNTING PAD 2-INCHES ABOVE FINISH GRADE. .. 12" ,.. 24" LEGEND G) ROUND VALVE BOX. {1) EDGE OF TURF, PAVEMENT, FENCE, CURB, ETC. @ RECTANGULAR VALVE BOX. TYP. ®---0 a @ RECTANGULAR JUMBO VALVE BOX. 2?} NOTES: A. CENTER VALVE BOX OVER VALVE TO FACILITATE SERVICING OF VALVE. D ;3 CD--() 8. SET VALVE BOXES 3-INCHES MAXIMUM ABOVE GRADE IN MULCH COVER OR GROUNDCOVER/SHRUB AREAS -SET BOX 1-INCH ABOVE FINISH GRADE IN TURF AREAS. NOTE: VALVE BOXES INSTALLED ONLY WHERE PERMITTED. C. SET VALVE BOXES PARALLEL TO ONE ANOTHER AND PERPENDICULAR TO EDGE. D. AVOID HEAVY COMPACTION OF SOIL AROUND VALVE BOXES TO PREVENT THE DEFORMA llON/COLLAPSE OF BOX BASES. PLAN VIEW 3 E. REFER TO EQUIPMENT LEGEND FOR VALVE BOX AND RECYCLED WATER IDENTIFICATION SPECIFICATION PER CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER USE REQUIREMENTS. VALVE BOX LAYOUT ;,. LEGEND RECYCLED WATER IN USE lli'lllilll i 111 111 11 1'11 Ill - - 0 =111- 11 8" ELEVATION • 4 N. T.S. iVB01 G) RECYCLED WATER SIGNAGE FOR RECYCLED WATER USE AREAS -SIZE OF SIGN SHALL BE A NOMINAL 18-INCHES HIGH BY 18-INCHES WIDE. REFER TO SHEET 9 FOR TYPICAL CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER SIGN INFORMATION. @ PAINTED (COLOR WHITE) STEEL SQUARE MOUNTING POST WITH FLUSH CAP. @ CONCRETE FOOTING -MINIMUM 2,000 PSI -SET TOP OF FOOTING 1-INCH ABOVE FINISH GRADE -SLOPE TO DRAIN. @ PLANTING AREA FINISH GRADE. NOTES: 1. CONTRACTOR TO SUBMIT LAYOUT SHOP DRAWING FOR REVIEW AND APPROVAL FROM CARLSBAD MUNICIPAL WATER DISTRICT PRIOR TO INSTALLATION AT FINAL LOCATION. 2. ALIGN FACE OF SIGN SQUARE WITI-1 ADJACENT CONCRETE CURB OR PAVING EDGE. 3. ALL USE AREAS ACCESSIBLE TO TI-1E PUBLIC SHALL BE POSTED WITH SIGNS (MINIMUM OF 2 SIGNS PER WATER METER). 4. SIGN LOCATIONS SHALL BE REVIEWED AND APPROVED BY OWNER'S AUTI-10RIZED REPRESENTATIVE PRIOR TO INSTALLATION. 5. SIGN INSTALLATIONS SHALL COMPLY WITH TI-,E CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER REQUIREMENTS. 1 1r------;t:L==l_LJ-....---\11 lfr=c:;====n . ~_____._ 7 10,-- 4 9 SLOPE TO DRAIN. LEGEND IRRIGATION CONTROLLER. CONTROL WIRES WITI-1IN ONE 3" SCHEDULE 40 PVC LONG SWEEP ELL -W/ 3-FOOT EXPANSION LOOP AND ZIP LOCK TIES BELOW CONTROLLER. PROVIDE WIRE NUT CONNECTORS. @ 120-VOLT, 60 CYCLE POWER SUPPLY WIRES IN SCHEDULE 40 PVC CONDUIT. @ POURED-IN-PLACE ENCLOSURE BASE -MINIMUM OF 20"x20"x18" DEEP -TYPE V 2500 PSI CONCRETE OVER SUB-COMPACTED SUBGRADE. SLOPE EDGES TO DRAIN. SEE NOTE BELOW. SIGNAL CABLE TO FLOW SENSOR -PROVIDE 1" SCHEDULE 40 PVC CONDUIT. COPPER CLAD GROUND ROD -5/8"x 8-FOOT. PROVIDE #6 BARE COPPER WIRE AND BRASS CLAMP. CONTROLLER ENCLOSURE -STAINLESS STEEL TOP ENTRY UNIT. SCHEDULE 40 PVC SWEEP ELLS -PROVIDE lWO (2) 1-INCH CONDUITS FOR DEDICATED USE WITI-1 FLOW SENSOR CABLE AND BARE GROUND WIRE. ® SET PAD ELEVATION AT 1" ABOVE FINISH GRADE IN TURF AND SET AT 2" IN GROUND COVER AREAS. @ 120 VAC POWER SWITCH AND 20A/120V GFI OUTLET WITI-1 BREAKER BOX. @ RAIN SENSOR WITH EXTERIOR SECURITY MOUNT. PROVIDE WITI-1 CONTROLLER ENCLOSURE ASSEMBLY. NOTES: 1. ELECTRICAL WORK SHALL BE IN ACCORDANCE WITH CALIFORNIA ELECTRICAL CODE. 2. NO SPLICES PERMITTED WITH FLOW SENSOR SIGNAL CABLE. 3. OPTION TO USE PRE-FABRICATED ENCLOSURE MOUNTING BASE 'QUICK PAD' PER EQUIPMENT LEGEND. IRRIGATION CONTROLLER LEGEND ' 0 ,,., 1 PERMANENT IDENTIFICATION BAND. 2 SIGNAL CABLE -WITH 24-INCH LOOP. 11 3 CABLE CONDUIT -UL LISTED SCHEDULE 40 PVC. 1 2 12" MIN. SECTION 4 SxS COUPLING -UL LISTED SCHEDULE 40 PVC -FOUR ( 4) REQUIRED. 5 SWEEP EL 90 -UL LISTED SCHEDULE 40 PVC. 6 CONDUIT BUSHING -SEAL ENDS WITH SPRAY .FOAM. 7 COMMON RED BRICK -4 REQUIRED. 4 8 LANDSCAPE FABRIC -WRAP SIDES AND BOX BOTTOM, COVER ALL OPENINGS . 9 3/4" CRUSHED ROCK -8" DEEP. 10 CURB, WALK, OR OTHER HARDSCAPE FEATURE. 10 9 N.T.S. iACEI02.dwg 3 @ RECTANGULAR VALVE BOX, WITH BOLT-DOWN COVER -BLACK IN COLOR -HEAT BRAND THE LETTERS "PB" ON COVER IN 2" HIGH CHARACTERS. @ FINISH GRADE. NOTES: 1. ARRANGE PULL BOXES AT RIGHT ANGLE TO HARDSCAPE EDGES. 2. TI-1E ENDS OF THE CONDUIT SHALL REMAIN CAPPED UNTIL THE INSTALLATION OF CABLE. TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR !RR/GA TION . ANO PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. "AS BUILT" RCE __ _ EXP. ___ _ DATE 1------,,-----------------------------------+------,,-----------------------------------+-----,------------------------------------I REVIE\,/ED BY, 6 BACKFLOW PREVENTER N.T.S. iBPAB01b.dwg [■■l}oESIGN ERIC MONTELONGO IRRIGATION DESIGN Er!c@em-irr.com, Orange CA T: 714.318.8341 DEL TA 3 SUMMARY: 1. EDIT DETAIL NO. 5 -FERTILIZER INJECTION ASSEMBLY DETAIL, FOR CLARITY WITH ADJACENT EQUIPMENT REFERENCES. 4 RECYCLED WATER ADVISORY SIGN I( I NUJV ATE V, Ll F E S CIENCES N.T.S. iRCSNI02 @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451 .9000 www.theaustin.com 2 Ex iration Date: SIGNAL CABLE PULL BOX N.T.S. iCAPBI01 JNSPECT□ R DATE l-----!--+-----------+---+---!--+---II SH1E5ET II CITY OF CARLSBAD ~==:::::.':· :::::::::::::::::::::~P';:LA:::N::::N::IN::::G:::::::Dl::::V:::IS:::10::N:::::==== 1---f----+----------------+----+---+---!----I LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl IRRIGATION DETAILS -2 TITLE SHEET I APPROVED:~ ,,,/ ~ f----+--+-------------+----+---+---1----1 ~ ~ -ZLJ}M l---l--+---------------.f----l--+---1---1 L!P~L~AN~N~IN~G~=nnr==~;fo~T1~=7I~~~~ [OWN BY: PROJECT NO. DRAWING NO. DATE INITIAL REVISION DESCRIPTION DATE INITIAL DATE INITIAL CHKD BY: _ _.,,I,,D1 LPC2023-0014 & 534-5L 10/J1 25 ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL RVWO BY: MS PRE2023-0011 s::I' T""' 0 0 I C") N 0 N 0 a.. _J !I ii ii I ii I, ii ji ii ,, ii 5 7 ,-..._ 6 LEGEND n II II u G) DRIPLINE EMITTER TUBING -IDENTIFIED FOR RECYCLED WATER USE - (PART OF EMITTER TUBING LAYOUT ARRANGEMENT). PVC THREADED ADAPTER FlmNG FOR CONVERSION TO PVC PIPING. DRIP EMITTER -REFER TO EQUIPMENT LEGEND AND DRIP NOTES. SCHEDULE 40 PVC PURPLE LATERAL LINE PIPING. COMPRESSION ADAPTER FITTING. PLASTIC BARB ADAPTER FITTING. PVC TUBING EXTENSION -1/4" SIZE -BLACK IN COLOR -REFER TO LEGEND LISTING. PRO~DE 5-FEET MAXIMUM LENGTH PER EMITTER. NOTE: REFER TO DRIP IRRIGATION NOTES FOR DIRECTION AND INSTALLATION ARRANGEMENTS. DRIP EMITTER CONNECTION LEGEND 1 FI NISH GRADE OF SOIL. 2 PLANT MATERIAL ROOTBALL. 3 MULCH LA YER. SECTIO N N.T.S. iDRIPto1.dwg 4 PVC DISTIRIBUTION TUBING -LENGTH OF TUBING EXPOSED ABOVE MULCH LAYER SHALL NOT EXCEED 6". -LENGTH OF TUBING PER PLANT SHALL NOT EXCEED 5 LF; ® DISTRIBUTION TUBING STAKE-LOCATE STAKE WITHIN PLANT ROOTBALL -INSTALL 2-3" FROM DRIP EMITTER. ® DRIP EMITTER -LOCATE ONE EMITTER PER PLANT ABOVE MULCH IN UNOBSTRUCTED VIEW AND LOCATED ON HIGH SIDE OF BASIN WHEN SLOPE CONDITION IS PRESENT. (j) CONNECTION TO DRIP LINE TUBING. REFER TO DRIPLINE DETAILS FOR ADDITIONAL INFORMATION. NOTES: REFER TO DRIP NOTES FOR ADDTIONAL INFORMATION. 1 1 6 ® LEGEND 9 G) DRIPLINE TUBING -SPECIFIED FOR RECYCLED WATER USE PER EQUIPMENT LEGEND. (l) ELBOW FlmNG (BARB TYPE) -TYPICAL. @ TEE FITTING (BARB TYPE) -TYPICAL. @ SCHEDULE 40 PVC PURPLE PIPING TO DRIPLINE SYSTEM. ® CONTROL VALVE DRIP ASSEMBLY. ® EDGE OF PLANTING AREA ASSIGNED TO DRIPLINE STATION . (J) REFER TO EQUIPMENT LEGEND FOR TUBING ROW SPACING. ® CLEARANCE FROM DRIPLINE TUBING TO EDGE OF ASSIGNED PLANTING AREA EQUAL TO 1 /2 TUBING ROW SPACING UNLESS NOTED ON PLAN. REFER TO DRIPLINE NOTE NO. 11 FOR CLEARANCE FROM IMPERMEABLE SURF ACES, SHEET 11. ® EXISTING UTILITY BOX OR PAVEMENT -ROUTE TUBING AROUND OBJECT. TYP. -SEE NOTE #3 BELOW. @ PRO~DE ONE (1) PVC PIPING CONNECTION PER SPECIFIED LENGTH OF DRIPLINE TUBING AS LISTED IN EQUIPMENT LEGEND -REQUIRED TO NOT EXCEED TUBING DESIGN FLOW SPECIFICATION. NOTES: 1. REFER TO STATION CALLOUTS ON PLANS FOR SPECIFIC PERFORMANCE REQUIREMENTS AND CONFIGURATION OF DRIPLINE LAYOUTS PER VALVE STATION. 2. PROVIDE COUPLING FlmNG (BARB TYPE) -WHERE REQUIRED. 3. INSTALL DRIPLINE TUBING IN ROWS SQUARE AND TRUE. DO NOT INSTALL TUBING OVER NON-IRRIGATION ITEMS SUCH AS VAULTS, FOOTINGS, OR PAVEMENT. 3 SCHEMATIC DRIPLINE LAYOUT -TYPICAL 3 9 TUBING SPACING AS NOTED IN LEGEND DRIPLINE MANIFOLD (TYPICAL) SECTION N.T.S. iDRIPlayout3.dwg LEGEND G) SCHEDULE 40 PURPLE PVC RISER LENGTH AS REQUIRED. @ SCHEDULE 40 PVC TEE OR ELBOW FITTING FROM PVC RISER TO DRIPLINE TUBING. FITTING INCLUDES DRIPLINE ADAPTER(S) AS REQUIRED. 3 DRIPLINE TEE, ELL OR COUPLER FITTING AS REQUIRED . 4 DRIPLINE EMITTER TUBING IDENTIFIED FOR RECYCLED WATER USE. 5 SCHEDULE 40 PURPLE PVC PIPING SUPPLY LINE TO ELECTRIC CONTROL VALVE . 6 LIMIT OF PLANTER OR PAVEMENT EDGE. 7 SOIL COVER OVER DRIPLINE TUBING -INSTALL AT 2-INCHES DEPTH . 8 FINISH GRADE. @ MULCH LAYER. 1 I I II SECTION LEGEND: 1 PURPLE DRIPLINE EMITTER TUBING -REFER TO SHEET #10 FOR DRIPUNE RW SPECIFICATION. 2 AIR/VACUUM RELIEF VALVE. 3 BARB TEE -HUNTER MODEL NO. PLD-050-TB-TEE -INS. X INS. X 1/2" FPT. 4 SET TOP OF ROUND BOX FLUSH WITH THE TOP OF MULCH. 5 3/4" CRUSHED ROCK -12" DEEP. 6 6-INCH BOLT-DOWN ROUND VALVE BOX -PURPLE IN COLOR -HEAT BRAND THE LETTERS "AV" WITH 2" HIGH CHARACTERS ON COVER. (j) FINISH GRADE OF SOIL. ® COMMON RED BRICK -2 REQUIRED, TYPICAL. NOTES: 1. USE TEFLON TAPE ON ALL MALE PIPE THREADS. AIRNACUUM RELIEF ASSEMBLY LEGEND FINISH GRADE. @,--.\'-,,,=~ '31 ,, H . -;ill 7-~-~ ~.L~ ' r , l 5 INSTALL PURPLE VALVE BOX 2" ABOVE FINISH GRADE. SEE CALLOUT #10 BELOW. SCHEDULE 40 PVC SLIP COUPLER (LINE SIZE). COMMON RED BRICK SUPPORTS (2 REQUIRED). SCHEDULE 40 PVC BALL VALVE -1/2" (S X S). N.T.S. iDRIPavOl.dwg PVC FLEXIBLE HOSE (BLACK) -1/2" DIAMETER (NON-IPS) -3-FT. MINIMUM LENGTH - GPH MODEL #GPVCAR050 SERIES. SCHEDULE 40 PVC SLIP FIT REDUCER BUSHING (1/2 X 3/8) AS REQUIRED. DRIPLINE SYSTEM PIPING. 3/4" CRUSHED GRAVEL -PRO~DE 1 CUBIC FOOT. 1Q ROUND VALVE BOX WITH BOLT-DOWN COVER -PURPLE IN COLOR -HEAT BRAND THE LETTERS 'FO' AND 'RECYCLED WATER' ON LID IN 2" HIGH CHARACTERS. G]) RECYCLED WATER WARNING IDENTIFICATION TAG IN ENGLISH AND SPANISH PER SPECIFICATIONS. NOTE: INSTALLATION SHALL COMPLY WITH THE CARLSBAD MUNICIPAL WATER DISTRICT RECYCLED WATER REQUIREMENTS. TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA T/ON AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. "AS BUILT" RCE __ _ · EXP. ___ _ DATE 1-----,----------------------------------+-----,----------------------------------+-----,-----------------------------------1 N.T.S. iDRIPT02.dwg REV!Ew'ED BY, 6 DRIP EMISSION OUTLET [t,t[~fl]o ESIGN ERIC MONTELONGO IRRIGATION DESIGN Eric@em-irr.com, Orange CA T: 714.316,8341 4 DRIPLINE -TYPICAL PIPING CONNECTIONS I( I NOV ATE LICE SCIENCES N.T.S. iDRIPem2.dwg @ ® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com 2 FLUSH OUT (DRIPLINE SYSTEM) N.T.S. iDRIPFOR01.dwg INSPECTOR DATE l------l---+-----------+.------+---+---l----l I SH1E6ET II CITY OF CARLSBAD '.::::=:::::..':· =====P::::LA::::N::::N::::IN::::G:::::::D::::M::::S::::10::::N:::::::====::::: DATE INITIAL DATE INITIAL REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl IRRIGATION DETAILS -3 TITLE SHEET I APPROVED:-~ i~ i(r~/z.q PLANNING OWN BY: PROJECT NO. DRAWING NO. CHKD BY: TD LPC2023-0014 & 534-5L RVWD BY: MS PRE2023-0011 ~ ..... 0 0 I C"") N 0 N (.) 0. ....J "I " ii ii '" 11 ,, !I 'I 'I 'I 5 Q) 51DEJ11ALI<, @) Q!~. @ Mfrf:R BOX Ill/METER @ POf Al\ll;E SERVICE LINE. r~ @ REC-LAIMED l'iATER IRRIGATION MAINLINE WSLEM. Ii) ' ' l( ! z -r ~ 10' MIN; TO POiAl\lLE MAINLINE IN smr i '4----__._,,,, "' J -,,( NOT!:, VERTICAL CLEARANCE Or 1:2' MIN. IS MANDATORY i'iltN CROSSIN!& PATH OF A JiilOTAl\lLE i'iATER Lllf, INSTALLATION Or RECLAIMED l'iA~ IRRltATION MAINLINE 24" FROM rAGE OF 511'19'lALK i'IILL PltOVIPE THI: NeGESSAAi' 10' HORIZONTAL CLEARANCE FROM FOT Al\lLE MAINLINE IN THE STREET. SAN DIEGO RECYCLED WATER MANUAL -ATTACHMENT #44 PIPE CROSSING POTABLE SERVICE LINE CROSSING NOT!:, JG POTABLE LINES AND CONSTANT fffiSIJRE RECLAIMED WA'!ER LINES CROSS, 1lf RECI.AIMED LINES SHALi. 61: INSTALl.l:!i llMl llf POTALE rlA '!ER LIN!: IN A CLASS 200 mL1: COi.Om! PvC 51.fEVc. 1lf SUM SHAU. EXTEND 10-Fm oN !:lllfR SIDE OF llf. POTABLE Lile FOR A TOTAi. OF 20-l'EET. NOT!:, e 4 ALI. ~LA!ltD rlA'!ER IRRl6ATION Pll'f AND SLN SHAU. el: mLI: PvCJ AND LJffifD /-6 SPfvll'll:!i IN 1lf ••··•• •• > o>Y'i: "STANDAAli fflFICATIGte FOR WATER,_ AND RECLAIMED FACILITicS", l.ATE5TfDITION AND 1lf ~I.AIMED AA'!ER NOTE5. N.T.S. iRWb01 6" CLR. 1 7 11 3 LEGEND FINISH GRADE. SECTION PRESSURE MAIN LINE PIPING. DEPTH OF MAIN LINE PIPING; REFER TO PIPE SLEEVING LEGEND, SHEET 10. NON-PRESSURE LATERAL LINE PIPING. PROVIDE 2" DEPTH OF CLEAN BACKFILL BELOW PIPING. TYPICAL FLOW SENSOR SIGNAL CABLE AND CONDUIT. 9 7 CLEAN COMPACTED BACKFILL -SEE SPECIFICATIONS FOR BACKFILL & COMPACTION REQUIREMENTS. 8 CONTROL WIRES -BUNDLE AND TAPE EVERY 10-FEET -INSTALL ADJACENT TO PRESSURE MAIN LINE. 9 CURB, PAVING OR WALIL. TYPICAL. 1 Q NATIVE SOIL. 11 RECYCLED WATER WARNING TAPE -PROVIDE ONE LAYER AT 12" ABOVE PIPING AND ONE LAYER ATTACHED TO PIPING -REFER TO EQUIPMENT LEGEND FOR SPECIFICATION. NOTES: 1. LOCATE SIGNAL CABLE WITHIN MAIN LINE AND CONTROL WIRE TRENCH WHERE POSSIBLE. 2. COORDINATE TRENCHING WITH ALL OTHER EXISTING/NEW UTILITIES AND UNDERGROUND STRUCTURES. 3. MAIN LINE PIPING SHALL BE INSTALLED WITH 24-INCHES COVER BELOW PAVEMENT, AND LATERAL LINE PIPING SHALL BE INSTALLED WITH 18-INCHES COVER BELOW PAVEMENT. 3 TRENCHING 2 LEGEND 1 PAVEMENT. 2 BASE MATERIAL. 3 BACKFILL MATERIAL. 3 SECTION 111=·11=111=1 1 I Tl ! I -1 l I TT" Ii I;; ;·1 i 11 -11 ,1 I,, 7 (L'.,..,4---\6 4 LATERAL LINES IN SCHEDULE 40 PURPLE PVC SLEEVE. 5 PRESSURE MAIN LINE IN SCHEDULE 40 PURPLE PVC SLEEVE. 6 CONTROL WIRES IN SCHEDULE 40 PVC SLEEVE. N.T.S. iTRNRI01RW 7 RECYCLED WATER WARNING TAPE -PROVIDE ONE LAYER AT 12" ABOVE MAIN LINE SLEEVE AND ONE LAYER ATTACHED TO PIPING -REFER TO EQUIPMENT LEGEND FOR SPECIFICATION. NOTES: 1. PIPING TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' INSTALLATION SPECIFICATIONS. 2. MAIN LINE, LATERAL LINES AND CONTROL WIRES SHALL BE SLEEVED BELOW HARDSCAPE ELEMENTS WITH SCHEDULE 40 PVC, 2 TIMES THE DIAMETER OF THE PIPE OR WIRE BUNDLE WITHIN. 3. REFER TO SHEET 10 FOR SLEEVING INSTALLTION DEPTHS. 1 21-_--Lll r----1 ALIGN I ,,.----..... I I { 0\ I I \.. -5 L ___ J 3 24" CLEAR LAYOUT LEGEND (D POP-UP SPRINKLER WIITH STREAM BUBBLER NOZZLE AND SWING JOINT ASSEMBLY. ALLIGN SPRINKLERS ON OPPOSITE SIDES OF TREE. TYPICAL. LATERAL PIPE -SCHEDULE 40 PVC -3/4" MINIMUM SIZE. TREE OR PALM. LATERAL LINE PIPING FROM ELECTRIC CONTROL VALVE. ROOT BALL. NOTES: 1. INSTALL SPRINKLERS PER POP-UP SPRINKLER DETAIL, THIS SHEET. 2. ALIGN SPRINKLER HEADS FACING VINES ON PALM WHERE INSTALLED. TREE SPRINKLER LAYOUT PLAN VIEW SECTION LEuEND: 1 POP-UP BODY. 2 SCHEDULE 40 PVC TxT ELL. 3) SCHEDULE 80 PVC NIPPLE -6-INCH MINIMUM, AND 12-INCHES MAXIMUM LENGTH. 4) SCHEDULE 40 PVC STREET ELL. 5 SCHEDULE 40 PVC LATERAL LINE PIPE AND FITTING. 6 SCHEDULE 80 PVC SHORT NIPPLE. 7 FINISH GRADE. 8 ADJACENT PAVING EDGE OR CURB. 9 INSTALL TOP OF POP-UP 4" AWAY FROM PAVING EDGE IN TURF AREAS AND SET 6" AWAY FROM PAVING EDGE IN PLANTING BEDS. ® SET POP-UP BODY 1 /2-INCH ABOVE FlNISH GRADE IN TURF AND 2-INCHES ABOVE GROUND IN SHRUB AND GROUND COVER PLANTING AREAS. NOTE: 1. USE TEFLON TAPE ON THREADED FITTINGS. N.T.S. iSPYT01 TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR !RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. RCE __ _ EXP, __ _ DATE ____ s_A_,N ... 0_1_EG_o_R_Ec_Y_c_L_Eo_w_A_T_ER_M_A_N_uA_L_-_A_TT_A_c_H_M_EN_T_#4_3_P_1P_1N_G_cR_o_s_s_1N_G __________ +------,...----------------------------------+------,-----------------------------------1 REV!Ew'ED BY• N.T.S. iRWa01 6 RECLAIMED WATER PIPE/POTABLE WATER PIPE DESIGN 4 SLEEVE TRENCHING N.T.S. iTRPSI01R.dwg 2 TREE BUBBLER POP-UP N.T.S. iSPYP02 INSPECTOR DATE f----l--+-----------f---+---+---+---I I SH1E7ET 11 CITY OF CARLSBAD . PLANNING DIVISION l---+--;--------------t----+---+--+---1 ~LAN=;DS:::;::C.AP'..,;:;E=l;:M:;PR;:O:::VE::;:::ME:::N;:T::P:::LAN:::::S::::::F:::OR:::·::::::====~ KINOVATE PRODUCTION FACILITY Tl 'SCI" ,.::,,~,c-;;os.,.,cA,ee, IRRIGATION DETAILS-4 ..-'!<.,<v If.., sULLIV,q,v 1'0 TlTLE SHEET O ,?~" 1r. ~ 0 :;; !t ;.,.,:~ ~ 1----+---i--------------t----+---+--+---I ~ {1/_~ 2../1')/L<I ~ ® ® !J "'~ I Q"' ,; I APPROVED~. :-!· ~ I • = • N AUSTIN COMPANY ~ 1---+---+--------------+----il----+----t---1 f[P~LA~N1Nl~NG===mir==~~~~=lr5i~~~ o • .v (...-.~ 64100AKCANYON ~.. "" ~ 1----+---i--------------t----+---+--+---l OWN BY: I< ;_ N / ·s \/ 111. ·-r IRVlNE cA 92618 f,-,~--------: 0 -,.' DAT£ ,NrnAL PROJECT No. DRAWING No. 0 ERICMONTELONGOIRR!GATIONDES!GN ' I ' l )( \fi I~~ ~ , <.' -O' DATE lN!T!AL DATE IN!TIAL CHKO BY: TD LPC2023-0014& 534-5L L-~E=ric:@:•~~-~;~:;:~~:::0 •:•C:A:._ _______________________________________ ,:_,:_ ___ ·:,:~:J:.:-.··•;!•!•!: •. ~:!C!'!L~N!(!b!'---~www=94~;~~:!~:1:~~~~om:., __ .,1;E,:;~co~tio~n~Da~te~~~'~c~Ac~••~~1;0~31=/~zs~E~N~aN~E~ER~O~F~W~OR~K~iiiiiiiiiiii~RE~V~l~Sl~O~N-D~E~S~C~R~IP•T~JO~N~iiiiiiiiiiii~O~IB~ER~~~PR~O~-~-a~T~Y~A~PP~RO~V~~£~R~~D~B~Y~:~~M~S~~~P:RE~2:~~~~00~1~1~~~~~~u~ SECTION 02810 IRRIGATION SYSTEM PART 1 • GENERAL 1.1 SUMMARY Scope of Work: Provide all labor, materials, transportation and seivices necessary to furnish and install irrigation systems as shown on the Drawings and described herein. A Related Requirements: Review the Genera! Contract Conditions and Division One, General Requirements, which contain information and requirements that apply to this Section. 8. Work Included: Provide irrigation system, complete, as shown and as specified. C. Related Sections: Section 02920 -Landscape Soil Preparation Section 02950 -Trees, Shrubs and Groundcovers Section 02935 -Palm Trees Sectkm 02970 • Landscape Establishment 1.2 QUALITY ASSURANCES: A Applicable Standards: Comply with the current applicable provisions of the following, with applicable codes and regulations of the City and/or County and as specified_ "UPC" -Uniform Plumbing Code published by the Association of Western Plumbing Officials "ASTM'' -American Society for Testing and Materials "NEC" -National Electrical Code B. Permits and Fees: The Contractor shall obtain and pay for any permits and inspections as required. C. Manufacturer's Directions: Manufacturer's directions and detailed Drawirigs shall be followed in au cases where the manufacturers of articles used in this contract furnish directions covering points not shown in the Drawings and Specifications. D. ORDINANCES AND REGULATIONS Local, municipal and state laws, and rules and regulations governing or relating to any portion of this work are hereby incorporated into and made a part of these Specifications and their provisions shall be carried out by the Contractor. Anything contained in these Specifications shall not be construed to conflict with any of the above rules and regulations or requirements of the same. However, when these Specifications and Drawings call for or describe materials, workmanship or construction of a better quality or higher standard than is required by the above rules and regulations, the provisions of these Specifications and Drawings shall take precedence. E. EXPLANATIONS OF DRAWINGS 1. Due to the scale of Drawings, it Is not possible to indicate au offsets, fittings, sleeves, etc. which may be required. The Contractor shall carefully investigate the structural and finished conditions affecting all of his work and plan his work accordingly, furnishing such fittings, etc. as may be required to meet such conditions. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation systems, planting and architectural features. 2. The word Architect or Landscape architect as used herein shall refer to the Owner's Authorized Representative. 3. Work called for on the Drawings by notes or details shall be furnished and installed whether or not specifically mentioned in the Specifications. 4. The Contractor shall not willfully install the irrigation system as shown on the Drawings when it is obvious in the field that obstructions, grade differences or discrepancies in area dimensions exist that might not have been considered in engineering. Such obstructions or differences should be brought to the attention of the Architect In the event this notification is not performed, the irrigation Contractor shall assume full responsibility for any revision necessary 1.3 SUBMITTALS A. Material List: 1. The Contractor shall furnish the articles, equipment, materials or processes specified by name in the Drawings and Specifications. No substitution will be allowed without prior written approval by the Architect. 2. Complete material list shall be submitted prior to petiorming any work. Material list shall include the manufacturer, model number and description of all materials and equipment to be used. Although manufacturer and other information may be different, the following is a guide to proper submittal format: Item Description Manufacturer Model No. 1. Backftow preventer Wilkins 975XLSE 2. 3. Control valves Quick coupler valve Hunter Hunter !CV Series 33DLRC Irrigation submittal must be specific and complete. Items must be listed and should include solvent/primer, wire, wire connectors, valve boxes, etc. Manufacturer's literature (catalog cuts) copies are not required as submittal information, unless requested. Provide a copy of the completed irrigation submittal list with the Operation and Maintenance manuaL 1. The Contractor may submit substitutions for equipment and materials listed on the irrigation Drawings by following procedures as outlined in Section 1.5 of the Irrigation Specifications. 2, Equipment or materials installed or furnished without prior approval of the Architect may be rejected and the Contractor shall be required to remove such materials from the site at his own expense. 3. Approval of any item, alternate or substitute indicates only that the product or products apparently meet the requirements of the Drawings and Specifications on the basis of the information or samples submitted. 4. Manufacturer's warranties shall not relieve the Contractor of his liability under the guarantee. Such warranties shall only supplement the guarantee. B. RECORD DRAWINGS 1. The Contractor shall provide and keep up to date a complete record set of black line prints which shall be corrected dally and show every change from the original Drawings and Specifications and the exact locations, sizes, and kinds of equipment. Prints for this purpose may be obtained from the Architect at cost This set of Drawings shall be kept on the site and shall be used only as a record set 2. Record Drawings shall also serve as work progress sheets and shall be the basis for measurement and payment for work completed. The Contractor shall make neat and legible annotations thereon daily as the work proceeds, showing the work as actually installed. These Drawings shall be available at all times for inspection and shall be kept in a location designated by the Architect. 3. Record Drawings shall be full size Drawings. 4. Before the date of the final inspection, the Contractor shall transfer all information from the record prints to sepia Mylar Drawing, procured from the Architect at the Contractor's cost. Drafting work shall be neat, performed with India ink with technical drafting pens. Documenting the As-built Record Drawings in AutoCAD, 2004 format is acceptable as an alternative to ink and Mylar Drawings. Dimensions shall be documented so as to be easily read including when copied as the base plan for the final controller charts. The sepia Mylars or Mylar computer plots of the As~bullt Record Drawings shall be submitted to the Architect for approval prior to the making of irrtgation ~ontro!ler charts. 5, The Contractor shall dimension from two permanent points of reference, building corners, sidewalk or road intersections, etc., the location of the following items: a. Connection to existing water lines. b. Connection to existing electrical power. c. Gate and ball valves. d. Routing of sprinkler pressure lines (dimension maximum 100 feet along routing), e. Electric control valves, master valves and flow sensors. f. Routing of control wiring, conduit, signal cable conduit and wires.splice boxes. g. Quick coupler valves. h. Drip equipment, including filters and pressure regulators. i. Other related equipment as directed by the Architect. 6. On or before the date of the final inspection, the Contractor shall deliver the corrected and completed Mylar Record Drawings to the Architect. Delivery of the Mylar Drawings will not relieve the Contractor of the responsibility of furnishing required information that may be omitted from the Record Drawings. C. CONTROLLER CHARTS 1. Record Drawings shall be approved by the Architect before controller charts are prepared. 2. Provide two controller charts for each controller supplied (Designated as one chart assigned to the controller enclosure and one chart provided to the Owner). 3. The chart shall show the area controlled by the automatic controller and shall be the maximum size, which the controller door will allow. The preferred chart size is 11" x 17" size on #20 bond paper. 4. The controller chart to be a reduced Drawing of the actual asMbuilt system. However, in the event the controller sequence is not legible when the Drawing is reduced, it shall be enlarged to size that will be readable when reduced. 5. The controller chart shall be a black line print and a different cclor shall be used to indicate the zone of ccverage for each station. 6. When completed and approved, the chart shall be hermetically sealed between the two pieces of plastic laminate, each piece being a minimum of 5 mils. 7. These charts shall be completed and approved prior to final inspection of the irrigation system. D. E. 1.4 1.5 A. B. 1.6 A. OPERATION AND MAINTENANCE MANUALS 1. Prepare and deliver to the Architect within ten calendar days prior to completion of construction, two hard cover binders with three rings containing the following information: 2. a. Index sheet stating Contractor's address and telephone number, list of equipment with name and addresses of local manufacturer's representatives. b. Guarantee statement. c. Catalog and parts sheets on every material and equipment installed as a part of this contract. d. Complete operating and maintenance instruction on alt major equipment e. Warrant statements of irrigation equipment provided. f. Copy of approved irrigation submittal list. In addition to the above mentioned maintenance manuals, provide the owner's maintenance personnel with instructions for major equipment and show evidence in writing to the Archltect at the conclusion of the project that this service has been rendered. Contractor Furnished Equipment: 1. Supply as part of this ccntract the following tools: a, Two sets of special tools required for removing, disassembling and adJusting each type of sprinkler and valve supplied on this project. b, Two 30 inch valve keys for operation of gate valves and ball valves. c. Two keys for each irrigation controller and enclosure. d. One quick coupler key and matching hose swivel for every five quick coupling valves installed. 2. The above mentioned equipment shall be turned over to the Owner at the conclusion of the project. Before final inspection can occur, evidence that the Owner has received material must be shown to the Architect. PRODUCT DELIVERY, STORAGE, AND HANDLING OF PVC PIPE AND FITTINGS: The Contractor is cautioned to exercise care in handling, loading, unloading and storing of PVC pipe and fittings. All PVC pipe shall be transported in a vehicle which allows the length of pipe to lie flat so as not to subject it to undue bending or concentrated external load at any point Any section of pipe that has been dented or damaged will be discarded and, if lnstalled, shall be replaced with new piping. SUBSTITUTIONS If the Irrigation Contractor wishes to substitute any equipment or materials for those equipment or materials listed on the irrigation Drawings and Specifications, he may do so by providing the following information in writing to the Architect for approval: 1. Provide a statement indicating the reason for making the substitution. Use a separate sheet of paper for each item to be substituted. 2. Provide descriptive catalog literature, pertormance charts and flow charts for each item to be substituted. 3. Provide the amount of cost savings if the substituted item is approved. The Architect shall have the sole responsibility in accepting or rejecting any substit1,1ted item as an approved equal to those equipment and materials listed on the irrigation Drawings and Specifications. PRIOR TO START OF MAINTENANCE PERIOD: Contractor shall submit proof of warranty to Architect prior to the start of the maintenance period. Irrigation control system materials, except interconnection conductors, shall have a five-year warranty. It is the Contractor's responsibility to obtain the necessary warranty inspections from the equipment supplier. No installations will be accepted without proof of warranty. 1.7 GUARANTEE: A. The guarantee for the sprinkler irrigation system shall be made in accordance with the attached form. The general conditions and supplementary conditions of these Specifications shall be filed with the Owner or Architect prior to acceptance of the irrigation system. B. A copy of the guarantee form shall be included in the Operations and Maintenance Manual. C. The guarantee form shall be retyped onto the Contractor's letterhead and contain the following information: GUARANTEE FOR SPRINKLER IRRIGATION SYSTEM We hereby guarantee that the sprinkler irrigation system we have furnished and installed is free from defects in materials and workmanship. And the work has been completed in accordance with the Drawings and Specifications, except ordinary wear and tear and unusual abuse. We agree to repair or replace all defects in material or workmanship which may develop during the period of one year from date of final acceptance by Owner and also to repair or replace aU damages resulting from the repair of such defects at no additional cost to the owner. We shall make such repairs or replacements within a reasonable time, as determined by the Owner, after receipt of written notice. In the event of our failure to make such repairs or replacements within a reasonable time after receipt of written notice from the Owner, we authorize the Owner to proceed to have said repairs or replacements made at our expense and we will pay the costs and charges therefore upon demand, PROJECT: LOCATION: CONTRACTOR/COMPANY: LICENSE NO: ADDRESS: PHONE: DATE OF FINAL ACCEPTANCE: SIGNED: DATE: 1.9 CORRECTION OF WORK: A. Discrepancies or unsatisfactory work shall be corrected at no additional cost to owner. The correction of work shall be finished within a reasonable time period as mutually agreed upon by the Architect and Contractor. PART 2 -PRODUCT 2.1 MA TE RIALS: A General: Use only new materials of brands and types noted on drawings specified herein or approved equals. B, PVC Pressure Main line Pipe and Fittings: 1. Pressure main line piping for sizes 2 inches and larger, shall be Purple colored PVC Class 315. 2. • Class 315 PVC pipe shall be made from a NSF approved Type I, Grade I, PVC resin ccnforming to ASTM resin specification 01784. Pipe must meet requlrements as set forth in Federal Specification PS-22-70, with an appropriate standard dimension (S.D.R) (solvent-weld pipe). 3, Pressure main line piping for sizes 1-1/2 inches and smaller shall be Purple colored Schedule 40 PVC with solvent-welded joints. 4. Pipe shall be made from NSF approved Type/, Grade I PVC resin conforming to ASTM Resin Specification 1785. Pipe must meet requirements as set forth in Federal Specification PS-21-70 (solvent-weld pipe). 5. PVC solvent-weld fittings to be Sch 80, 1-2; 11-1 NSF approved ccnforming to ASTM test procedure D2466. e. Solvent cement and primer for PVC solvent-weld pipe and fittings shall be manufactured by Weld-on or Christy's, and shall be of the type and installation methods as prescribed by the piping manufacturer. 7. PVC pipe must bear the following markings: a. Manufacturer's name b. Nominal pine size c. Schedule or class d. Pressure rating in PSI. e. NSF (National Sanitation Foundation) approval f. Date of extrusion. g. Recycled water advisory label. Fittings shall bear the manufacturer's name or trademark, material designation, size, applicable !.P.S. schedule and NSF seal of approval. C. D. E. F. G. H. I. J. PVC Non-Pressure Lateral Line Piping: 1. Non-pressure buried lateral line piping shall be Purple colored Schedule 40 PVC with solvent-weld joints. 2. Pipe shall be made from NSF approved, Type!, Grade II PVC resin conforming to ASTM Resin Specification 01784. Pipe must meet requirements set forth in Federal Specification PS-22-70 wttti an appropriate standard dimension ratio. 3. Except as noted in paragraph 1 and 2 of this Section, requirements for non-pressure lateral line pipe and fittings shall be the same as for solvent-weld pressure main line pipe and fittings as set forth in above Section of these Specifications. Brass Pipe and Fittings: 1. Where indicated on the Drawings, use red brass screwed pipe conforming to Federal Spec No. \/Wv-P-351. 2. Fittings shall be red brass conforming to Federal Specification No. WW-P-460. Galvanized Pipe Fittings: 1. Where indicated on the Drawings, use galvanized steel plpe ASA Schedule 40 mild steel screwed pipe. 2. Fittings shall be medium galvanized screwe<:I beaded malleable iron or Class 150 flanged steel with stainless steel hardware where required. Galvanized couplings may be merchant coupling. 3. Galvanized pipe and fittings installed below grade shall be painted with two coats of Koppers No. 50 Bitumastic, or wrapped with 3M Company 3 mil plastic pipe wrap materiaL Gate and Ball Valves: 1. Gate valves 3 inches and smaller shall be 125-pound SWP bronze gate valve with screw-in bonnet, non-rising stem and solid wedge disc. 2. Gate valves 3 inches and smaller shall have threaded ends and shall be equipped with ·a bronze handwheel. 3. Gate valves 3 inches and smaller shall be similar to those manufactured by NibCo, Hammond, or approved equal. 4. Ball valves 3 lnches and smaller shall be Schedule 80 PVC full bore units, and include Teflon ball seats, Buna-N 0-rings seals, and pressure rated at a minimum of 235 psi @ 73 degrees F, 5. Ball valves 3 inches and smaller shall be equipped with a full turn stem and polypropylene handle. 6. Ball valves 3 inches and smaller shall be as manufactured by Colonial/lasco, or approved equal. 7. Gate and Ball valves shall be installed per installation detail. Quick Coupllng Valves: 1, Quick coupling valves shall have a brass two-piece body designed for working pressure of 150 psi operable wlth quick coupler. Key size and type shall be as shown on plans. Backflow Prevention Units: 1. Backftow prevention units shall be of size and type indicated on the irrigation Drawings. Install backftow prevention units ln accordance with irrigation construction details. 2. Wye strainers at backflow prevention units shall have a bronzed threaded body with standard mesh stainless steel screen similar to Apollo Mode! RP-40 series, or approved equal. 3. Pressure main line piping between the point of connection and the back.flow preventer shall be installed as required by local code. The Contractor shall verify with the local governing body as to material type and instailation procedures prior to start of construction. Submit shop drawing for approval. 4. Metal security enclosures for backflow preventer assemblies shall be of size and type indicated on Drawings. 5. The back.flow prevention assembly enclosure shall be made of formed stainless steel tubing, and rod. The full release locking mechanism shall be formed from stainless steel. 6. The backflow prevention assembly enclosure shall require a backflow enclosure mounting pad. Provide each enclosure with a prefabricated mounting pad and support base. 7. Security enclosure for backflow preventer shall be v.n Products, Inc. Model series #SBBC or approved equal. Backflow enclosure mounting pad shall be V.!. T. Products, Inc. Model series QP-308F. Contact V.l.T. at phone number {800) 729-1314. Master Valves: 1. Master valves shall be of size and type indicated on the irrigation Drawings. 2. Master valves shall have pressure regulating and manual flow adjustments. 3. Provide and install one (1) rectangular valve box for each master control valve. Control Wiring: 1. Connections between the irrigation controllers and the electric control valves shall be made with 2-wlre solid copper wire AWG-U.F. 600 volt cable. 2. Wiring shall occupy the same trench and shall be installed along the same route as pressure suppiy or lateral lines wherever possible. 3. An expansion -curl shall be provided at each major change of direction and within 3 feet of each wire connection. Expansion curl shall be of sufficient length at each splice connection at each electric control valve, so that in case of repair, the valve bonnet may be brought to t-he surface without disconnection of the control wires. Control wire cable shall be laid loosely in trench without stress or stretching or control wire -conductors. 4. SpJices shall be made with Scotch-Lok# 3576 connector sealing packs, or Hunter OBRY-6 wire connector, approved equal. Use one splice per connector sealing pa-ck. 5, Field splices between the automatic controller and electrical control valves shall not be allowed without prior approval of the Architect. Field splices shall include an 18-inch loop coil and be covered within a bolt-down valve box. Identify the letters "WS" on box cover. 6. Wire coil shall be continuous over its entire length. Use a different color for each irrigation controller for common ground wire. Spare control wires shall be blue in color. Spare common ground wire shall be white in color with blue stripe. K Irrigation Conlrollera: L. M. 1. Irrigation controllers shall be as indicated on the plan. 2, Unless otherwise noted on the plans, others shall furnish the 120-VAC electrical power to the irrigation controller location. The final electrical hook-up shall be the responsibility of the irrigation Contractor. 3, The Architect shall approve final location of irrigation controller enclosure assemblies. 4. The irrigation controller shall be a part of the controller enclosure assembly. Refer to section below. Controller Enclosure Assemblies: 1. The controller enclosure assemblies shall consist of a stainless steel housing and removable stainless steel mounting plate, transient protection terminal boards, and a 120•-VAC GFI outlet for automatic controller, 2. The controller enclosure assembly shall be equipped with a 120-VAC duplex box with an on/off switch, 120 VAC receptacle and transient protection for both low and high voltage. Enclosure shall be grounded with an 8Mfoot copper -clad grounding rod and #6 gauge solid bare wire. Power to the housing shall be properly phased. The controller enclosure assembly shall be equipped with pre-wired transient protection terminal boards clearly indicating the proper points of connection for appropriate wiring, Le. station valves, master valve, flow sensor, control and common wires. Controller faceplate shall mount flat on enclosure braces or mounting plate as assembled by supplier. 3. Controller enclosure assembly shall inct.ude a five-year warranty provided by supplier for all assembly components. 4. The controller enclosure assembly shall be assembled by SITE ONE, Irvine, California. Phone number: (800) 427-0779. Flow Sensors: 1. Flow sensor shall be the same manufacturer as indicated on the Drawings_ 2. The flow sensor housing shall be a factory modified tee fitting of PVC material and a include a removable moisture proof meter unit having a pulse output rate which ts proportional to the GPM flow rate of the piping system being measured. 3. The flow sensor shall operate on 9 volts DC electrical power. The flow sensor signal cable conductors shall be separated from other power wires when pulled up at the controller enclosure location. Avoid field test of wires with 24-volts AC power applied to the flow meter conductors, the sensing unit will be permanently damaged. 4. Provide and install one rectangular valve box for each flow sensor. 5. Provide flow sensor identification tags as shown on drawings. 6. Flow sensor shall include a 2-year warranty provided by manufacturer and a 5-year warranty when specified as part of the irrigation controller assembly. N. p a. R. S. T. Flow Sensor Signal Cable: 1. The flow sensor signal cable shall be a 2-wire pair, direct buriat, shiekied cable designed to carry signais for the flow sensor. The cable shall include a foil shield with drain wire. 2. The flow sensor signal cable shall include two (2) stranded soft annealed tin ccated solid copper conductoo; of 20 AWG wire size, individually iflsutated with high density (PE) polyethylene. The conductors shall be paired and shaU be identified with the following colors: black and white. 3. The flow sensor signal -cable sh~I be installed within PVC conduit routed continuously from irrigation controller to flow sensor. 4. Waterproof conductor connectors for signal cable shall be 3M Company, series 3500, Scctch-Lok Connector packs or 3M Company, series 7000, Epoxy Wire Connector kits. lf one connector ls used for both conductor connections, the wire splices shall be staggered within the pack to prevent crossover wire contact Manufacturer's instrucllons on the package shall be fo!owed. 5. The flow sensor signal cable shaH be as speclfied with the controller enclosure assembly, or approved equal. Electrical Control Valves: 1. Electrical controi valves shall be the same manufacturer as indicated on the Drawings. 2, Electric control valves shall have a manual flow adjustment handle and bleed valve for manual operation, 3, Provide and install one control valve box for each electric control valve, 4. Drip filter units specified with electric control valves shall be as indicated with the Drawings. Control Valve Boxes: 1. Use one 10-inch x 10-inch (T-cover) round box for each quick: coupling valve, gate valve, grounding rod and wire splice as manufacwred by Applied Engineering Products-model #0910-L 182B with bolt-down cover, or approved equal. Extension sleeves for gate valves shall be 6~inch minimum PVC Schedule 40. 2. Use one nominal 10-lnch x 15-tnch x 12-inch deep (T-cover) rectangular box for electrical control valves, master valves, and flow sensor assemblies as manufactured by Applied Engineering Products -model #1015T-182B with bolt-down cover, or approved equal. 3. Valve boxes shall be black in color for use with recycled water, 4. Use landscape fabric (geotextile soil separator). Model number 140N, as manufactured by Mirafi, Inc. (800) 869-8905, or approved equal. Sprinklers: 1. Sprinkler nozzles shall be of the same size, type and deliver the same rate of precipitation with the diameter (or radius) of throw, pressure and discharge as shown on the plans and/or specified in these special provisions, 2, Spray nozzles shall have a screw adjustment. 3. Pop-up sprinkler bodies shall be fabricated in accordance with the details shown on the plans. 4. Riser nipples for sprinkler shall be the same size as the riser opening in the sprinkler body. 5. Sprinkler nozzles of the same type shall be of the same nozzle manufacturer. Sprinkler pop-up bodies of the same type shall be of the same pep-up body manufacturer. 6. Sprinkler spacing as shown on the Drawings shall not be exceeded. Check Valves: 1. Anti-drain valves shall be of heavy-duty virgin PVC construction with f. l. P. thread inlet and outlet. Internal parts shall be stainless steel and from 5 to 40 feet of head. Anti-drain valve shaU be similar to Hunter "HGV" or approved equal. Drlpline Emitter Tubing: 1. Dripllne tubing shall be broWn ln color with a purple identification stripe, pressure compensating, flow regulat~, self flushing, and shall be made of virgin linear low-density polyethylene conforming to an inside diameter (l.D.) of0.560" and (O.D.) of 0.660". 2. Ori~lne emitters shall have a cylindrical design with turbulent flow and inserted and welded into the tubing wall in a preset spacing with available flow rates, 0.6 GPH and 0.9 GPH, and operate within a pressure range of 10 to60 PSI. 3. Drlptine tubing shall be available with 12nand 18" spacing between drip emitters and continuously fn coil lengths of 100', 250'. 500" and 1,000' rolls unless othe!wise specified. 4. Dripline tubing shall be ccnnected with Loe-type fittings made of glass-filled polypropylene. Fittings shall also be available in threaded adapters for conversion to PVC piping. 5. Dripline tubing shall be the PLO-Loe series fittings as manufactured by Hunter lndustries, San Marcos, Cafifomla, or approved equal. 6. Other dripline installation items and materials including airfvacuum retief valves, flush out assemblies, hotd-down stakes, and varlo.us connection fittings, are as indicated on the drawings. Drip Emitters: 1. Emitter body shall be manufactured of high impact-resistant pctypropylene material wi!ll a barn inlet base. Flow shall be regulated through a silicone diaphragm. The emitter shall pressure compensate for rate flow + 10% over a pressure variant of20 to 50 psi.. Emitters shall be as manufactured by Hunter Industries, San Marcos, Cruifomia. Phone number: (760) 744-5240. Refer to Drawings for size and type of emitter. 2. Emitter distribution tubing shaH be made of plasticized PVC and shaH be sufficiently flexible to bend oo a redius of one-quarter inch without kinking or suffering a permanent set which woutd affect !ts flow capacity. 3. Emitter distribution tubing shall have an inside diameter of 0.160 inch and a nominal outside diameter of 1/4 inch {0.170 x 0.220 inch). Emission outlet check. valve (bug cap) shall be of the same series size as the emitter distribution tubing when speclfied. 4. The fleXible PVC tubing shall be uniformly black in cclor, homogeneous throughout and smooth inside and out, free from foreign materials, cracks, holes, dents, wrinkles and blisters. The tubing shall be cut square at each end and pressed onto the mounting barb of both the emitter outlets and emission tubes as far as possible by hand. 5. The hole shall withstand a minimum steady state of internal pressure to 60 psig, at 68F degrees without failure. 6. Flush valve assemblies shall be assembled by the Contractor in the manner and of the materials as indicated on the Drawings, Flush valves shall be installed in a closed position. 7. Provide drip electric control valve with inllne pressure regulator for each drip system. Refer to Drawings for size, quantity, and type of pressure regulators required, TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. II AS BUILT// RC[ __ _ EXP, ___ _ DATE REV!Ew'ED BY, INSPECTOR DATE 1--+----+---------i-----i-------i---;----il SH1E8ET II CITY OF CARLSBAD I . PLANNING DIVISION . ~LANDS~~C,:_:AP~E,:::;IM;;PR;:;:O°"VEM~,:_:E~NTaa=asp;:LAN~S;=:,,F"'O;sR·=. =======; KINOVATE PRODUCTION FACILITY Tl IRRIGATION SPECIFICATIONS TITLE SHEET ■■DESIGN ® THE AUSTIN COMPANY 1---+--+--------------t---t--;---;----; I APPROVED~A. 1/ <: I z_/1~/uf I f---f--+---------------t----t---t---t---t ~-P:;,:L,;;AN;:N;;;IN;;G==:::;:;:,:;-;:==~::::_:,,~~=::,:::c==:::;;:;~'=c:c=~ ERIC MONTELONGO IRRIGATION DESIGN Eric@em-irr.com, Orange CA T: 714.318.8341 I( I 6410 OA.K CANYON IRVINE, CA. 92618 949.451.9000 www.theaustin.com DATE ENGINEER OF WORK 10/31/25 REVISION DESCRIPTION DWN BY: --<:;'.M::'I PROJECT NO. DRAWING NO. CHKD BY: --,-,I"'D" LPC2023-0014& 534-SL RVWO BY: MS PRE2023-0011 DATE INITIAL OTHER APPROVAL CITY APPROVAL -s:t" ,.- 0 0 I C'? N 0 N () a. ....I U. Identification Tags: 1, Identification tags for electrical control valves shall be manufactured from Polyurethane Behr Desopan, or equal. Use Christy's standard tag hot stamped with black letters on yellow background. Tags shall be numbered to match programming as indicated on the irrigation drawings. 2. Tags shall be numbered to match programming shown on the Drawings. Provide one tag for each electric control valve, flow sensor and master valve. 3. Order tags with the controller assignment on the ·tront side of tag and the station sequence indicated on the back side of the tag. The tag has a limit of three digtts per side. 4. Special order tags from T. Christy Enterprises, 655 East Ball Road, Anaheim, California, 92805, (800) 258_ 4583, or approved equal. V. Sleeving: 1. Install separate sleeve beneath paving surfaces to route each run of irrigation pipe or wiring bundle. 2. Sleeving material beneath paving surfaces, both pedestrian and traffic, shall be Schedule 40 PVC piping with solvent welded joints. 3. Sleeving diameter: Equal to twice the outside diameter of the pipe or wire bundle. Mini diameter shall be 2 inches. W. Other Components: 1. Tools and Spare Parts: Provide operating keys, service tools, test equipment, other items, and spare parts as indicated in this Specification. 2. Other Materials: Provide other equipment or materials not shown on the Drawings or referenced in this Specification necessary to complete the installation of the irrigation system. PART 3 • EXECUTION 3.1 INSPECTION: A. Site Conditions: 1. Drawing scaled dimensions are approximate. The Contractor shall check and verify all size dimensions and receive the Architect's approval prior to proceeding with work under this section. 2. Exercise extreme care in excavating and working near existing utilities. Contractor shall be responsible for damages to utilities, which are caused by his operations or neglect. Check any existing utility Drawings for existing utility locations. 3. Coordinate installation of irrigation materials, including pipe, so there shall be NO interference with utilities or other construction or difficulty in planting trees, shrubs and groundcovers. 4. The Contractor shall carefully check all grades to satisfy him that he may safely proceed before starting work on the irrigation system. 5. Report irregularities to Architect prior to beginning work. Commencement of work implies acceptance of existing site conditions. 3.2 SITE PREPARATION: A. Physical Layout 1. Prior to installation, the Contractor shall stake out pressure supply lines, routing and location of sprinkler heads. 2. Architect shall approve sprinkler, piping and equipment layout prior to installation. B. Water Supply: 1. The irrigation system shall be connected to water supply points-of~connection as indicated on the Drawings. 2. Connections shall be made at approximate locations as shown on the Drawings. Contractor is responsible for minor changes caused by actual site conditions. 3. Installation of backflow preventer shall be made at the approximate location shown on the Drawings. The Contractor shall be responsible for minor changes caused by actual site conditions. C. Electrical Supply: 1. Electrical connections for irrigation controller(s) shall be to electrical points-of-connection indicated on Drawings. 2. Connections shall be made at approximate locations as indicated on the Drawings. Contractor is responsible for minor changes caused by actual site conditions, 3.3 EXCAVATING AND TRENCHING: A. General: 1. Perform all excavations as required for installation of work, including shoring of earth banks, if necessary,. 8. Trenching: 1. Dig trenches straight and support pipe continuously on bottom of trench. Lay pipe to an even grade. Trenching excavation shall follow layout indicated on Drawings and as noted, 2. Provide for a minimum cover of 18 inches for pressure supply lines. 3. Provide for a minimum cover of 12 inches for non-pressure lines. 4. Provlde for a minimum cover of 6 inches for drip emitter distribution tubing. 5. Provide for a minimum cover of 1 inch and a maximum cover of 2 inches for dripline emitter tubing. 6. Provide for a minimum cover of 18 inches for controller wiring and signal cable conduit. 7. Where piping is shown on the Drawings under paved areas, but running parallel and adjacent to planting areas, install the piping within planting areas. C. Backfilling: 1. The trenches shall not be backfilled until all required tests are performed. Trenches shall be carefully backfilled with the excavated materials approved for backfilling, consisting of earth, loam, sandy clay, sand or other approved materials, free from large clods of earth or stones. Backfill shall be mechanically compacted in areas to a dry density equal to adjacent undisturbed soil. Backfill will conform to adjacent grades without dips, sunken areas, humps or other surface irregularities. • 2. A fine granular material backfill will be initially placed on all lines. No foreign matter larger than 1 /2 inch in size will be permitted in the initial backfill. 3. The flooding of trenches will be permitted only with approval of the Architect. 4. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, !awn or planting or other construction are necessary, the Contractor shall make required adjustments without cost to the owner. D. Trenching and Backfilling Under Pavement 1. Trenches located under areas where paving, asphaltic concrete or concrete will be installed shall be backfilled with sand (a layer 6 inches below the pipe and 3 inches above the pipe) and compacted in layers to 95% compaction, using manual or mechanical tamping devices. Trenches for piping shall be compacted to equal the compaction of the existing adjacent undisturbed soil and left in a firm unyielding condition. Trenches shall be left flush with the adjoining grade. The sprinkler irrigation Contractor shall set in place, cap and pressure test piping under paving prior to the paving work. 2. Generally, piping under existing pavement is done by jacking, boring or hydraulic driving, but where any cutting or breaking of pavement, sidewalks and/or concrete ls necessary, it shall be done and replaced by the Contractor as part of the contract cost. Permission to cut or break sidewalks and/or concrete shall be obtained from the Architect. No hydraulic driving will be permitted under concrete pavement. Compact all backfill to 95% dry density and dispose of waste off site. Replacement pavement shall match existing in structure, material and appearance. No hydraulic driving will be permitted under concrete pavement. 3. Provide for a minimum cover of 18 inches between the top of the pipe and the bottom of the aggregate base for all pressure and non-pressure piping installed under asphalt concrete pavement. E. Conduit and Sleeves: 1. Coordination: Sleeving will be identified as existing only when installed under another contract. For all other installations, provide materlals and coordinate conduit and sleeve installation with other trades as required to facilitate smooth construction sequence. 2. Conduit: Furnish and install conduit where control wires pass under or through walls, walks and paving. Conduits to be of adequate size to accommodate retrieval for repair of wiring and shall extend 12 inches beyond edges of waits and pavement. 3. Sleeving: Install sleeves for pipes passing through or under walks and paving as shown on the Drawings. Sleeving to be of adequate size to accommodate retrieval of wiring or piping for repair and shall extend 12 inches beyond edges of paving or other construction. [RDll]0Es1GN ERIC MONTELONGO IRRIGATION DESIGN Eric@em-irr.com, Orange CA T. 714.318,8341 3.4 3.5 3.6 3,7 F. Assemblies: 1. The routing of irrigation lines as indicated on the Drawings is diagrammatic. Install lines (and various assemblies) in such a manner as to conform to the Drawings. 2. Install NO multiple assemblies on plastic lines. Provide an outlet for each assembly. 3. Install assemblies specified herein in accordance with respective detail. In absence of detail Drawings or specifications pertaining to specific items required to complete work, perform such work in accordance with best standard practice with prior approval of Architect. 4. PVC Pipe and fittings shall be thoroughly cleaned of dirt, dust and moisture before installation. Installation and solvent welding methods shall be as recommended by the pipe and fitting manufacturer. Install no assembly into a trench, which has standing water. 5. On PVC to metal connections, the Contractor shall work the metal connections first. Teflon tape, or approved equal, shall be used on all threaded PVC to PVC and on all threaded PVC to metal joints. Do not use pipe dope. Light wrench pressure is required. Where threaded PVC connections are required, use threaded PVC adapters into which the pipe may be welded. Use strap-type friction wrenches only -no metal jawed wrench. G. Irrigation Piping Clearance: 1. Piping shall have a minimum clearance of 4 inches from each other and 6 inches from lines of other trades. Parallel piping shall not be installed directly over one another. H. Irrigation Controller: 1. Install as per manufacturer's instructions. Control valves shall be connected to controller in numerical sequence as shown on the Drawings. I. High Voltage Wiring for Irrigation Controller: 1. Contractor shall be responsible for final connection of 120-volt power connection to the irrigation controller. 2. Electrical work shall conform to local codes, ordinances and union authorities having jurisdiction. J. Electric Control Valves 1. Install electric control valves as indicated on the Drawings and details. 2. When grouped together, allow at least 24 inches between valve boxes. Install each control valve in a separate valve box. Align valve boxes perpendicular to pavement edges. 3. Each electric control valve number shall be heat branded on valve box top with 2-Jnch tall letters for controUer assignment as indicated in the Drawings. 4. Electric control valves shall not be installed within turf areas without prior approval of Owner's Authorized Representative. K. Master Valves: 1. Install master valve as indicated on the Drawings and details. 2. Heat brand the identification for controller assignment on the master valve box cover with 2-inch tall letters as indicated in the drawings. 3. Set the master valve outflow pressure for optimum performance of the irrigation system. 4. Master valves shall not be installed within tuti areas without prior approval from Owner's Authorized Representative. L. Flow Sensor: 1. Install as indicated on the Drawings and details. 2. Heat brand on valve box top with 2-inch tall letters, the identification of the controller, as indicated in the Drawings. 3. Splices for flow sensor cable shall be dry-splices. Any water leaking into a splice will cause signal problems. Additionally, buried splices in the ground between the flow sensor and the irrigation controller enclosure will not be allowed. M. Valve Box Installation: 1. Install valve boxes of the appropriate box color within shrub, ground cover and turf areas as indicated on the drawings. N. Flushing of System: 1. After valves, pipe lines and risers are in place and connected, all necessary diversion wOfk has been completed and prior to installation of sprinkler heads or emitters, the control valves shall be opened and a full head of water used to flush out the system. 2. Sprinkler head and drip emitters shall be installed only after flushing of the system has been accomplished to the complete satisfaction of the Architect. Re-flush the emitter lines after installation of said emitters. L Sprinkler Heads: 1. Install the sprinkler heads as indicated on the Drawings. 2. Spacing of heads shall not exceed the maximum indicated on the Drawings. In no case shall the spacing exceed the maximum recommended by the manufacturer, M. Quick Coupling Valves: 1. Install as indicated on the Drawings. N. Oripline and Drip Emitter Operation and Installation: 1. Dripline tubing and related dripline installation items and equipment shall be installed as indicated on the drawings. 2. Drip emitters shall be installed in emitter tubing after the emitter tubing has been punched with the proper size emitter tubing punch. 3. Flush dripline tubing and flush emitter tubing and related PVC lateral lines prior to installation of emitters. Re-flush drip lines after installation of said emitters. TEMPORARY REPAIRS: A The Owner reseives the right to make temporary repairs as necessary to keep the sprinkJer system equipment in operating condition. The exercise of this right by the builder/developer shall not relieve the Contractor of his responsibilities under the terms of the guarantee as herein specified. EXISTING TREES: A. Where it is necessary to excavate adjacent to existing trees, the Contractor shall use care to avoid injury to trees and tree roots. Excavation in areas where 2 inch and larger roots occur shall be done by hand. Roots two inches and larger in diameter, except directly in the path of pipe or conduit, shall be tunneled under and shall be heavily wrapped in burlap, to prevent scarring or excessive drying. Where a ditching machine is run close to trees having roots smaller than 2 inches in diameter, the wall of the trench adjacent to the tree shall be hand trimmed, making clean cuts through. Roots 1 inch and larger in diameter shall be painted with two coats of Tree Seal or equal. Trenches adjacent to trees should be closed within 24 hours; and where this is not possible, the side of the trench adjacent to the tree shall be kept shaded with moist burlap or canvas. INSTALLATION OF OTHER COMPONENTS: A. Tools and Spare Parts: 1. Prior to the Pre-Maintenance Period walk-through inspection, supply to the Owner turn over items including controller cabinet keys, servicing tools, test equipment, and any other items indicated on the Drawings. B. Other Materials: 1. Install other materials or equipment on the Drawings or installation details to be a part of the irrigation system, even though said items may not have been referenced in this Specification. FIELD QUALITY CONTROL: A. Adjustment of the System: 1. The Contractor shall flush and adjust sprinkler heads for optimum pertormance and to prevent over spray onto walks, roadways and buildings as much as possible. 2. If it is determined that minor adjustments to the irrigation equipment will provide proper and more adequate coverage, the Contractor shall make such adjustments prior to planting. Adjustments may also include changes in nozzle sizes and degrees of arc as required. 3. Sprinkler heads shall be set perpendicular to finished grades unless otheIWise designated on the plans. B. Testing of Irrigation System: 1. The Contractor shall request the presence of the Architect in writing at least 48 hours in advance of testing. 2. Test pressure lines under hydrostatic pressure of 150 pounds per square inch for 3 hours and prove piping to be watertight. Note: Testing of pressure main lines shall occur prior to installation of electric control valves. 3. Piping under paved areas or on structure shall be tested under hydrostatic pressure of 150 pounds per square inch for 2 hours and proved watertight, prior to paving. 4. Sustain pressure in lines for not less than two hours. If leaks develop., replace joints and repeat test until entire system is proven watertight (maximum allowable pressure drop is 4 psi). 5. All hydrostatic tests shall be made only in the presence of the Architect or other duly authorized representative of the Owner. No pipe shall be backfilled until it has been inspected, tested and approved in writing. 6. Furnish necessary force pump and all other test equipment for hydrostatic pressure testing. 7. When the irrigation system is completed, pertorm a coverage test in the presence of the Architect, to determine if the water coverage for planting areas is complete and adequate. This test shall be accomplished before any turt or groundcover is planted. 8. Furnish materials and perform all work required to correct any inadequacies of coverage. 3.8 3,9 3.10 A. B. SYSTEM OPERATION: The entire irrigation system shall be under full automatic operatton for a period of seven days prior to any planting. The Architect reserves the right to waive or shorten the operation period. CLEAN-UP: A Clean up shall be made as each portion of work progresses. Refuse and excess dirt shall be removed from the site, walks and paving shall be swept or washed down and any damage sustained on the work of other Contractors shall be repaired to original condition at no cost to Owner. B. The Contractor shall show evidence to the Architect that the Owner has received au accessories, charts, record Drawings and equipment as required before final inspection is performed. FINAL INSPECTION PRIOR TO ACCEPTANCE: A The Contractor shall operate each system in its entirety for the Architect at time of final inspection. Any items deemed not acceptable by the inspector shall be reworked to the complete satisfaction of the Architect. B. The Contractor shall show evidence to the Architect that the Owner has received all accessories, Controller Charts, Record Drawings and equipment as required before final inspection is performed. 3.11 OBSERVATION SCHEDULE: A Contractor shall be responsible for notifying the Architect in advance for the following observations, according to the time indicated: 1. Pre-job conference - 7 days 2. Pressure supply line installation and testing -2 days 3. Irrigation controller installation - 2 days 4. Control wire installation -2 days 5. Lateral line and sprinkler installation ~ 2 days 6. Emitter tubing and emitter installation -2 days 7. Coverage test -2 days 8, Final observation - 7 days B. When observations have been conducted by other than the Architect, show evidence of when and by whom these observations were made. C. No inspection will commence without the record Drawings. In the event the Contractor calls for an inspection without record Drawings, without completing previously noted corrections or without preparing the system for inspection, he shall be responsible for reimbursing the Architect at the hourly rate in effect at the time of the inspection portal {plus transportation costs) for the inconvenience. No further inspections will be scheduled until this charge has been paid. END OF SECTION TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. "AS BUILT" RCE ___ _ EXP, ____ _ DATE REVJE\;ED BY, INSPECTOR DATE l-----if----+------------!----f--¼---+----.I I SH1E9ET 11 CITY OF CARLSBAD I . PLANNING DIVISION . ~LAND~~S~C~AP~E~IM:;:P~R~O~VEME~~NT;;=P;;LAN:::::;:~S:::;;FO;;R;_::::::::=====::: THE ® ® KINOVATE PRODUCTION FACILITY Tl IRRIGATION SPECIFICATIONS TITLE SHEET AUSTIN COMPANY 64100AKCANYON J---+--1--------------+--+--+--+--I I APPROVED~ 11 n . ~1~,i1 .PLANNING ~ OWN BY: IRVINE, CA 92618 949.451.9000 www.theaustin.com DATE INITIAL ENGINEER OF WORK 10/31/25 DAlE INITIAL REVISION DESCRIPTION OTHER APPROVAL DAlE INITIAL ClTY APPROVAL CHKD BY: --c'I""D RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING NO. 534-SL 'Sf' .... 0 0 I (') N 0 N (.) a. ...J :CONpTRACTOR SHALL r:x NG . EX!ST!N(i c_r1,v,:.,,,.,,". P~~\71~ /REfLACE f,EAD Li!Nosc+1P1: 10 / ~; c, , •• P~,T,~,JNADQl~~~•~~;•······· .................... 4ND .• :4J=~~···· ~.~£~:~;~~~;~:l~~~:=~:1:~it:, =¾f~~~6J:':!:,: .. r.- .' • / ~ , ~,,--'.~~k'::·~, ""rf:t.:··"-J•·,·.-•: •:l:>-,C:.:.-......... · .... ~.·-: .. ,'.'.'..· .. •.•.· .. •······.· .. ·.:.· .. • .. : ,., • .---~--a..i: ~~--~ _,,,·•>s•~-'-i-~;-,_.~, .,,..,..,~-, r:W-~ '1~ '?-~;c: •• ~----~ • · / /\ / r-:-'(Q .->~•, ~::>··• ,.-•••• ,,,.,,::-·:·:,, -::. _ _ :,, .,i>--··:"·····r· ----, • ••• • •• _,;,':-'.,.O.•-"•'<-. .-,,,, -'.""' --7·'\':;J,\'._ .. '("'1'.i-i-f"""' :)\.< )" <i\_ ___ ,,...... • S10 i .).-' 40' 60' ' -,---- --·- / ( \ I \ L . I --J . t '-••···••""''""'' 7 \ I \ I \ .~•,••, ' \ ~·-····•-•Cj'U \ •··•·····•,•····· \ ... ,,. \ ""''"""'"""""""'""="';"""i _,-\ ·"'' ' \ ' ' ' ' ' :,c, ., ' NOTES PLANTING LEGEND 1. ALL LANDSCAPE AREAS SHALL CONFORM TO THE CITY OF CARLSBAD. 2. LANDSCAPE AREAS SHALL BE MAINTAINED BY THE OWNER SYMBOL BOTANICAIJCOMMON NAME SIZE SPACING WUCOLS REMARK QTY 3. TREES LOCATED WITHIN FIVE (5) FEET OF ANY PAVED SURFACE SHALL BE -----------------------------~-'I PROVIDED WITH ROOT BARRIERS. TREES 4. ::~.BAND GROUNDCOVER AREAS SHALL HAVE 3" DEEP, 1-2" SHREDDED ~ 5. AGRONOMIC SOILS ANALYSIS REPORT ANO RECOMMENDATIONS. ASOIL REPORT 1 AND RECOMMENDATIONS SHALL BE SUBMlmD TO ANOAPPROVEO SY THE CllY. THERE IS NO MASS GRADING FOR THEPROJECT. "LANDSCAPE CONTRACTOR SHALL BE (] PROVIDED, AND SUBMITTED "AGRONOMIC REPORT" WITH CERTIFICATE OF T2 COMPLETION TO THE CITY FOR APPROVAL" .THE REPORT SHALL BESUBMITTED WITH OT' THE LANDSCAPE DOCUMENTATION PACKAGE. " 0 T4 Ors $ T6 PLANTING LEGEND -----1' ' SYMBOL BOTANICAIJCOMMON NAME SIZE SPACING WUCOLS REMARK -------------~QN_i o ) SHRUBS/GROUNOCOVER S14 SENECIO VITTALIS 1GAL 18'0.C. L NARROW LEAVED CHALKSTICKS ' / .... _..,. 1005 PHOENIX DACTYLIFERA 'ZAHIDI" 14' BT PER PLAN L DATE PALM ERYTHRINA CAFFRA CORAL TREE 36" BOX PER PLAN L ARBUTUS 'MARINA' 36" BOX MARINA STRAWBERRY TREE 48" BOX SPATHODEA C. 'LUTEA' 24" BOX YELLOW AFRICAN TULIPTREE LOPHOSTEMON CONFERTUS 36" BOX BRISTBANE BOX PACHYPODIUM LAMERE! 24" BOX MADAGASCAR PALM EXISTING TREE TO REMAIN L M M VL ALOE HERCULES ALOE 36" BOX AS SHOWN @ S15 LANTANA 'NEW GOLD' 1GAL. 36'0.C. L 158 PLANTING LEGEND NEW GOLD DWARF LANTANA 15 LOW 1 BRANCH STD. 34 MULTI 2 LOW 10 BRANCH STD. 3 MULTI 4 L SIANEcb'< BAil)' BtlSS 1GAL. ASSHOWN L SYMBOL BOTANICAL/COMMON NAME SPACING WUCOLS REMARK QN S16 BAB¥ BLISS OIANELI.A .SHRUBS I GROUNDCOVER , (f) S17 BESCHORNERIA 'FLAMINGO GLOW' 5GAL ASSHOWN L VARIEGATED AMOLE 3 (!) S1 TECOMA 'SIERRA APRICOT 5GAL 48'0.C. L DWARF GOLD BELLS 266 '.' .-' ~.· EB LOMANDRA 'PLATINUM BEAUTY' 5GAL 48'0.C. L r: 518 VAIEGATED DWARFT MAT RUSH c,; ':it @ S19 ALOE MARLOTHII 5GAL AS SHOWN L MOUNTAIN ALOE 8 S20 FURCRAEA FOETIDA 5GAL AS SHOWN L VARIEGATEDFURCRAEA ® 821 JUNCUS PATENS 5GAL AS SHOWN L GRAY RUSH @ S22 MUHLENBERGIA RIGENS 1GAL 30'0.C, L 26 ® 82 3B @S3 4 @ S4 48 ®55 60 0 S5 TECOMA STANS 'GOLDEN STAR' GOLD ST AR YELLOW BELLS LEUCADENDRON MAUI SUNRISE SUNRISE ROYAL HAWAIIAN CONEBUSH RHAPHIOLEPIS UM BELLA TA 'MINOR' DWARF YEDDO HAWTHORN ABELIA 'KALEIDESCOPE' KALEIDESCOPE ABELIA 15GAL 48'0.C. L 20 5GAL. 48'0.C. L 9 5GAL 30"0.C. L 136 5GAL 36"0.C. M 33 5GAL 36'0.C. L 10 "' •,;jjfji DEER GRASS CHONDROPET ALUM TECTORUM SMALL CAPE RUSH . S10 @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com SITE design studio inc. 180 EAST MA.IN STREET, SUITE 20ll TUSTIN, CA 92780 S23 S24 ,$, 825 @826 D GAZANIA 'COPPER KING' FIAT 8'0.C. L 650 COPPER KING GAZANIA ACHILLEA MILLEFOLIUM 1 GAL 16'0.C. L 90 YARROW ALOE CAMERONII 5GAL ASSHOWN L 35 RED ALOE ALOE ARBORESENS 5GAL. AS SHOWN L 8 TREE ALOE EXISTING LANDSCAPE TO REMAIN AND PROTECT IN PLACE, TYP FOR PLANTING LEGEND AND NOTES, SEE SHEET 21. -@ S7 ® S8 S9 S10 S11 S12 S13 ANIGOZANTHOS 'ORANGE CROSS' ORANGE CROSS KANGAROO PAW ANIGOZANTHUS 'HARMONY' HARMONY KANGAROO PAW LIMONIUM PEREZ!! STATICE 5GAL 5GAL 1 GAL. 24"0.C. M 31 24"0.C. M 14 18'0.C. L 95 CARISSA GREEN CARPET GREEN CARPET NATAL PLUM 1 GAL 24"0.C. L 1,470 LOMANDRA 'LIME TUFF 1 GAL. 18' o.c. L 775 LIME TUFF MAT RUSH CAREXPANSA 1 GAL. 16'0.C. M 960 SAND DUNE SEDGE AEONIUM 'MINT SAUCER MINT SAUCER AEONIUM 1 GAL. 18"0.C. L TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCA T/ON OF PLANTING AREA. II AS BUIL T 11 RCE __ _ EXP. ___ _ DATE REVIEIJED BY• INSPECTOR DATE l----t---+-----------!----+--+---+---I I S2HEOET 11 CITY OF CARLSBAD . PLANNING DIVISION ~LAN:::;:D;:S;:C;:'.AP,.;::;E=l;:M:;P:;RO;:VE:;:;M:;ENT;:;;:::P;::LAN:::;::;:S::F;:O:;R:::, ======:::; f>h· 714.42602-W f'ax-714.42&0255 KINOVATE PRODUCTION FACILITY Tl PLANTING PLAN Ex irotion Dote: TITLE SHEET 1----+---+-------------+---+---+---+--I ..,,ll~(!j_ .. ~ 2/2,/?4 I APPROVED: A . / ~ t---i---t------------------t---t---+---+---1 PLANNING DATE INITIAL ENGINEER OF WORK 10 31/25 REVISION DESCRIPTION DATE INITIAL OTI-1ER APPROVAL DATE INITIAL CITY APPROVAL DWN BY: CHKD BY: _ _..,..J.,.D RVWD BY: MS PROJECT NO. LPC2D23-0D14 & PRE2023·0011 DRAWING NO. 543.SL NOTES: 1. PLANTING ANO IRRIGATION PLANS TO INDICATE THAT ALL EXISTING PLANTING ANO/OR IRRIGATION DESIGNATED TO REMAIN ON SITE SHALL BE PROTECTED IN PLACE. ANY EXISTING PLANTING OR IRRIGATION DAMAGED DURING THE COURSE OF THE PROJECT SHALL BE REPLACED IN KIND TO THE SATISFACTION OF THE CITY AND PER LANDSCAPE MANUAL REQUIREMENTS. 2. A FULL WEED ABATEMENT PROGRAM BE PROVIDED TO REDUCE THE AMOUNT OF WEEDS PRIOR TO PLANTING. SEE THE FOLLOWING EXAMPLE: UPON COMPLETION OF ALL FINE GRADING WORK AND SOIL PREPARATION, PERFORM WEED CONTROL MEASURES AS FOLLOWS: a. IRRIGATE ALL AREAS DESIGNATED TO BE PLANTED FOR A MINIMUM OF 10 MINUTES PER SETTING, TWO SETTINGS PER DAY FOR SEVEN DAYS TO GERMINATE ALL WEED SEED POSSIBLE. b. APPLY A CONTACT WEED KILLER AND ALLOW SUFFICIENT TIME TO OBTAIN COMPLETE KILL OF ALL WEEDS GERMINATED. c. REPEAT STEP A ABOVE. d. REPEAT STEP B ABOVE. 3. ALL OF THE FOLLOWING INFORMATION RELATED TO SOIL TESTING: AFTER ROUGH GRADING, SOIL SAMPLES SHALL BE TAKEN FROM ENOUGH LOCATIONS ON THE SITE TO REPRESENT AN ADEQUATE CROSS SECTION OF CONDITIONS. SOIL TEST SHALL BE PERFORMED BY A SOIL TESTING LABORATORY (PRE-APPROVED BY THE CITY). THE TEST SHALL INDICATE BUT NOT BE LIMITED TO THE FOLLOWING: a) ORGANIC MATTER CONTENT b)N,P,K c) PH d)EC c) SOIL TEXTURE (SILT, CLAY, SAND) f) RECOMMENDATIONS FOR AMENDMENTS, LEACHING, AND MAINTENANCE FERTILIZATIONS. THE RESULTS AND RECOMMENDATIONS OF THE SOIL TESTING LABORATORY SHALL BE SUBMITTED TO AND APPROVED BY THE CITY. THE APPROVED RECOMMENDATIONS FOR AMENDMENTS AND BACKFILL SHALL BE INCORPORATED INTO THE LANDSCAPE PLANS PRIOR TO THE START OF CONSTRUCTION AND SHALL BECOME PART OF THE APPROVED PLANS. 4. PLEASE ADD THE FOLLOWING NOTE PER THE NEW STATE MWELO: FOR LANDSCAPE INSTALLATIONS, COMPOST AT A RATE OF A MINIMUM OF FOUR CUBIC YARDS PER 1,000 SQUARE FEET OF PERMEABLE AREA SHALL BE INCORPORATED TO A DEPTH OF SIX INCHES INl'O THE SOIL SOILS WITH GREATER THAN 6% ORGANIC MATTER IN THE TOP 6 INCHES OF SOIL ARE EXEMPT FROM ADDING COMPOST AND TILLING. 5. THE FOLLOWING NOTE PER THE NEW STATE MWELO: PRIOR TO PLANTING OF ANY MATERIALS, COMPACTED SOILS SHALL BE TRANSFORMED TO A FRIABLE CONDITION. ON ENGINEERED SLOPES, ONLY AMENDED PLANTING HOLES NEED MEET THE REQUIREMENT OF THIS SECTION. 6. THE FOLLOWING NOTE PER THE NEW STATE MWELO: THE APPLICATION OF ORGANIC MULCH MATERIALS MADE FROM RECYCLED OR POST-CONSUMER MATERIALS SHALL TAKE PRECEDENCE OVER INORGANIC MATERIALS UNLESS.RECYCLED OR POST-CONSUMER ORGANIC PRODUCTS ARE NOT LOCALLY AVAILABLE. 7. TREES PLANTED WITHIN 5' OF PUBLIC SIDEWALKS SHALL BE INSTALLED WITH ROOT BARRIERS APPROVED BY THE CITY. PLEASE SHOW ANY PROPOSED ROOT BARRIER LOCATIONS ON THE PLANS. 8. AGRONOMIC SOILS ANALYSIS REPORT AND RECOMMENDATIONS. A SOIL REPORT AND RECOMMENDATIONS SHALL BE SUBMITTED TO AND APPROVED BY THE CITY. IF GRADING IS NOT REQUIRED FOR THE PROJECT, THE REPORT SHALL BE SUBMITTED WITH THE LANDSCAPE DOCUMENTATION PACKAGE, IF THE PROJECT INVOLVED MASS GRADING OF THE SITE, THE SOIL REPORT AND RECOMMENDATIONS SHALL BE SUBMITTED WITH THE CERTIFICATE OF COMPLETION. a) THE SOIL ANALYSIS SHALL INCLUDE INFORMATION ABOUT THE SOIL TEXTURE, SOIL INFILTRATION RATE, PH, TOTAL SOLUBLE SALTS, SODIUM, AND PERCENT ORGANIC MATTER. SOIL SAMPLE SHALL BE TAKEN FROM ENOUGH LOCATIONS ON SITE TO REPRESENT AN ADEQUATE CROSS SECTION OF CONDITIONS. IN PROJECTS WITH MULTIPLE LANDSCAPE INSTALLATIONS. OR A LARGE LANDSCAPE PROJECT OF MORE THAN 10,000 SQUARE FEET, A SOIL SAMPLING RATE OF 1 IN 7 LOTS OR 15% IS AN ADEQUATE CROSS SECTION. b) THE REPORT SHALL IDENTIFY ANY RECOMMENDED SOIL AMENDMENTS, TYPE, AND QUANTITY THAT MAY BE NECESSARY TO FOSTER PLANT GROWTH AND PLANT SURVIVAL IN THE LANDSCAPED AREAS. c) THE APPROVED RECOMMENDATIONS FOR AMENDMENTS AND BACKFILL SHALL BE INCORPORATED INTO THE LANDSCAPE PLANS PRIOR TO THE START OF CONSTRUCTION AND SHALL BECOME PART OF THE APPROVED PLANS. PLANTING NOTES: 1. Contractor shall be responsible for determining the location of an-underground utilities, ~pes and structures using all available information. Contrecl9r shall take sole responsibility for any cost incuired due lo damage of said µti6ties. 2. Do not wHlfullv proceed with construction as daajgned when ii is obvious that . unknown obs!nictions and/or grade dilferen~. exislin9 that m'1 not have bean known during dasgn. Such coodNions shan be immediatelv brought to the attention of the .owners authorized representative. The con1rector shaO assume fwl responsibility for all necessary revision due to failure to give such nolillcelon. 3. Contractor shall be responsi~ for any coordination with subcontractors as required to accom~ish planting operations. 4. Landscape contractor lo receve site grade lo within one tenth of a foot of finish grade. Contractor shall obtain len.r of grade certification from owner prior lo project execution. 5. See specffications for planting requirements, materials, and execution. F"81 location of all plant materials shall be subject to the approval of the landscape archilact. 6. Contractors shall notify owners authorized representative 72 hours (weekends not inciuded) prior to commencement of work to coorninate projact obseivalion schedules. 7. See details and notes for slaking methods, ~nt pit dimensions, and backlil requirements. • • . 8. ~ conficts arise between size of areas and plans, contrector is to oontact landscape architect for resolution. Failure to make such confli~ kncwn to the landscape artjj!epl vall result in ~ntractots liallility to ralocale the material. 9. All ~nts shall be triangularly specad unless olheiwise indicated. 10. Mul!Hnmkindicates (3) l(unks (rrun.) branched from the base of the tree. 11. Prior to delivery contrector shall submn photos _of all representative trees and shrubs with specifications on the back of photo mdica!ng height, width and caliper. If a nursery visn is required the contractor will arrange to have the particular nursenes prepared lo show trees. Contrector will install matenal inferior to the industry standallfs at his own risl<. All photo submittals are to be approved prior lo ~anting. • 12. It is the contracto(s responsibility to furnish ~ant matenals free of pests or plant diseases. Pre-selac!ad or 'ta9ged' material must be inspected by the contractor and certified pest and rnsease free. It is Iha oontractors obligation to warranty all plant matenals per the specifications. Submit ce!lificates lo owner. 13. All shrubs lots shall be labeled ciearly indicating the species and variety of plant matertal. 14. Install linear l1lO! baniers at all trees per city of Carlsbad requirements within parkways or within 5' of any paving, curbs and bui~ings. UB24-2 Deep Root 15' length ' both sides available at Deep Root Tel. 1-800-458-7668. . Install per manufacturer's specifications and recommendations, 15. :Mulch note: a) All areas to.be,mulchad with 3'.layer of shredded wood mulch except for areas whera cobble mulch is specified. Shredded wood mulch to, be regcled from trees demolLlhed on •le and supplemented as necessary with. 0;2' Aguinaga F()f%t Floor or equal. b) Cobble to be 3" deep, "Mexican Beach Buff and 'Mexican Beach Black' in 1-5' d~. as provided by Southwest Boulder & Stone (760)451~333., 16. After grading is complete, contractor shall locate tree containers on ~le for approval of Landscape Architect ( prior to digging h"es). • • , 17. Contracior to provide pre ~ant weed control par planting specifications for all ~anting areas. 18. Contractor shall lajOUt shrubs for Landscape Architects approval. Landscape Architect to finalize layout with in field spotting. 19. Contractorshall submit, for approval, reprasentalive ~m~es of aU trees and shrubs prior to delivery. 20. Contractor shall provide landscaped grounds mainteriance per technical 21. Contractor to provide rodent and pas control, replace damaged plant al no cost to owner, par specifications. 22. Contractor shal provide agronomic soil testing at his own expense. 23. Note: Plant pit backfill mix to be per agricultural sols report. In addilion to sols report recommendations for backlil, the fmlovang T ri,c mycorrhizal and humate sol oondilioner shall be incorporated into the root zone of the ~ant pit Tri-c products are availa~e through Tri-c enterprises, LLC. Contact Maliyn Chambers Phone# 800.927.3311 email martlyn@tri-corganics.com -T n-c Myco PAK (teabag form) -T n-c Premium Humate (granular form) 1 gal-1 pak 1 gal-2tsp 5gal-3paks 5gal-2tbl 15 gal-6 paks 15 gal-1/4 cup 24" -12 paks 24" -1/2 cup · 36" -16 paks 36' -3/4 cup 48" -20 paks 48' -1-1/4 cup 60' -26 paks 60" -1-3/4 cup 72' -32 paks 72' -2 cup 84"-40paks 84'-2-1/2cup 0 10' 20' 1"=20'-0"~--' I( I N PLANTING LEGEND PLANTING LEGEND NOTES: SYMBOL BOTANICAlJCOMMON NAME SIZE SPACING WUCOLS REMARK QTY SYMBOL BOTANICAUCOMMON NAME SIZE SPACING WUCOLS REMARK QTY SHRUBS/GROUNDCOVER TREES 1. INSTALLATION SHALL MEET ALL REQUIREMENTS: SLOPES 6:1 OR STEEPER REQUIRING EROSION CONTROL MEASURES AS SPECIFIED HEREIN SHALL BE TREATED WITH ONE OR MORE OF THE FOLLOWING PLANTING STANDARDS: a. STANDARD 1 -COVER CROP/AND EROSION CONTROL MATTING: COVER CROP SHALL BE A SEED MIX TYPICALLY MADE UP OF QUICK GERMINATING AND FAST COVERING GRASSES, CLOVERS, AND/OR WILD FLOWERS. SUBMIT THE SPECIFIC SEED MIX FOR CITY APPROVAL PRIOR TO APPLICATION . THE COVER CROP SHALL BE APPLIEO AT A RATE SUFFICIENT TO PROVIDE 90% COVERAGE WITHIN THIRTY (30) DAYS. THE TYPE OF EROSION CONTROL MATTING SHALL BE AS APPROVEO BY THE CITY AND AFFIXED TO THE SLOPE AS RECOMMENDED BY THE MANUFACTURER. ON SLOPES 3 FEET OR LESS IN VERTICAL HEIGHT WHERE ADJACENT TO PUBLIC WALKS OR STREETS: WHEN PLANTING OCCURS BETWEEN AUGUST 15 AND APRIL 15, EROSION CONTROL MATTING SHALL BE REQUIRED. DURING THE REMAINDER OF THE YEAR, THE COVER CROP AND/OR EROSION CONTROL MATTING MAY BE USED. ON SLOPES GREATER THAN 3 FEET IN HEIGHT, EROSION CONTROL MATTING SHALL BE REQUIRED AND A COVER CROP SHALL NOT BE USED, UNLESS OTHERWISE APPROVED BY THE CITY. b. STANDARD #2 -GROUND COVER ONE HUNDRED (100%) PERCENT OF THE AREA SHALL BE PLANTED WITH A GROUND COVER KNOWN TO HAVE EXCELLENT SOIL BINDING CHARACTERISTICS (PLANTED FROM A MINIMUM SIZE OF FLATTED MATERIAL AND SPACED TO PROVIDE FULL COVERAGE WITHIN ONE YEAR). c. STANDARD #3 -LOW SHRUBS LOW SPREADING WOODY SHRUBS (PLANTED FROM A MINIMUM OF 1-GALLON CONTAINERS) SHALL COVER A MINIMUM OF SEVENTY (70%) PERCENT OF THE SLOPE FACE (AT MATURE SIZE). d. STANDARD #4 -TREES AND/OR LARGE SHRUBS TREES AND/OR LARGE SHRUBS SHALL BE (PLANTED FROM A MINIMUM OF 1-GALLON CONTAINERS) SHALL BE INSTALLED AT A MINIMUM RATE OF ONE (1) PLANT PER TWO HUNDRED (200) SQUARE FEET. SLOPES-6:1 OR STEEPER AND: a. 3' OR LESS IN VERTICAL HEIGHT AND ADJACENT TO PUBLIC WALKS OR STREETS REQUIRE AT A MINIMUM STANDARD #1 (COVER CROP OR EROSION CONTROL MATTING). b. 3' TO 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 (EROSION CONTROL MATTING SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2 AND #3. c. IN EXCESS OF 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 (EROSION CONTROL MATTING SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2, #3, AND #4. AREAS GRADED FLATTER THAN 6:1 REQUIRE A COVER CROP PER STANDARD #1 WITH TEMPORARY IRRIGATION WHEN THEY HAVE ONE OR MORE OF THE FOLLOWING CONDITIONS: a. SHEET GRADED PADS NOT SCHEDULED FOR IMPROVEMENTS WITHIN 6 MONTHS OF COMPLETION OF ROUGH GRADING. b. A POTENTIAL EROSION PROBLEM AS DETERMINED BY THE CITY. c. IDENTIFIED BY THE CITY AS HIGHLY VISIBLE AREAS TO THE PUBLIC OR HAVE SPECIAL CONDITIONS THAT WARRANT IMMEDIATE TREATMENT. 2. ON THE TREE AND SHRUB SLOPE PLANTING DETAILS, PLEASE INDICATE THAT WHERE ON SLOPES, THE FRONT AND REAR OF THE PLANTING PITS SHALL BE GRADED TO A MAXIMUM 1:1 SLOPE. INDICATE THAT EROSION CONTROL FABRIC SHALL BE INSTALLED ON THESE SLOPES TO CONTROL EROSION WHILE PLANTS ESTABLISH. (IF THERE ARE NO SLOPES ON THE PROJECT, THIS COMMENT MAY BE DELETED). S14 ® S15 Sl6 <fl S17 El, S18 © S19 @ S20 ® S21 @ S22 S23 S24 ♦ S25 0 S26 E23 SITE 40' 60' ' j THE ®@ AUSTIN COMPANY 6410 OAK CANYON design studio Inc. 180 EAST I.WN STREET, SUITE 208 TUSTIN, CA 921!!0 Ph: 714.426.02.;.8 Fa.: 714.420.0255 SENECIO VITT ALIS 1 GAL 18' o.c. l 1005 NARROW LEAVED CHALKSTICKS LANTANA 'NEW GOLD' 1 GAL. 36'0.C. L 158 NEW GOLD DWARF LANTANA BIANEttA BAB¥ BUSS 1 GAL. AS SHOWN L BAB¥ BUSS DIANEUA BESCHORNERlA 'FLAMINGO GLOW 5GAI.. AS SHOWN L VARIEGATED AMOLE LOMANDRA 'PLATINUM BEAUTY' 5GAL. 48'0.C. L VAIEGATED DWARFT MAT RUSH ALOE MARLOTHII 5GAL. ASSHOWN L MOUNTAIN ALOE FURCRAEA FOETIDA 5GAI.. AS SHOWN L VARIEGATED FURCRAEA JUNCUS PATENS 5GAL. ASSHOWN L GRAY RUSH MUHLENBERGIA RIGENS 1 GAL. 30'0.C. L DEER GRASS GAZANIA 'COPPER KING' FLAT 8'0.C. L COPPER KING GAZANIA ACHILLEA MILLEFOLIUM 1 GAL 16'0.C. L YARROW ALOE CAMERONII 5GAL. AS SHOWN L RED ALOE ALOE ARBORESENS 5GAI.. AS SHOWN L TREE ALOE EXISTING LANDSCAPE TO REMAIN AND PROTECT IN PLACE, TYP NOTES 1. ALL LANDSCAPE AREAS SHALL CONFORM TO THE CITY OF CARLSBAD. 2. LANDSCAPE AREAS SHALL BE MAINTAINED BY THE OWNER. 3. TREES LOCATED WITHIN FIVE (5) FEET OF ANY PAVED SURFACE SHALL BE PROVIDED WITH ROOT BARRIERS. 4. SHRUB AND GROUNDCOVER AREAS SHALL HAVE 3" DEEP, 1-2" SHREDDED BARK. 3 26 36 4 48 60 650 91) 35 8 5. AGRONOMIC SOILS ANALYSIS REPORT AND RECOMMENDATIONS. A SOIL REPORT AND RECOMMENDATIONS SHALL BE SUBMITTED TO ANDAPPROVED BY THE CITY. THERE IS NO MASS GRADING FOR THEPROJECT. "LANDSCAPE CONTRACTOR SHALL BE PROVIDED, AND SUBMITTED "AGRONOMIC REPORT" WITH CERTIFICATE OF COMPLETION TO THE CITY FOR APPROVAL".THE REPORT SHALL BESUBMITTED WITH THE LANDSCAPE DOCUMENTATION PACKAGE. ~1 PHOENIX DACTYLIFERA 'ZAHIDI" 14' BT PER PLAN L DATE PALM ERYTHRlNA CAFFRA CORAL TREE 36" BOX PER PLAN L 15 LOW 0 .... -, / ' ARBUTUS 'MARINA' MARINA STRAWBERRY TREE SPATHODEA C. 'LUTEA' T4 YELLOW AFRICAN TULIPTREE 36"BOX 48"BOX 24"BOX LOPHOSTEMON CONFERTUS 36" BOX BRISTBANE BOX PACHYPODIUM LAMERE! MADAGASCAR PALM 24"BOX BRANCH 1 L SID. 34 MULTI 2 M LOW 10 BRANCH M SID. 3 VL MULTI 4 [ 0 ) EXISTING TREE TO REMAIN ' / ..... _.,,,,, ... ALOE HERCULES ALOE 36" BOX AS SHOWN L PLANTING LEGEND SYMBOL BOTANICAlJCOMMON NAME SIZE SPACING WUCOLS REMARK QTY SHRUBS/ GROUNOCOVER @S1 ® S2 @S3 @ S4 @S5 0 S6 -@ S7 @ S8 S9 S10 S11 S12 S13 TECOMA 'SIERRA APRICOT' 5GAI.. 48" o.c. L 266 DWARF GOLD BELLS TECOMA STANS 'GOLDEN STAR' 15GAL 48'0.C. L 20 GOLD ST AR YELLOW BELLS LEUCADENDRON MAUI SUNRISE 5 GAL. 48" 0.C. L 9 SUNRISE ROYAL HAWAIIAN CONEBUSH RHAPHIOLEPIS UMBELLA TA 'MINOR' 5 GAL. 30' O.C. L 136 DWARF YEDDO HAWTHORN ABELIA 'KALEIDESCOPE' 5GAL. 36'0.C. M 33 KALEIDESCOPE ABELIA CHONDROPETALUM TECTORUM 5GAI.. 36'0.C. L 10 SMALL CAPE RUSH ANIGOZANTHOS 'ORANGE CROSS' 5GAL 24'0,C. M 31 ORANGE CROSS KANGAROO PAW ANIGOZANTHUS 'HARMONY' 5GAI.. 24'0.C. M 14 HARMONY KANGAROO PAW LIMONIUM PEREZJI 1 GAL. 18'0.C. L 95 STATICE CARISSA GREEN CARPET 1 GAL. 24"0.C. L 1,470 GREEN CARPET NATAL PLUM LOMANDRA 'LIME TUFF' 1 GAL. 18'0.C. L 775 LIME TUFF MAT RUSH CAREXPANSA 1 GAL. 18'0.C. M 960 SAND DUNE SEDGE AEONIUM 'MINT SAUCER 1 GAL 18'0.C. L 91) MINT SAUCER AEONIUM TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA T/ON AND PLAN TING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA . 11 AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIE'w'ED BY• INSPECTOR DATE l---+--+------------1---+--t----+---I I SH2E1ET 11 CITY OF CARLSBAD I ~;;:;:;:'_;· ;;::;;:;::;:;:;;;~P~LA~N~N~IN~G~Ol~\1~S~IO:::N::::::=====:· LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl PLANTING LEGEND AND NOTES TITLE SHEET I APPROVED~ /.2 r ,t ~ I 1----l---l-------------+----+---+---+---1 ~ tt... _ ilr>l•4 1----1----+-----------------t---+---t---+------J t:P~L~A~NN~IN~G~::}isiifr==~~~~~=7f~~~~~ fDWN BY: PROJECT NO. DRAWING NO. DATE INITIAL DATE INITIAL DATE lN!TlAl CHKO BY: JD LPC2023-0014 & 543-5l ATE llFE SCI ENCES IRVINE, CA 92618 949.451 .9000 www.theaustln.com i0/31I25 ENGINEER OF WORK REVISION DESCRIPTION OlHER APPROVAL CITY APPROVAL RVWD BY: MS PRE2023--0011 Ji I' ., 11 ' . LEGEND: 1. 1 to 15 gal. shrub. 2. 3' deep water basin. 3. Finish grada. 4. Backfill m~. see specificaions. 5. Undisturbad soil. 6. Rootball, size varies. Set 1' above grade. 7. 2' approved mulch, see specifications. 8. Plant tablets, see specificaions. 2XRootball NOTES: a. Scarify the ~das and bottom of planting pit. b. Prior to plant placement, fill al backfill pits with walar and allow to percolate into subsoil. c. Plant rootball and backfill mix must be thoroughly walared indirectly after planting. 3 Shrub Planting Detail 5 Scale: N.T.S. shrubplanting.dwg 3 z I "' - ............. ...;...;___--1:.:... ...... .;____-1-____ .;,_"-'/ -----"".:II.,. I LEGEND: 1. Fmish grade. 2. 2" Shredded bark mulch per planting notes. 3. Top of roo~all to be 1' above grade. 4. Planting mix see spacilicaions. 5, Roolball. m: A. All plantings lo be triangwany spaced. Use spacing multipler on T nangular Spacing Diagram lo delannioe plant quanHties. Groundcover Planting Scale: 3""1'-0" groundcover-planting.dwg 8 9 i LEGEND: Jl 1. 1 to 15 gal. shrub. 2. 2" deep water basin. 3. Bacfill mix, see specifications. 4. Finishgrade. 5. Undisturbed soil. 6. Rootball, size varies. Set 1" above grade of slope. 7. 6" Compacted backfill below rootball unless stated otherwise in the specifications or agronomic report. 8. 2" approved mulch, see specifications. 9. Plant tablets, see specifications. 10. Jute mesh on those areas greater than existing slope. 2X Rootball NOTE: a. Scarify the sides and bottom of planting pit. b. Prior to plant placement, fill all backfill pits with water and allow lo percolate into subsoil. c. Plant rootball and backfill mix must be thoroughly watered indirectly after planting. 1 SPACING AS NOTED ON PLAN ½ Specified spacing minimum TRIANGULAR SPACING ( STANDARD PLANTING AREAS) SPACING PLANTING I SQ. FT. 6'O.C. 4.61 8'O.C. 260 9"O.C. 1.78 10' o.c. 1.66 12'0.C. 1.15 15" o.c. 0.74 16" o.c. 0.68 18" o.c. 0.50 24" O.C. 0.28 30' o.c. 0.18 36' o.c. 0.14 42" o.c. 0.12 48" o.c. 0.07 60' o.c. 0.04 --72' o.c. 0.03 ½Specified spacing minimum SPACING AS NOTED ON PLAN TRUNCATED SPACING ( FOR HEDGES ONLY) 18" o.c. 24'0.C. 30"0.C. 36'0.C, 42"0.C. X= 12' X=16' X=20" X=24' X=28' LEGEND: 1. Shrub I ground cover. 2. Curb, wall, pavement edge of bed, or margin between different spacies massings. 2 Shrub Planting Detail (Slope) 1 Shrub Spacing Diagram Scale: N.T.S. LEGEND: 1. Shrub, grass, perernial or groundcover. 2. Cobble per materies legend. 3. Soil separator fabric. Mirafi 140N or equal. 4. Naive soil. shrubplantingonslope.dwg NOTES: a. Refer to shrub planting dataH, th~ sheet for further planting specifics. b. Cut circular hole in fabric sized to accommodala 1 yeats plant growth. Scale: N.T.S. ShrubSpacing.dwg TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 4 Planting In Cobble APPROVED FOR /RR/GA TION ANO PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. Scale: N.T.S. @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com shrubplanting in cobble.dwg II AS BUILT" RCE __ _ EXP. ___ _ DATE REV!Ev/ED BY, INSPECTOR DATE l-----l--+-----------l----+---+---+---I I SH2E2ET II CITY OF CARLSBAD ;::::=:::::.;::· ::::=:::::=:::::::::::::::P::::LA:::N:::N:::IN:::G:::D:::l:::::Vl:::Sl::ON=:=====~ l----+--+--------------~l----+----1---+---I LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl PLANTING DETAILS TITLE SHEET I APPROVED: /< l}j ~ 1---+--+-------------l---+---+---+--l ~ ~ ~ 2.6-~/iq l----+--+--------------~l----+----1---+---I :,:P:::L::AN:::N;:IN::G::::::;;:;:;;::;;;;;:~=======;;:::::===~ DATE ENGINEER OF WORK 10 31 25 REVISION DESCRIPTION DATE 1N1TIAL OTHER APPROVAL OWN BY: PROJECT NO. DRAWING NO. CHKD BY: TD LPC2023-0014 & RVWD BY: MS PRE2023-0011 DATE INITIAL 543-SL CITY APPROVAL SECTION LEGEND: 1. Concrete curb. 2. Finished grade. 3. Sidewalk. 4. Rootball 2X Rootball 5. UB-12-2 Root barrier by DeepRoot (800) 458-7668 6. Backfill, see tree planting detail, this sheet 3 Root Barrier Scale: 1/2"=1'-0" ......._ ......._ LEGEND: j+--'!i~ 1. 24" or 36" box tree. !R 2. 2" deep water basin. in 3. Backfill mix, see specifications. 4. Finish grade. 5. Undisturbed soil. 6. Rootball, size varies. Set 1" above grade of slope. 7. 6" Compacted backfill below rootball unless stated otherwise in the specifications or agronomic report. 8. 2" approved mulch, see specifications. 9. Plant tablets, see specifications. 10. Jute mesh on those areas greater than existing slope. ......._ PLAN ......._ ......._ NOTE: NOTES: A. Poffltion barrier as ciose to curb as possble. Raised root protectors shall be facing towards the tree. B. Top of barrier shall be 1/2' above finished grade. C. Length of root barrier shall be double the root ball. D. Apply a mastic sealer to joint between ooncrete surtaces and root oontrol barrier. E. Installation of panels within soil preparation area will be rejected. F. Install per manufacturers reoommendations. For planting, see Tree Planting Details this sheet. 4 ...... -->A 1 rootbarrier12.dwg a. Scarify the sides and bottom of planting pit. b. Prior to plant placement, fill all backfill pits with water and allow to percolate into subsoil. c. Plant rootball and backfill mix must be thoroughly watered indirectly after planting. 5 Tree Planting On Slope Scale: N.T.S. treegplanting on slope.dwg LEGEND: 1. Tree 2. 2' Deep water baffln. 3, Finish grade. 4. Backfill m~. per specifications. 5. Undisturbed soil. 6. Planting tablets, per specifications. 7. Native Soil or reoompact over excavation. 8. 2" approved mulch per specs. 9. Rootball, size vanes. Set 3' min. above grade after tree settles. NOTES: a. Scarify the sides and bottom of planting pit. b. Prior to plant placement, fill all backfill pits with water and allow to peroolate into subsoil. c. Plant rootball and backfill m~ must be thorough~ watered indirectly after planting. d. Mulch ring, 36" diamater at base of trees in tort araas. e. See tree staking/ guying details. Tree Planting, typical 2XRootball LEGEND:. 1. Cinch ties wl galvanized screws. See enlargement 2. 1Z long, 2" dta. lodgepoie pine tree stake ooppernapthenate, stake should ciear rootbaJI see specification. (2) Req'd. 3. finish grade. 4. Rootball. 5. Galvanized screws. 6, V.I.T. Cinch-Tie(donottwisQ. Secure to stake per manufacturers reoommendations. Place below yoke to tree. 7. Tree trunk. 8. 3' high.water basin at.time of planting. NOTES: A. This detail for slaking on~. Refer to tree planting details for plant ptt, back fill, elc. B. Mulch ring, 24' diameter at base of trees in turt areas. ,,,, = "' ~ ii "' "' Tree Staking -24" Box and Smaller 6 -----1 7 2>----~ l'revailing Wmd 2 Scale: N.T.S. treeplanting-typical 1 Scale: N.T.S. tree-staking24in.dw LEGEND: 1. Rainbird lWR-481401 nozzle per legend, 1' above rock mulch. 2. 1' thick rock mulch top of soil. 3. Finish grade. 4. 1/2"X6' SCH.SO riser. 5. Pot waterproof sealant per oonst. notes, -'1,---------r-«'"-sc----""...__-----"~s:-"ltt--H-~rh~ owrnlr approval and manuf. ~ 6. PVC fiffing and PVC nipple length as required . 7. Filter fabric per owne/s approval. 8. 2" dia. PVC with elecirical sweep . daylight into planter as shown . 9. 6' layer of 3/4' gravel. 10. Install dear-mastic waterproof sealant par owner direction. 11. Adjacent paving per Const. Plan and per Civil Engineering Plan. 12. Pertorated drain pipe. 13. Irrigation sleeve. 14. Pertorated 2" drainpipe sama as ci~l's. 15. MIPT -slip male adapter. 16. FIPT -slip female adapter. NOTES: A. B. Planter mix shall inciude amendments and polymer per manuf. reoommendation and owner approval. Pot style shown is diagrammatic only. Planter Pot Irrigation 2 LEGEND: 1. 36" box tree or larger. 2. (3) Duckbill Anchors, see specifications for model number. Foresight Products Inc. (800)325-5380. 3. (3) 10 Guage guying cables, galvanized airoord with tumbucklas attached mid cab~. see specifications for model no. 4. ' Turnbuckles, galvanized eye to eye type, see specifications for size. 5. (3) 1/2" dia. SCH.40 PVC sleeve. 6. Galvanized cable damps. 7. {3) 1/2" dia. Wonder Treaties. 8. Arborgaurd in turt areas. Tree Guying Detail -36" Box and Larger TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 5 Scale: 1-1/2"=1'-0" planter pot irrigation 4 Scale: N.T.S. treeguying36in.dwg APPROVED FOR /RR/GA TION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. I( I N ()~ V A T E l1F!: SCIENCES @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com // AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIEl<ED BY, INSPECTOR DATE 1-----;---+-----------t-----+--+---+-----II S2HE3ET II CITY OF CARLSBAD _ PLANNING DIVISION ,-------+----+----------------+-----+--+--------+1---__. ;:;LAND=.;;:S;:C;:'.A~P;;E=IMP;:;;:;;RO:;:VE;:;;M;;EN~T::::P;;LAN:::_:::;~S:::F;;O;;:R;;:· =======: KINOVATE PRODUCTION FACILITY Tl ,.<> '',"::,",:;:~ ~.," PLANT I NG DETAILS ~v ~ "·• " Tl TLE SHEET ,t'$"~".~ !2 i} • "'1, IAPPROVED:~.J~ ~ " ~ ~ >------+--+----------------<l----+----f---1----1 ~ 'lJ-~ 2./,,.,/1,f Rill~ l----+-------+----------------1---+---+---+----I ~P~l-A~N~N~IN~G~~i~i~~f~~~;i~iii~ii~~~fr~~~~ ,¥. 02/01/.24 • "'> -,, ,-~c---<~~--+----------------+-----+---+--~1----1 OWN BY: PROJECT NO. DRAWING NO. ~,~ ::----;o~~ DATE INITIAL DATE INITIAL DATE INITIAL CHKO BY: ----,-LITD.,c I LPC2023-0014 & 543_5L o, CA•'' / EN~NEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: MS PRE2O23-0O11 Ex !ration Date: 10 31 25 ~-~===~-"~---~ I ' SECTION 329000 -PLANTING MEDIA PART 1 -GENERAL 1.1 RELATED DOCUMENTS A Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification Sections, apply to the work specified in this section. See planting notes for soil in planters over structure. 1.2 WORK INCLUDED: Provide materials, testing, equipment prepare amended plant mediums for: A General Soil Preparation 8. Backfill Mix C. Fertilizer and labor required to D. Related note; See planting for weed abatement. 1.3 PRODUCT DELIVERY, STORAGE AND HANDLING A. Deliver material to site when permitted by the Owner and only when project is ready for related work. 1.4 FINE GRADING A. All Fine grading shall be complete prior to soil preparation. B. Planting areas shall be free of all weeds, stones, stumps, roots or other debris 1" in dia. and greater. C. Soil shall be graded to a smooth and even surface conforming to the required finished grade. Finished grade adjacent to walks, paved areas, curbs, manholes, clean outs valve boxes, and similar features shall be 1" below the surface in turt and 2" below the surface in shrub and ground cover areas. Grades between such features shall be carefully sustained and blended to eliminate abrupt grade changes. All fine grading shall maintain positive drainage at a minimum 2% to all site drainage structures as per the precise grading plan. PART 2 -MATERIALS 2.1 QUALITY CONTROL All materials shall be of standard, approved and first-grade quality and shall be in prime condition when installed and accepted. Any commercially processed or packaged material shall be delivered to the site in the original unopened container bearing the manufacturer's guaranteed analysis. Contractor shall supply Owner's Authorized Representative with a sample of all supplied materials accompanied by analytical data from an approved laboratory source illustrating compJiance or bearing the manufacturer's guaranteed analysis: 2.2 SOILS TESTING The following organic soil amendments and fertilizer are for bid purposes only. After rough grading operations are complete the Contractor shall contract with an approved soils testing lab to provide analysis and recommendations. Contact soils lab -Way Point Analytical @ (714) 282-8777. Contractor will provide soils testing at his own expense. Soil testing should identify existing soil texture, infiltration rate, pH, total soluble salts, sodium, percentage organic matter and recommendations for proper compost percentage to be added to planting areas per proposed plant types to be planted. Contractor shall satisfy all soil testing requirements set forth by AB 1881. Contractor shall provide soils lab with current project plant list. 2.3 ORGANIC AND CHEMICAL AMENDMENTS A. Aguinaga GPS-1 General Purpose soil conditioner, Available at Aguinaga Fertilizer. 8. Agricultural Gypsum: Agricultural grade product containing 90% minimum calcium sulfate. C. Lesco 10-10-10 with 10% Iron (available from Lesco) 714.935.0982. D. Fine sand: Clean natural fine sand free from deleterious material, weed seed, clay balls, or rock with a minimum of 95% passing a No. 4 sieve and a maximum of 10%1 passing a No. 100 sieve. 2.4 FERTILIZER A. Fertilizer shall be pelleted or granular form consisting of the percentage by weight of nitrogen, phosphoric acid and potash as recommended by the agronomic report. Planting fertilizer shall be mixed by the commercial fertilizer supplier. B. Plant tablets shall be slow release type with potential acidity of not more than 10% by weight. PART 3 -EXECUTION 3.1 GENERAL SOIL PREPARATION A. Before any soil preparation is started, written approval by Owner's Authorized Representative must be obtained. B. Site soils shall not be saturated or dry prior to rototilling. Rototilling must occur in moist soils to be effective 3.2 TREE PLANTING; A. Backfill Mix: The backfill mix shall be comprised of the following components mixed thoroughly outside the planting hole (per one cubic yard of soil): 1. .8 cubic yard Native soil 2. .2 cubic yard Aguinaga GPS-1 Soil Conditioner (949) 786-9558. B. Large Trees: 36" box and larger: 1. Planting holes shall be excavated 1&1/2 times the width of rootball. 2. The bottom of the planting pit should be excavated 12" deeper than the rootball and amended 50% with coarse pumice. 3. The sides of planting pits and rootballs should be scarified with a steel rake or cultivator to eliminate all flat surfaces. 4. Final placement of the top of rootball shall be 1-2 inches above finished grade. Place backfill around tree in lifts of 8". 5. Moistened and compact soil before another layer is placed, to eliminate air pockets. 6. Install Gro-power 7 gram planting tablets (12~8-8) at about 1/3 of the way up rootball. Place 20 tablets per tree except Tristanias. Use no plant tablets for Tristania trees. 7. Install watering basin to allow irrigation primarily of the rootbail and not the backfill. C. Small Trees: 15 gallon and 24" box: 1. The bottom of the planting pit should be excavated 6 " deeper than the rootball and amended 50-50 with coarse pumice, to allow for periodic leaching. 2. Excavate plant holes twice the width of the rootball. 3. Scarify sides of planting hole and rootball with steel rake or 4 prong tool to eliminate and flat interfaces. 4. After planting, deep water trees every two weeks by filling the earthen basins. 5. Install 14, 7 gram planting tablets (12-8-8) in plant pit for 15 gal and 24" box trees except Tristania. Use no plant tablets for Tristania Trees. D. Tree Planting in Turf: PART 2 -Provide sub-drainage and planting per tree planting in turf detail. • E. Turf and Groundcover Planting: 1. Rototill Aguinaga GPS-1 into the surface at a rate of 3 cub yd. Per 1000 s.f. 2. Rake Lesco 10-10-10 into the surface at the rate of 15.lbs. Per s.f. after finish grade has been established. F, Container plants: 1. Loosen the soil on rootballs manually before planting. 2. All rootballs must be scarified at time of planting to allow root growth into backfill. 3. Spread 1/4 lb. of gypsum on the surface of backfill prior to irrigation. 4. Mix native soil with 50% perform compost. 5. Install Gro-power 7 gram planting tablets (12-8-8) for container shrubs as follows: a. 1 gallon 2 tablets b. 5 gallons 6 tablets G. Bougainvillea Plantings 1. Remove bottom of container and slice sides of container. 2. Plant with container after planting remove plastic container. 3.3 MAINTENANCE Apply Best Super Iron Fertilizer at the rate of 25 lbs over 1,000 sq. ft. at the end of the 90 day maintenance period. Note: Keep fertilizer away from all concrete paving. 3.4 CLEAN UP A. Keep all areas of work clean, neat and orderly at all times. Keep all paved areas clean during operations. Remove all deleterious materials and debris from the entire site prior to Final Acceptance by the owner's Authorized Representative. SECTION 329001 -PLANTING PART 1 -GENERAL 1.1 WORK INCLUDED A. This Section includes specifications for furnishing and installing planting materials including: 1. Organic fertilizer 2. Chemical fertilizer 3. Mulch 4. Planting accessories 5. Planting of trees, shrubs, groundcover, vines 6. Soil preparation and Weed abatement 1.2 RELATED WORK IN OTHER SECTIONS A. Planting Media: Section 329000 B. Irrigation: Section 328000 C. Landscaped Grounds Maintenance Section 329002 1.3 STANDARDS A. American National Standards Institute (ANSl)/American Association of Nurserymen (AAN): ANSI 260.11-069 "Nursery} Stock". B. "Grades and Standards", latest edition, California Assodation of Nurserymen C. Perform work in accordance with all applicable laws. cedes. and regulations required by authorities having jurisdiction over such work and provide for all inspections and permits required by Federal. State, and local authorities in furnishing, transporting, and installing materials. D. Certificates of inspection required by law for transportation shall accompany invoice for each shipment of plants. File copies of certificates with Owner's representative before acceptance of material. Inspection b) Federal or State Governments at place of growth does not preclude rejection of plants at project site. 1.4 SUBMITTAL$ A. State or Federal certification stating that the plants are free from disease and insect infestation. B. Inform Landscape Architect of nursery locations well before shipping so that critical plants may be inspected at source. C. All submittal data shall be forwarded in a single package to the Landscape Architect within ten ( 10) days of award of Contract. D. Coordinate submittals required under this section with planting media (Section 32 90 00) requirements. E. Submit documentation to Landscape Architect within ten (10) days after award of contract that all plant material is available. Contractor shall be responsible for all material listed on plant legend. F. Prior to installation, contractor shall submit two (2) ccpies of manufacture(s literature for the following; 1. Soil amendments and fertilizer. 2. Mulch 3. Plant material 4. Gravel 5. Refer to Irrigation Specifications for additional submittal requirements 1.5 MATERIAL OBSERVATIONS 0 10' 20' 1"=20'-0"~~--. 40' I 60' ' A. Plants shall be subject to inspection and approval of Owner's authorized representation at place of growth or upon delivery for conformity to specifications. Such approval shall not impair the right of inspection and rejection during progress of the work inspection and tagging of plant material by the Landscape Architect is for design intent and does not constitute the Landscape Architect's approval of the plant materials in regards to their health and vigor as specified. B. Substitutions of plant materials will not be permitted unless authorized in writing by Landscape Architect. If any plant specified is not obtainable, proof shall be substantiated and submitted in writing to Landscape Archrtect at least thirty (30) days prior to start of Work under this Section for direction. These provisions shall not relieve Contractor of the responsibility of obtaining specified materials in advance if special growing conditions or other arrangements must be made in order to supply specified materials. C. Contractor shall submit a photograph of each type of plant material to be used for preliminary approval. 1.6 PLANT MATERIAL DELIVERY, STORAGE AND HANDLING A. Submit a plan for transporting plant material to the site to the Landscape Architect for approval. Such a plan should include: 1. Date of pick-up at nursery or place of storage. 2. Type of vehicle used for shipping. 3. Method of protecting trees during transit. 4. Time in transit. 5. Date of delivery to site. 6. Projected date of installation. 7. Means of storage, watering and shading used between delivery and planting. 8. Means and process of transporting trees to the site B. The following considerations for product handling shall be evaluated: 1. During hot weather and when practical. the Contractor may be required to transport plant materials between sunset and sunrise if transported in an open trailer or unrefrigerated van. 2. Dug material should be maintained and watered as required at the nursery to guarantee their vitality and health until shipping. 3. Protect from all damage trunks. stems, branches and root balls during tree tying, wrapping and loading operations. 4. Load containers onto transport vehicle and secure in a manner that protects the structural integrity of the root balls and branches. 5. The Contractor shall be solely responsible for the safe transportation of plants to the site and their condition upon arrival. Trees damaged, dehydrated or abused during transit and storage will be rejected. 6. Plant materials should not be stored on concrete or left exposed to examples of climate without adequate protection. 7. Protect the root balls and water regularly until planting. If trees are left in storage over the weekend or holiday provide a means of periodical watering and inspection of container moisture. C. The Landscape Architect may inspect any phase of this operation and may reject any plant material improperly handled during any point of this operation. D. Nothing in this Section shall be interpreted as relieving the Contractor of his responsibility to provide healthy. viable plants, nor shall it have any affect upon the terms of the warranty specified herein. E. Amendments 1. Deliver fertilizer to site in original unopened containers bearing manufacturer's guaranteed chemical analysis, name, trade mark, and conformance to state law. 2. Provide copies of receipts for all amendments specified. 3. Notify owner 7 days in advance of delivery of plant materials and submit itemization of plants in each delivery. 4. Replace all unacceptable or damaged plants. 1.7 INCIDENTAL REPAIRS A. The Landscape Contractor shall coordinate repairs of damage to irrigation system incidental to the planting operation by either own forces or by Irrigation Subcontractor. Above repairs shall be made immediately so as to not interfere with the automatic cycling of the irrigation system. AU repairs shall be permanent and include all flushing required to clean the lines of debris deposited by such damage. B. Incidental damage to work by other subcontractors during landscape installation shall be made immediately and at no extra ccst to the owner. 1.8GUARANTEES A. It is the Contracto(s responsibility to certify all plants pest and disease free. B. Contractor shall provide a guarantee of materials against poor inadequate diseased and inferior materials and workmanship in accordance with the General and Special ccnditions. PART 2 -MATERIALS 2.1PLANTS A. Plants shall be nursery grown in accordance with best industry standard horticultural practices under climatic conditions similar to those of project for at least 12 (twelve) months unless specifically otherwise authorized by Owner's Representative in writing. Unless specifically noted otherwise, all plants shall be heavy, symmetrical, tightly knit, so trained or favored in development and appearance as to be superior in form, number of branches, compactness and symmetry. B. Plants shall be sound, healthy and vigorous, well branched and densely foliated when in leaf. They shall be free of disease, insect pests, eggs, or larvae, and shall have healthy, well developed root systems. They shall free from physical damage or adverse conditions that would prevent thriving growth. C. Plants shall be true to species and variety and shall conform to measurements specified. D. Plants shall be measured when branches are in their normal position. Height and spread dimensions specified refer to main body of plant and not branch tip to tip. Caliper measurement shall be taken at a point on the trunk six (6") inches above natural ground (4") inches in caliper and at a point twelve ( 12") inches above the natural ground line for trees over four (4") inches in caliper. If a range of size if given, no plant shall be less than the minimum size and not less than 40% of the plants shall be as large as the maximum size specified. The measurements specified are the minimum size acceptable, after pruning, where pruning is required (Refer to 2.01; I). Plants that meet the measurements specified, but do not possess a normal balance between height and spread shall be rejected. E. Container stock shall have grown in the containers in which delivered for at least six months. but not over two years. Samples must prove no root bound conditions exists. No container plants that have cracked or broken balls or earth when taken from container shall be planted. Container stock shall not be pruned before delivery. Field grown plants recently transplanted into containers will not be accepted. In the event of disagreement as to the condition of root system, the root conditions of the furnished plants in containers will be determined by the removal of earth from the roots of not less than two plants or more than 2% of the total number of plants of each species or variety. Where container plants are from several sources, roots of not less than two plants of each species or variety from each source will be inspected. In the event that the sample plants inspected are found to be defective, the entire lot or lots of plants represented by the defective samples may be rejected. Plants rendered unsuitable for planting due to this inspection will be considered samples and will be provided to the owner at no cost. F. The size of the plants will correspond with that normally expected for species and variety of commercially available nursery stock or as specified on drawings. The minimum acceptable size of all plants measured before pruning with the branches in normal position, shall conform to the measurements, if any, specified on the drawings in the list of plants to be furnished. Plants larger in size than specified may be used with the approval of the Landscape Architect, but the use of larger plants will make no change in Contract price. If the use of larger plants is approved, the ball of earth or spread of roots for each plant will be Increased proportionately. G.AII plants not conforming to the requirements herein specified, shall be considered defective and such plants, whether in place or not, shall be marked as rejected and immediately removed from the site of the work and replaced with new plants at the Contractor's expense. The plants shall be of the species, variety, size and conditions specified herein or as shown on the drawings. Under no conditions will there be any substitutions of plants or sizes listed on the accompanying plans, except with the express consent of the Landscape Architect. H. Trees which have damaged or crooked leaders, or multiple leaders, unless specified. will be rejected. Trees with abrasions of the bark, sun scalds, disfiguring knots, or fresh cuts of limbs over 3/4 inches which have not completely callused, will be rejected. I. Pruning: At no time shall trees or plant materials be pruned, trimmed or topped prior to delivery and any alteration of their shape shall be ccnducted only with the approval and when in the presence of the owners representative. J_ Plant material shall be true to botanical and common name and variety as specified in "Sunset Western Garden Book revised edition 1998". K. Nursery Grown and Collected Stock: 1. Grown under climatic conditions similar to those in locality of project for 12 Mos. 2. Container-grown stock in vigorous, healthy ccndition, not root bound. 3. Use only liner stock plant material which is well established in removable ccntainers or formed homogeneous soil sections. L. Substitute plant material will not be permitted unless specifically approved in writing by the Landscape Architect. 2.2STAKING MATERIALS A. Tree stakes shall be straight grained lodge pole pine free of knots, splits, checks, or disfigurements. Stakes shall be 2-inch minimum nominal size in diameter and 10 feet in length, or as required by tree height. Stakes shall have a 10-inch tapered driving point and chamfered top and shall be treated with ccpper napthanate or pentachloraphenol to heartwood. in strict accordance with FS TT-W-572 Type I, Composition B. B. Supports for double staking shall be Cinch-Tie tree supports as manufactured by V.I.T. Company, Inc. or approved equal. Refer to manufacturer for length required per tree size. Allow for adequate movement of tree trunk. 2.3TRUNK PROTECTORS A. Trees within turf areas Trim Guard shall be installed with trunk protection devices. Trunk protectors shall be Arbor Guard as manufactured by V.I.T. Company Inc., or approved equal. 2.4WATER A. Furnished by Owner. Transport as required. 2.5 PRE PLANT WEED CONTROL A. Round-Up as manufactured by Monsanto available at: Robinson's Fertilizer 1460 North Red Gum Street Anaheim, California 92806 (714) 632-9710 TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION ANO PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. "AS BUIL T 11 RCE ___ _ EXP. ____ _ DATE REVIEIJED BY• INSPECTOR DATE SITE design studio inc. 180€/1.ST MAIN STREET, SUITE 200 TUSTIN, CA 9275(1 l----t--+----------+--+-+--+----II S2HE4ET 11 CITY OF CARLSBAD I :=:=='..'·======P:::LA=N:::N=IN=G::::::::D=IV=IS:::l:::O=N=====::::::· l---t---+----------------+---+----4---+---I LANDSCAPE IMPROVEMENT PLANS FOR: THE ® ® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com Pit 714.426.024$ fa):" 714426.0255 KINOVATE PRODUCTION FACILITY Tl PLANTING SPECIFICATIONS TITLE SHEET Ji' 0212;_!24 .... t------+----l--------,1----+---1-----+----I I APPROVED:;A..; 115:1; _PLANNING ~ ~, ~ ~; ::-------:: .,,_-.?-' DATE INITIAL & o~ OF CAL\f Expiration Date: 10/31 /25 ENGINEER OF WORK REVISION DESCRIPTION DATE IN1TIAL OTHER APPROVAL OWN BY: DATE 1N!T1Al CITY APPROVAL CHKD BY: --,ID','± 1 RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING NO. 543-5L 2.6MULCH A. "Forest Floor'' 1"-2" as supplied by Aguinaga Fertilizer Company, Irvine California, telephone number (714) 786-9558. B. Apply mulch at 9.26 cubic yards per 1000 S.F. and/or three inches (3") depth in non turf or hydroseeded planting areas. 2.7ROOT CONTROL BARRIERS A. Root control barriers shall be provided as indicated on the plans, and as stipulated per City requirements. B. Barriers shall be constructed of prefabricated high impact polystyrene or polyethylene as manufactured by a Deep Root Corp., 1-800-766-8835 or approved equal. C. Barriers shall be a minimum of 18-inch depth when installed adjacent to sidewalk, 26 inches depth when installed adjacent to curb. 2.8HERBICIDES AND PESTICIDES A. All chemicals use for weed control shall be registered by the State of California Department of Food and Agriculture and the Environmental Protection Agency with registration identification on the label. Label shall be at job site at all times. B. All chemicals shall be applied as per registered label instruction and manufacturer's recommendation. C. Chemicals requiring a licensed applicator must be applied by persons possessing a current, valid, qualified pest control applicator's license. D. The use of any restricted materials is forbidden unless a special use permit is obtained. E. Round-Up as manfactured by Monsanto: or approval equal. 2.9PLANTING MIX A.See Section 32 90 00 "Planting Media". 2.10 FERTILIZER A. See Section 32 90 00 " Planting Media" PART 3 -EXECUTION 3.1GENERAL A. Actual planting shall be performed during those periods when weather and soil conditions are suitable and in accordance with locally accepted practice, as approved by the owners representative. B. The contractor shall limit planting to the number that can be planted and watered on the same day. C. Containers shall be opened and plants shall be removed in such a manner that the ball of earth surrounding the roots is not broken and they shall be planted and watered as herein specified immediately after removal from the containers. Containers shall not be opened prior to placing the plants in the planting area. D. Confirm locations and depth of underground utilities and obstructions. If underground structures or utility lines are encountered in the excavation of planting areas, other locations for planting shall be approved by the Owner's Authorized Representative. 3.2DRAINAGE. DETRIMENTAL SOILS AND OBSTRUCTIONS A. Test drainage of plant beds and pits by filling with water twice in succession. Conditions permitting the retention of water in planting beds for more than twenty-four (24) hours or percolation of less than one (1") inch per hour shall be brought to the attention of the Landscape Architect. Contractor shall provide documentation of percolation rates, in inches per hour, from at least five test sites. B. Test an example hydrozone of each irrigation type to determine the optimum watering and dry-out period required to wet soil to a 2' depth. Test shall take place prior to planting and shall be documented for use in controller scheduling. C. Notify the Landscape Architect in writing of all soil or drainage conditions Contractor considers detrimental to growth of plant material. (State condition and submit proposal and cost estimate for correcting condition.) D. If rock, hardpan. underground construction work, tree roots or other obstructions are encountered in the excavation of plant pits and beds, alternate locations may be selected by Landscape Architect. Where locations cannot be changed, submit cost required to remove the obstructions to a depth of not less than six (6") inches below the required pit or bed depth, Proceed with work after approval. 3.3 PRE PLANT WEED CONTROL A. If live perennial weeds exist on site at the beginning of work, spray with a non-selective systemic Contact herbicide, as recommended and applied by an approved licensed landscape pest control advisor and applicator. Leave sprayed plants intact for at least fifteen (15) days to allow systemic kill. B. Clear and remove these existing weeds by mowing or grubbing off all plant parts at least 1/4" below the surface of the soil over the entire area to be planted. C. After irrigation system is operational apply water for five (5) to ten (10) days as needed, to achieve weed germination, Apply contact herbicides and wait as needed before planting. Repeat, if required by Owner's Authorized Representative. D. Maintain site weed free until final acceptance by Owner utilizing mechanical and chemical • treatment. 3.4PREPARING PLANT MATERIALS FOR PLANTING A. Canned stock shall be removed carefully after cans have been cut on two sides with approved cutter. Do not use spade to cut cans. Do not lift or handle container plants by tops, stems, or trunks at any time. B. Do not bind or handle any plant with wire or rope at any time so as to damage bark or break branches. Lift and handle plants only from bottom of ball. B. Rootball shall be moist when planted. 3.SINSTALLATION OF PIT-PLANTED MATERIAL A. Do not commence any planting until the irrigation system is verified to be fully operable. B. Lay-Out: Mark locations for plants and outlines of areas to be planted before any pits are dug and gain owner approval. If underground construction or utiltty lines are encountered in the excavation of planting areas, other locations for planting may be selected by owner. C. Prior lo planting, fill all planting holes with water and allow to percolate into subsoil, but do not saturate (See 3.02). D. Actual planting shall be performed when soil conditions are moist, not saturated and not dry. E. Only as many plants as can be planted and watered in one day shall be laid out in a planting area. F. Containers shall be opened and plants removed in such a manner that the ball of earth surrounding the roots is not broken. Each plant shall be planted and watered as herein specified immediately after removal from the containers, Containers shall not be opened prior to placing the plants in the planting area. G. Scarify the walls and bottom of all plant pits immediately prior to the placement of plant and backfill mix. The Contractor shall remove all glazing caused by an auger or mechanical hole digger. H. Install auger hole if required per planting details. I. Center plant in pit or trench. J .. Set plant plumb and hold rigidly in position until soil has been tamped firmly around ball or roots. K. Excess soil generated from the planting holes and not used as backfill or in establishing the final grades shall be removed from the site. Refer to Planting Media Section 32 90 00. L, Fill plant pits with soil mix to compact depth to receive plant root ball, so that top of root ball is 1" above finished grade. M.Place backfill material in bottom of hole per detail, moisten and compact N. Place root ball on moistened backfill, ensuring that plant crown is 1 "s2" above finished grade, OJnstall plant fertilizer tablets see Planting Media specification for sizes and quantities. P, After backfilling, an earthen basin shall be constructed around each plant. Each basin shall be of a depth sufficient to hold at least 3" of water. The basins shall be constructed of amended.backfill material. Q.Deep water, immediately after installation. Initial watering shall be done with a hose, by hand. R. Drainage holes at pit bottom shall be installed for trees per plans and details. S. Install root control according to details and manufacturer instructions. 3.6 GROUND COVERS A. Grow ground covers in flats, and ensure they remain in the flats until transplanting. Flat's soil must contain sufficient moisture so it will not fall apart when lifting plants. B. Plant ground covers in straight rows evenly spaced unless shown otherwise, and at intervals required by drawings. All plants to be triangularly spaced per detail. C. Plant each rooted plant with its proportionate amount of flat soil. Immediately irrigate after planting until entire area is irrigated to the depth of each hole. Protect plants from damage and trampling. 3.7 TAKING & GUYING A The Contractor will be responsible for material remaining plumb and straight for all given conditions through the guarantee period. Tree support shall be done as outlined on the following tables and as illustrated on the details. 0 10' 1"=20'-0"~ 20' 40' 60' ' B. Trees should be staked during the same day as planting, Plants shall stand plumb after staking. C. Double Stake all 15 gal to 36" box trees per detail and in accordance with the following table: Tree Caliper at 6" from Grade No. Stakes Length Stake Size to 1-3/4 inches Lodge pole (2" dia) 1 10feet 2" to 3" inches Lodge pole (2" dia) 2 10 feet D. Cut stakes off at six inches (6") above the highest tree brace support, E. Guy trees in 36" box or larger according to methods shown on guying detail. 3.8 PLANT ESTABLISHMENT / COORDINATION OF IRRIGATION A. Plant establishment is critical. All plants shall be deep-watered by hand immediately after initial planting. All plants which settle deeper than the surrounding grade shall be raised to the correct level. After the plant has been placed, additional backfill shall be added to the hole to cover approximately 1/2 of the height of the root ball. At this stage, water shall be added to the top of the partly filled hole to thoroughly saturate the root ball and adjacent soil. Irrigation is intended to be used as a supplement to establishment watering, Establishment watering shall be done with a hose. Individual deep watering shall continue once per week or as necessary to encourage root development to a 2' depth. B. Contractor shall meet Landscape Architect on site prior to planting to determine the watering rates. Watering rates shall be strictly monitored during this time, as well as weather and soil conditions. Irrigation shall be monttored during this lime, as well as weather and soil conditions. Irrigation shall be monitored throughout the 4 month maintenance period. The method of monitoring shall be decided at this time. Contractor shall keep a weekly record of all watering and weeding. C. Watering: It is important that root ball does not dry out during the first 2 weeks, Irrigate once each week, or as necessary to keep root ball moist. After 2 weeks water times shall be determined to allow for deep watering and dry-out periods depending on pre-tested percolation rates, the number of start times will be determined to minimize run-off. D.Mulching: Place 2" of shredded on bark mulch in water basin at each plant. Allow crown to breathe after plants are thoroughly watered. The watering basins may be broken and mulch spread through planting beds to a 1" depth. An additional 1" depth of mulch shall be applied during the third month of the 3 month maintenance period. 3.9CLEAN UP A. After all planting operations have been completed, remove all trash, excess soil, empty plant containers and rubbish from the property. All scars. ruts, or other marks in the ground caused by this work shall be repaired and the ground left in a neat and orderly condition throughout the site. Contractor shall pick up all trash resulting from this work no less frequently that each Friday before leaving the site, once a week, and/or the last working day of each week. All trash shall be removed completely from the site. B. The Contractor shall leave the site broom-clean and shall wash down all paved areas within the Contract area, leaving the premises in a clean condition. All walks shall be left in a clean and safe condition. THE ® ® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin,com SITE design studio inc. 180 EAST MAifl STREET, SUITE 200 TUSTIN, CA92780 Ph 714.4260248 Fax. 714 426.0255 3.10 OBSERVATION SCHEDULE A. The Contractor shall be responsible for notifying the Owner's Authorized Representative in advance for the following site visits, according to the time indicated, and shall notify the Landscape Architect I Owner's representative for the following observations. 1. Pre-job conference: 7 days 2. Tree layout/ installation and soil drainage: 48 hours Contractor shall locate plant layout with gypsum markings for location review. 3. Pre-maintenance: 7 Days 4. Final walk-through: 7 Days 3.11 MAINTENANCE BY THE CONTRACTOR A, The Contractor shall begin maintenance after each plant is installed and continue until Final Acceptance. B. The Contractor's Maintenance Period shall begin upon inspection and approval at Substantial Completion and shall be for 90 days (three months). C. The Contractor's maintenance of new planting shall consist of watering, cultivating, weeding, mulching, re-staking, tightening and repair of guys, resetting plants to proper grades or upright position, and furnishing and applying such pesticide sprays and invigorators as are necessary to keep the plantings free of insects and disease and in thriving condition, D. Protect planting areas and plants at all times against damage of all kinds for duration of maintenance period. Maintenance includes temporary protection barriers and signs as required for protection. If any plants become damaged or injured, because sufficient protection was not provided, treat or replace as directed by Landscape Archiject at no additional cost to Owner. E. Irrigation operating times will be determined and documented during this period. F, See Landscape Maintenance specifications. 3.12 FINAL ACCEPTANCE Work under this Section will be accepted by Owner's Representative upon satisfactory completion of all work, including maintenance, but exclusive of replacement of plant materials under the Warranty Period. Upon termination of the 90 days (three months) maintenance period, the Owner will assume responsibility for maintenance of the work. 3.13 WARRANTY A. Planting shall be warranted by the Contractor to remain alive and healthy for a period of 12 months after the date of Substantial Completion, Plants in an impaired, dead or dying condition after initial acceptance or within 12 months shall be removed and replaced. New planting and method of placing shall comply with the requirements of the specifications. Plants replacing those removed during the guarantee period shall also be guaranteed to remain alive and healthy for an additional 12 months after installation and acceptance. B. Contractor shall not be held responsible for failure due to neglect by Owner, vandalism, etc,, during Warranty Period. Report such conditions to the Landscape Architect in writing when discovered. C. Submit a letter of warranty containing the following information: "We hereby guarantee that the landscape planting we have furnished and installed is free from disease and in good condttion, and the work has been completed in accordance with the drawings and specifications, ordinary wear and tear excepted. We agree to repair or replace any defects in material or workmanship which may develop during the period of one ( 1) year from acceptance, and also to repair or replace any damage resulting from the repairing or replacing of such defects, at no additional cost to the Owner. We shall make such repairs or replacements within a reasonable time, as determined by the Owner. after receipt of written notice. In the event of our failure to make such repairs or replacements within a reasonable time after receipt of written notice from the Owner by Certified Mail, we authorize the Owner to proceed to have said repairs or replacements made at our expense, and we will pay the costs and charges therefore, upon demand. PROJECT ________ SIGNED _________ _ LOCATION _______ ~ADDRESS. _________ _ TELEPHONE _______ DATE OF ACCEPTANCE _____ _ END OF SECTION 329001 TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION AND PLAN TING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA, RCE ___ _ EXP. ____ _ DATE REV!E'.'ED BY, INSPECTOR DATE f-----l---t---------i------lf---l---+---I I S2HE5ET 11 CITY OF CARLSBAD I . PLANNING DIVISION . .---+---+----------------+---+---->---+---.1 ~LAND=.;;:S;:C;'AP~E;::::;lMP::;:;R;:O:;VEM;;;:::;E;:NT;:::P::;LAN:::;;:S:::FO:;:::'R;:::::::=====::; KINOVATE PRODUCTION FACILITY Tl PLANTING SPECIFICATIONS TITLE SHEET t----t---t--------------t---t---t---+----11 APPROVED~ 1/ Q.,, 2./r}/z,/ .PLANNING ~ DA TE INITIAL DATE lNlTIAL REVISION DESCRIPTION OTHER APPROVAL CffY APPROVAL OWN BY: CHKD BY: -~Tu,P,1 RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING NO, 543-5l SECTION 329002 • LANDSCAPE MAINTENANCE PART 1 • GENERAL 1.1 SCOPE A. Maintenance required under this contract shall conform to the specifications and criteria in this section. Items included in this section include, but are not limited to, the following: 1. Application of pesticides, as required 2. Weeding, cultivating and cleaning of all plantings 3. Application of herbicides 4. Adjustment of irrigation clocks for weather and growth conditions 5. General site clean up. Removal of trash and products of maintenance 1.2 CONTRACT PERIOD A. These specifications shall govern au maintenance work on completed and partially-completed project areas, commencing at the Notice to Proceed and terminating ninety (90) days after the issuance of Notice of Substantial Completion. 1.3 INTENT OF THE CONTRACT A. It is the intent of the contract to provide the Owner with a project site that is attractive in appearance, and to keep all plant materials and lawns in a healthy and vigorous condition. 1.4 CONTRACTOR'S PERFORMANCE A. The Contractor shall perform all work as often as necessary to fulfill the spirit and intent of the contract. The workmen shall be neat in appearance, perform their work in a professional manner, keep noise to a minimum, and stage their work from a location on the site out of the way of the mainstream of the users. In general, the Contractor's presence on the site shall be inconspicuous as possible. 8. AU workmen and personnel employed by the Contractor for maintenance and repairs required under this section shall be neatly attired with long pants and shirts at all times. 1.5 NEGLECT AND VANDALISM A. Turf, shrubs, trees or plants that are damaged or killed due to Contractor's operations, negligence, or chemicals shall be replaced at no expense to the Owner, B, Sprinklers or structures that are damaged due to the Contractofs operation must be replaced by the Contractor promptly. C. All damage to, or thefts of landscape elements not caused or allowed by the Contractor subsequent to the issuance of the Certificate of Substantial Completion shall be corrected by the Contractor at the Owner's expense, upon receipt of written authorization to proceed. D. Damage due to thefts or vandalism prior to the date of the Certificate of Substantial Completion shall be at the Contractor's expense. 1.6 EMERGENCIES A. The Contractor shall answer emergency or complaint calls regarding conditions in landscaped areas regarding fallen trees or branches, or shrubs or trees that obstruct the driveways, and shall correct the problem or place warning signs and advise the Owner of the need for major work to be performed. PART 2 • MATERIALS 2.1 MACHINERY A. Machinery requirements listed under this Section are not intended to be restrictions of specific manufacturers or models unless so stated. Specific mention of manufacturers is intended as a guide to illustrate the final product of maintenance operations desired. 1. Fertilizer Spreaders: Cyclone-type spreader, or equal. No visible underlapping of applications will be permitted. 2. Pruning Tools: Shall be maintained in good working order. Cutting edges shall be sharp. Disinfect all tools when used for the removal of diseased limbs with a solution of Clorox and water, mixed at a 1 :5 ratio. PART 3 • EXECUTION 3.1 GENERAL A. All maintenance operations shall be performed by the Contractor's own force, superintended by personnel familiar with the job. Subcontracting of maintenance work shall not be allowed. B. Maintenance Period shall commence immediately upon the issuance of the contract. It will be the Contractor's sole responsibility to maintain plantings in original intended condition throughout the Maintenance Period of this contract. C. Accidental damage to the landscape plantings beyond the control of the Contractor shall be reported immediately to the Owner. 3.2 IRRIGATION CONTROLLER CLOCKS A. The Contractor shall monitor and program the irrigation controllers to maintain optimum moisture levels in all planted areas. B. Irrigation cycles shall be set to take place after 11:00 pm and prior to sunrise (4:00 am -5:00 am), unless otherwise instructed by the Owner, except during visits of grounds maintenance personnel. During such visits, the irrigation system may be operated as desired by those personnel. C. Irrigation cycles should gradually be reduced from September to the winter, in order to generally reduce late season plant growth and vigor, and to stimulate hardening off and dormancy of plant material. 3.3 IRRIGATION SYSTEM A. The Contractor shall check weekly all systems for proper operation. Lateral lines shall be flushed out after removing the last sprinkler head or two at each end of the lateral. All heads are to be adjusted as necessary for unimpeded coverage. B. Repair all damages to irrigation system at Contractor's expense. Repairs shall be made within one watering period. C. Contractor shall properly and completely maintain all irrigation systems, automatic and manuaL A balanced watering program shall be maintained to ensure proper plant material establishment. Contractor shall be responsible for the irrigation system during periods of operation for the entire maintenance period. D. All controllers are to have each station individually adjusted on a weekly basis. System shall be set considering the application rate each area is capable of receiving. The system shall operate on short inteivals, with the cycle repeating at a later time to reduce run-off. E. Maintain all valve boxes and controllers free of debris. Boxes shall remain locked at all times. 3.4 MULCH A. Maintain Three (3) inches of approved mulch in planting beds at all times. 6. Maintain one (1) inch of approved mulch in shrub planting p_its at all times. 3.5 STAKING AND GUYING A. Contractor shall maintain staking of trees at all times, and shall be responsible for any damage to trees or plant materials caused by chafing or breaking of foliage or limbs coming in contact with stakes, ties or bracing materials. Periodically, adjust broken stakes and ties as needed. If ties are too tight, they must be replaced or adjusted. B. Trees and large shrubs that may require guys, stakes or special care during the winds and rains shall receive the required care prior to and immediately after anticipated and actual occurrences, to insure that no damage results to the plant material. C. Staking and Guying: Remove stakes and guys as soon as they are no longer needed. Stakes and guys are to be inspected to prevent girdling of trunks or branches and to prevent rubbing that causes bark wounds. Replace all broken stakes and ties with specified materials. 3.6 PRUNING A Trees 1. Prune trees to select and develop permanent scaffold branches that are smaller in diameter than the trunk or branch to which they are attached, which have vertical spacing of from 18" to 48" and radial orientation so as not to overlay one another; to eliminate diseased or damaged growth; to eliminate narrow V-shaped branch forks that lack strength; to reduce toppling and wind damage by thinning out crowns; to maintain growth within space limitations; to maintain a natural appearance; to balance crown with roots. Trees shall be thinned or laced, not topped. 2, Under no circumstances wm stripping of lower branches ("raising up") of young trees be permitted. Lower branches shall be retained in a "tipped back" or pinched condition with as much foliage as possible to promote caliper trunk growth (tapered trunk). Lower branches can be cut flush with the trunk only after the tree is able to stand erect without staking or other support. Sucker growth shall be removed if deemed appropriate by the owner's Representative. 3. Evergreen trees shall be thinned out and shaped when necessary to prevent wind and storm damage. The primary pruning of deciduous tree shall be done during the _dormant season. Damaged trees or those that constitute health or safety hazards shall be pruned at any time of the year as required to eliminate these conditions. 4, Pruning shall be accomplished according to the Western .Chapter International Society of Arbortculture Pruning Standards and performed by certif19d Aroorists and/or certified tree workers. B. Shrubs 1. The objective of shrub pruning are the same as for trees. Shrubs shall not be clipped into balled or boxed forms unless such is required by the design and directed by the owner's Authorized Representative. 2. All pruning cuts shall be made to lateral branches or buds or flush with the trunk, "StubbingR will not be permitted. 3.7 GROUND COVER CARE A. Weed Control: Control weeds, with chemical systemic spray or by mechanical means so as to cause minimal damage to planted materials. Remove weeds including roots weekly. Apply approved pre•emergent herbicide to all broad leaf ground cover areas in accordance with manufacturer's instructions B. Watering: Water enough that moisture penetrates throughout root zone and only as frequently as necessary to maintain healthy growth. C. Fertilizing: Fertilize as speoffied under Tree and Shrub care. D. Remove trash weekly. E. Edge ground cover to keep in bounds and trim to growth a~ necessary to achieve an overall even appearance. F. Replace dead and missing plants at Contractor's expense. 3.8 TURF A The maintenance of turf includes all work required to grow a healthy, uniform turf of smooth and even grade. All turf shall be mowed to a height recommended for the species at least once a week. Grass clippings shall be removed off~site. Maintenance height for tall fescue is 2 inches, No more than 1/3 of turf height shall be removed at a mowing, All 1urt shall be trimmed around sprinklers, valve boxes and trees during entire maintenance period. 6. Control weed growth when necessary using selective herbicides. 3.9 WEED CONTROL The main objective of the slope planting is to permanently establish all container-grown plant material; therefore the following criteria should be followed: A Earthen basins shall be constantly kept with 3" of mulch. 8. Keep slopes free of weeds at all times. 3.10EARTHEN BASINS The main objective of earthen basins is that all plant material one (1) gallon and above have an environment that will direct and hold applied water at the roots: therefore the following criteria shall be followed: A. Maintain earthen basin compact and upright so as to hold a three inch (3") layer of mulch and three inches (3") of water. Mulch shall be applied to cover the one inch (1~) exposed rootball area and to allow proper air flow at plant crown. 8. Remove all silt or rill erosion build up in basin so as not to cover crown. C. Remove all weeds and foreign debris from basins as per schedule. 3.11 SOILS TESTING AND FERTILIZER A. Take at least one soil test for all turf, groundcover and slope areas 60 days after installation to evaluate if supplemental nutrients are needed. 8. Refer to Planting Media 02900 for Specific soil amendments and fertilizer applications. 3.12GENERAL CLEAN UP A. The Contractor shall dispose of all waste materials or refuse from its operations off the property. R Keep all expansion and score joints free of any vegetation which may appear, and apply appropriate herbicide to discourage future growth in these areas. C. Leaves, papers, grass clippings or other debris shall be removed at least weekly, or at each visit, from all areas. D, All planted areas shall be kept neat and clean and free of all clippings, debris, and trash. E. All subsurface drains shall be periodically flushed with clear water to avoid build up of silt and debris. Keep all dr.ain inlets clear of leaves, trash, and other debris. 0 10' !11 =201-011 ~ 20' ' 40' 60' j F, AU paved areas shall be kept free of trash, debris, and silt. G. The Contractor shall be responsible for the elimination of vertebrate pests determined by the Owner to be detrimental and damaging to the area of development Elimination shall be performed by safe, approved methods. 3.13UTILITIES A All utility costs incurred during the maintenance period shall be the responsibility of the contractor. 3.14WARRANTY A Planting shall be warranted by the Contractor to remain alive and healthy for a period of 12 months after the date of Substantial Completion. Plants in an impaired, dead or dying condition after initial acceptance or within 12 months shall be removed and repJaced. New planting and method of placing shalt comply with the requirements of the specifications. Plants replacing those removed during the guarantee period shall also be guaranteed to remain alive and healthy for an additional 12 months after installation and acceptance. B. Contractor shall not be held responsible for failure due to neglect by Owner, vandalism, etc., during Warranty Period. Report such conditions to the Landscape Architect in writing when discovered. C. Submit a letter of warranty containing the following information: "We hereby guarantee that the landscape planting we have furnished and installed is free from disease and in good condition, and the work has been completed in accordance with the drawings and specifications, ordinary wear and tear excepted. We agree to repair or replace any defects in material or workmanship which may develop during the period of one (1) year from acceptance, and also to repair or replace any damage resulting from the repairing or replacing of such defects, at no additional cost to the Owner. We shall make such repairs or replacements within a reasonable time, as determined by the Owner, after receipt of written notice. In the event of our failure to make such repairs or replacements within a reasonable time after receipt of written notice from the owner by Certified Mail, we authorize the Owner to proceed to have said repairs or replacements made at our expense, and we will pay the costs and charges therefore, upon demand. 3.15CLEAN UP Clean up all areas as required for complete and acceptable observation. PART 4 • SCHEDULE 4.1 SCHEDULE A. The Schedule as included herein shall be used as a guide for the work specified, which may fall within the post-construction maintenance period. Contractor shaU provide irrigation scheduling in conformance with State of California Water Efficient Landscape Ordinance Section 492.10 and 492.11. lrrigation Schedule should be prepared for each station, Contractor shaU submit this Schedule to the owner and Landscape Architect at the time of installation completion and prior to the punch walk. Should the Contractor require an alteratlon of the Schedule, contact the Landscape Architect. SCHEDULE "A" FUNCTIONS FREQUENCY Jan. Feb. --··--Mar. _6QL May June July !\!!!L..Sept. Oct. Nov. ---Dec. Debris Removal 2 2 4 4 5 5 5 5 5 5 4 4 Pruning 1 1 Weed Control Beds 1 1 1 1 1 1 1 1 1 1 Clean & Sweep Curbs & Gutters 2 2 4 4 5 4 5 4 4 5 4 4 Index Irrigation 1 1 1 1 1 1 1 1 1 1 1 1 PART 5 -IRRIGATION AUDIT 5.1 IRRIGATION AUDIT A At completion of installation and prior to punch walk, the Contractor shall submit to the owner and Landscape Architect an irrigation audit report that includes inspection, system tune-up, system test with distribution uniformity, reporting overspray or run off that causes overland flow and preparation of an irrigation schedule. The irrigation audit shall be conducted by a third party certified landscape irrigation auditor paid by the landscape contractor. NOTES: 1. PLANTING AND IRRIGATION PLANS TO INDICATE THAT ALL EXISTING PLANTING AND/OR IRRIGATION DESIGNATED TO REMAIN ON SITE SHALL BE PROTECTED IN PLACE. ANY EXISTING PLANTING OR IRRIGATION DAMAGED DURING THE COURSE OF THE PROJECT SHALL BE REPLACED IN KINO TO THE SATISFACTION OF THE CITY AND PER LANDSCAPE MANUAL REQUIREMENTS. 2. A FULL WEED ABATEMENT PROGRAM BE PROVIDED TO REDUCE THE AMOUNT OF WEEDS PRIOR TO PLANTING. SEE THE FOLLOWING EXAMPLE: 3. UPON COMPLETION OF ALL FINE GRADING WORK AND SOIL PREPARATION, PERFORM WEED CONTROL MEASURES AS FOLLOWS: a. IRRIGATE All AREAS DESIGNATED TO BE PLANTED FOR A MINIMUM OF 10 MINUTES PER SETTING, TWO SETTINGS PER DAY FOR SEVEN DAYS TO GERMINATE ALL WEED SEED POSSIBLE. b. APPLY A CONTACT WEED KILLER AND ALLOW SUFFICIENT TIME TO OBTAIN COMPLETE KILL OF ALL WEEDS GERMINATED. c. REPEAT STEP A ABOVE. d. REPEAT STEP B ABOVE. ALL OF THE FOLLOWING INFORMATION RELATED TO SOil TESTING: AFTER ROUGH GRADING. SOIL SAMPLES SHALL BE TAKEN FROM ENOUGH LOCATIONS ON THE SITE TO REPRESENT AN ADEQUATE CROSS SECTION OF CONDITIONS. SOIL TEST SHALL BE PERFORMED BY A SOIL TESTING LABORATORY (PRE-APPROVED BY THE CITY). THE TEST SHALL INDICATE BUT NOT BE LIMITED TO THE FOLLOWING: a) ORGANIC MATTER CONTENT b)N, P, K c)PH d)EC e) SOIL TEXTURE (SILT, CLAY, SAND) f) RECOMMENDATIONS FOR AMENDMENTS, LEACHING, AND MAINTENANCE FERTILIZATIONS. PROJECT _______ SIGNED _________ _ THE RESULTS AND RECOMMENDATIONS OF THE SOIL TESTING LABORATORY SHALL BE SUBMITTED TO AND APPROVED BY THE CITY. THE APPROVED RECOMMENDATIONS FOR AMENDMENTS AND BACKFILL SHALL BE IN CORPORA TED INTO THE LANDSCAPE PLANS PRIOR TO THE ST ART OF CONSTRUCTION AND SHALL BECOME PART OF THE APPROVED PLANS. NOTES: LOCATION, ______ ~ADDRESS. _________ _ 4. PLEASE ADD THE FOLLOWING NOTE PER THE NEW STATE MWELO: FOR LANDSCAPE INSTALLATIONS, COMPOST AT A RATE OF A MINIMUM OF FOUR CUBIC YARDS PER 1,000 SQUARE FEET OF PERMEABLE AREA SHALL BE INCORPORATED TO A DEPTH OF SIX INCHES INTO THE SOIL. SOILS WITH GREATER THAN 6% ORGANIC MATTER IN THE TOP 6 INCHES OF SOIL ARE EXEMPT FROM ADDING COMPOST AND TILLING. TELEPHONE~ ______ DATE OF ACCEPTANCE ____ _ SITE design studio inc. 180 EAST MAIN STREET, SUITE 208 TUSTIN, CA 927&l 1. TREES PLANTED WITHIN 5' OF PUBLIC SIDEWALKS SHALL BE INSTALLED WITH ROOT BARRIERS APPROVED BY THE CITY. PLEASE SHOW ANY PROPOSED ROOT BARRIER LOCATIONS ON THE PLANS. 2. AGRONOMIC SOILS ANALYSIS REPORT AND RECOMMENDATIONS. A SOil REPORT AND RECOMMENDATIONS SHALL BE SUBMITTED TO AND APPROVED BY THE CITY. IF GRADING IS NOT REQUIRED FOR THE PROJECT, THE REPORT SHALL BE SUBMITTED WITH THE LANDSCAPE DOCUMENTATION PACKAGE. IF THE PROJECT INVOLVED MASS GRADING OF THE SITE, THE SOIL REPORT AND RECOMMENDATIONS SHALL BE SUBMITTED WITH THE CERTIFICATE OF COMPLETION. a) THE SOil ANALYSIS SHALL INCLUDE INFORMATION ABOUT THE SOIL TEXTURE, SOIL INFILTRATION RATE, PH, TOTAL SOLUBLE SALTS, SODIUM, AND PERCENT ORGANIC MATTER. SOIL SAMPLE SHALL BE TAKEN FROM ENOUGH LOCATIONS ON SITE TO REPRESENT AN ADEQUATE CROSS SECTION OF CONDITIONS. IN PROJECTS WITH MULTIPLE LANDSCAPE INSTALLATIONS OR A LARGE LANDSCAPE PROJECT OF MORE THAN 10,000 SQUARE FEET, A SOIL SAMPLING RATE OF 1 IN 7 LOTS OR 15% IS AN ADEQUATE CROSS SECTION. b) THE REPORT SHALL IDENTIFY ANY RECOMMENDED SOIL AMENDMENTS, TYPE, AND QUANTITY THAT MAY BE NECESSARY TO FOSTER PLANT GROWTH AND PLANT SURVIVAL IN THE LANDSCAPED AREAS. c) THE APPROVED RECOMMENDATIONS FOR AMENDMENTS AND BACKFILL SHALL BE INCORPORATED INTO THE LANDSCAPE PLANS PRIOR TO THE START OF CONSTRUCTION AND SHALL BECOME PART OF THE APPROVED PLANS. 5. THE FOLLOWING NOTE PER THE NEW STATE MWELO: PRIOR TO PLANTING OF ANY MATERIALS, COMPACTED SOILS SHALL BE TRANSFORMED TO A FRIABLE CONDITION. ON ENGINEERED SLOPES, ONLY AMENDED PLANTING HOLES NEED MEET THE REQUIREMENT OF THIS SECTION. 6. THE FOLLOWING NOTE PER THE NEW STATE MWELO: THE APPLICATION OF ORGANIC MULCH MATERIALS MADE FROM RECYCLED OR POST-CONSUMER MATERIALS SHALL TAKE PRECEDENCE OVER INORGANIC MATERIALS UNLESS RECYCLED OR POST-CONSUMER ORGANIC PRODUCTS ARE NOT LOCALLY AVAILABLE. TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED FOR /RR/GA TION ANO PLANTING ONLY, INCLUDING PR[CIS[ LOCATION OF PLANTING AR[A. 11 AS BUIL T 11 RCE __ _ EXP. ____ _ DATE REVIE\JED BY, INSPECTOR DATE t----+--+-----------+---+----t--+----11 S2HE6ETII CITY OF CARLSBAD I _ PLANNING DIVISION _ ::::::::====:,.;:::===:===:===:===:=======:::::: 1---t---+----------------+---+---+---+---t LANDSCAPE IMPROVEMENT PLANS FOR: Ph 714426.0248 Faw 714 426.0256 KINOVATE PRODUCTION FACILITY Tl THE @ AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com PLANTING SPECIFICATIONS TITLE SHEET !---+--+-------------+---+---+----+--11 APPROVED~ ,if Q;; . PLANNING DATE 1NITIAL ENGINEER OF WORK 10/31/25 DA TE INITIAL REVISION DESCRIPTION OTHER APPROVAL DA TE JNlT!AL CITY APPROVAL OWN BY: CHKD BY: -~JD- RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 zfofue DRAWING NO. 543-SL EXISTIN PROTEC PLACE, EXISTING LANDSCAP REMAIN AN PROTECT I PLACE, TY EXISTING TR PROTECT IN PLACE, TYP bO' ' @® AUSTIN C O MPANY 6410 OAK CANYON IRVINE, CA 92618 949.451 .9000 www.theaustin.com DEMOLITION TREE SYMBOL BOTANICAIJCOMMON NAME EXISTING TREE TO REMAIN P1 ERYTHRINA P3 PHOENIX ROEBELENII DEMOLITION TREE SYMBOL BOTANICAl/COMM0N NAME J-REMOVE TREE > • \ ' ( #1 MAGNOLIA TREE ..... .,. #2 MAGNOLIA TREE #3 MAGNOLIA TREE #4 MAGNOLIA TREE #5 MAGNOLIA TREE #6 MAGNOLIA TREE #7 MAGNOLIA TREE #8 MAGNOLIA TREE #9 MAGNOLIA TREE #10 MAGNOLIA TREE #11 MAGNOLIA TREE #12 MAGNOLIA TREE #13 MAGNOLIA TREE #14 MAGNOLIA TREE #15 MAGNOLIA TREE #16 MAGNOLIA TREE #17 MAGNOLIA TREE #18 MAGNOLIA TREE #19 MAGNOLIA TREE #20 MAGNOLIA TREE #21 MAGNOLIA TREE #22 MAGNOLIA TREE #23 MAGNOLIA TREE #24 MAGNOLIA TREE .. #25 COCOS PLUMOSA #26 COCOS PLUMOSA #27 COCOS PLUMOSA P2 PLA TAN US RACEMOSA REMARK CORAL TREE TO BE REMAIN AND PROTECT IN PLACE MUTI PYGMY DATE PALM TO BE REMOVE. TOT AL OF (4) FOUR. SEE PLANTING FOR LOCATION REMARK TO BE REMOVED TO BE REMOVED TO BE REMOVED TO BE REMOVED TO BE REMOVED TO BE REMOVED TO BE REMOVED TO BE REMOVED TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TOBE REMOVE TE NANT IM PROVE ME NT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 APPROVED F"OR /RR/GA TION ANO PLANTING ONLY, INCLUDING PR[C/S[ LOCATION OF" PLANTING AR[A. "AS BUILT" RCE __ _ EXP, ___ _ DATE REV!Ev/ED BY, INSPECTOR DATE SITE design studio inc. 1&l EAST MAIN STREU, SUITE 208 TIJSTIN, CA 92700 1------l--+------------+--+--t-------t---i I S2HE7ET II CITY OF CARLSBAD _ PLANN ING DIVISION ~LAN==ns===c='AP_;:;E=I::::M;:P::::RO::::VE;:;;ME~NT:;=P~LAN~:;S~FO~R~: =====:::::; Ptr 714.426.024!1 fax; 714.42&0255 KI NOVATE PRODUCTI ON FACILITY Tl TREE DEMO PLAN TITLE SHEET I APPROVED:.._fi.... 1/ ~ 'lb')/vl t====j====j===============================~====+====t====~====~ =P~L~AN~N~IN~G==~iz1r=~~~~TT~F=lf'6~~fi~ I OWN BY: PROJECT NO. DRAWING NO. DATE INITIAL DATE INITIAL CHKD BY: ID LPC2023-0014 & DATE INITIAL Ex ]ration Date: ENGINEER OF WORK 10/31/25 REVISION DESCRIPTION 0TI-lffi APPROVAL ClTY APPROVAL RVWD BY: MS PRE2023--0011 543-5L -G----G [lllll)oESIGN ERIC MONTELONGO IRRIGATION DESIGN Erlc@em~irr.com, Orange CA T: 714,318.8341 MAINTAINE 5l / / ' 0 I --- - - -:---~~";'----Fl\==--- / ,,,,,.-::::==::::::---FW I I ----,----;------- / ~ w----+--Fw--,,,:.'-------F/N'""-' ---FW.----''----FW'---- / / / (\\ A.P.N.; 212-091-22 00 01\NER; CORNERSTONE CORPORA TE LLC ----G --- / / ( \ \ ~ 1 __ \ \ \\ I \ I -- - J \ -~ ... \---=r-m ,-1-+----FW----lf.-1 \ --7 :z \-...-i.rlll \ ---1£!'l:H!K1-t \ \ \ \ \ \ \ @® AUSTIN COMPANY 6410 OAK CANYON IRVINE, CA 92618 949.451.9000 www.theaustin.com \ \ \ \ I I I I . u.. 0 " \ \ I / SITE design studio inc. 100 EAST MAIN STREET, SUITE 200 TUSTIN, CAWM Pa: 714.4260248 Fax: 7'4.426.0255 SYMBOL HYDROZONE -SHRUBS 0 TREES iv•~v ';" v°";-;';-~ ~VVVVVVVVJ vvvvvvv SHRUBS bvvvvvvvv~ .....,. ... , ... , .... -........ 0 TREES WATER USE IRRIGATION METHOD LOW LOW MODERATE MODERATE DRIPLINE TUBING SUB-SURFACE BASIN BUBBLERS DRIPLINE TUBING SUB-SURFACE BASIN BUBBLERS TOTAL SF: • DRIP EMITTER TUBING SHALL BE USED TO IRRIGATE SHRUB PLANT MATERIAL • SHRUB AND TREE PLANT MATERIAL SHALL BE ASSIGNED TO DEDICATED VALVES STATIONS SERVING RESPECTIVE HYDROZONES LISTINGS. • IRRIGATION CONTROLLER SHALL PROVIDE AUTOMATIC DAILY SCHEDULING ADJUSTMENTS FOLLOWING SEASONAL WATER USE DEMANDS. AREA % OF LANDSCAPE AREA 21,331 87% 1,000 4% 1,440 6% 625 3% 24,396 100% • THE IRRIGATION SYSTEM SHALL BE DESIGNED FOR FUTURE RECYCLED WATER USE • SOIL ANALYSIS REPORT WILL BE PROVIDED. • PROJECT DESIGNED WITH APPROPRIATE PLANT MATERIAL USE AND SELECTION. • NO TURF GRASS IS PROPOSED. • HIGH-EFFICIENCY DRIP IRRIGATION IS SPECIFIED FOR SHRUBS. • RAIN SENSING DEVICE INCLUDED WITH IRRIGATION CONTROLLER OPERATION. • HIGH-EFFICIENCY LOW-FLOW BASIN BUBBLER NOZZLES ARE SPECIFIED FOR TREES. TENANT IMPROVEMENT 1935 CAMINO VIDA ROBLE CARLSBAD, CA 92008 • LANDSCAPE MULCH SPECIFIED PER WATER EFFICIENT ORDINANCE REQUIREMENTS. APPROVED FOR /RR/GA T!ON ANO PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA. I AM FAMILIAR WITH THE REQUIREMENTS FOR LANDSCAPE AND IRRIGATION PLANS CONTAINED IN THE CITY OF CARLSBAD'S LANDSCAPE MANUAL AND WATER EFFICIENT LANDSCAPE REGULATIONS. I HAVE PREPARED THIS PLAN IN COMPLIANCE WITH THOSE REGULATIONS AND THE LANDSCAPE MANUAL AND AGREE TO COMPLY WITH ALL REQUIREMENTS WHEN SUBMITTING CONSTRUCTION DOCUMENTS. I CERTIFY THAT THE PLAN IMPLEMENTS TljPsi._lREGULATIONS TO PROVIDE EFFICIENT USE OF WATER J~-februar. OJ 2024 SIGNATURE DATE 1'AS BUILT" RCE __ _ EXP, ___ _ DATE REVIE\/ED BY, INSPECTOR DATE I SH2E8ET II CITY OF CARLSBAD 1--~f----+----------------+-----+--+---f---~ . PLANNING DIVISION l---+--1--------------f---l---+--+---I 1---f----+----------------+-----+--+---f---~ LANDSCAPE IMPROVEMENT PLANS FOR: KINOVATE PRODUCTION FACILITY Tl WATER CONSERVATION PLAN TITLE SHEET l---+---+-------------+--+--+---+---11 APPROVED: ..... B-w-1/ Cl 1.h,/1/f .PLANNING ~ DA TE !NlTIAL DA 'TE INITIAL REVISION DESCRIPTION OlHER APPROVAL CITY APPROVAL DWN BY: CHKD BY: _ __,_TD" 1 RVWD BY: MS PROJECT NO. LPC2023-0014 & PRE2023-0011 DRAWING NO. 534-SL PL Plant List Applicability to Biofiltration? Plant Name Irrigation Requirements Preferred location in Basin Applicable Bioretention Sections (Un-Lined Facilities) (Lined Facility) Section C Section D - Temporary Section A Section B Treatment Plus Flow Treatment Plus NO Irrigation during Treatment-Only Treatment-Only Control Flow Control Applicable to Un- Plant Permanent Bioretention in Bioretention in Bioretention in Bioretention in lined Facilities YES Establishment Irrigation (Drip Basin Side Hydrologic Soil Group Hydrologic Soil Hydrologic Soil Hydrologic Soil Only Can Use In Lined or Latin Name Common Name Period / Sprav)111 Basin Bottom Slopes Aor B Soils Group C or D soils Grouo A or B Soils Group C or D Soils Un-Lined Facility TREESIZI ARonis flexuosa Peppermint Tree X X X X X X X X Alnus rhombifolia White Alder X X X X X X x_ X !Arbutus 'Marina' Strawberry Tree X X X X X X X I X Cassia leptophylla-1~Gold Medallion Tree x-x--x -X X Cercus canadensis Eastern Redbud X X X X X X X X 'Forest Pansy' Cercls occidentalis Western Redbud X X X X X X X X Felloa sellowiana Pineapple Guava X X X X X X X Hymenosporum flavum Sweet Shade X X X X X X X Koelreuteria paniculata Golden Raintree X X X X X X X Lagerstroemia indica Crape Myrtle X X X X X X X X Magnolia grandiflora Little Gem Magnolia X X X X X X 'Little Gem' Metrosideros excelsa New Zealand Christmas Tree Olea europaea Olive X X X X X X Olneya tesota Desert Ironwood X X X X X X X X Parkinsonia (Cercidlum) Desert Museum Palo X X X X X X X X 'Desert Museum' Verde Platanus racemosa California Sycamore X X X X X X X X Prosopis spp. Mesquite X X X X X X X X Quercus agrifolia Coast Live Oak X X X X X X X X X Rhus lancea African Sumac X X X X X X X X Salix lasiolepsis Arroyo Willow X X X X X X X Salix lucida Lance-Leaf Willow X X X X X X X Sambucus mexicana Blue Elderberry X X X X X X X Senegalla {Acacia) Catclaw X X X X X X X X gregRii Umbellularia calfironica California Bay X X X X X X X X X SHRUBS/GROUNDCOVER Acacia redolens Prostrate Acacia X X X X X X X X X Achillea millefollum<•J Yarrow X X X X X ARrostis palensl'l Thlngrass X X X X X X X Aloe spp.(3) Aloe X X X X X X Anemopsis californica!3) Verba Manza X X X X X X X Anigozanthus flavidus13l Ka"'!:aroo Paws X X X X X X X X Aristlda purpureal31 Purple three-awn X X X X X X X X X E-166 Sept. 2021 PL Plant List Baccharis douglasii Marsh Baccahris X X X X X X X X Baccharis pilularis Dwarf Coyote Bush X X X X X X X 'Pigeon Point' Carex pansa Dune Sedge X X X X X X X X Carex praegracillis California Field Sedge X X X X X X X X Carex spissa San Diego Sedge X X X X X X X X Carex subfusca Rusty Sedge X X X X X X X X X Carissa macrocarpa Natal Plum X X X X X Chondropetalum Small Cape Rush tectorum X X X X X X X X Delosperma 'Alba' Disney White Ice Plant X X X X X X X X Dietes iridioides White Fortnight Lily X X X X X X X X Distichlis spicata Salt Grass X X X X X X X X Dodonaea viscosa Purpple Hopbush X X X X X X 1Purpurea' Drosanthemum Rosea Ice Plant X X X X X X X X floribundum Echeveria spp Echeveria X X X X X X Eleocharis Pale Spike Rush X X X X X X X X macrostachya Epilobium canuml'l California Fuschia X X X X X X X X Erlogonum California Buchwheat X X X X X X X X X fasciculatum!3l Eriogonum grande San Miguel Island X X X X X X X X X rubescens131 Buckwheat Festuca rubra(3) Red Fescue X X X X X X X Festuca californical3) California Fescue X X X X X X Grevillea spp. Grevillea X X X X X X X X Hakea laurina Pin-cushion Hakea X X X X X X X X Heteromeles Toyon X X X X X X X X X arbutifolia Iris douglasiana Douglas Iris X X X X X X X X Iva hayesiana Hayes Iva X X X X X Juncus Mexicana13J Mexican Rush X X X X X X X X X Jucus patens California Gray Rush X X X X X X X X X Lantana spo. Lantana X X X X X X X X X Leymus condensatus Canyon Prince Wild Rye X X X X X X X X X 'Canyon Prince' Mahonia nevinii Nevin's Barberry X X X X X X X Muhlenburgia rigens Deergrass X X X X X X X X X Mimulus cardlnalls Scarlet Monkeyflower X X X X X X Myoporum oarvifolium Creeping Myooorum X X X X X X X X X Myrica californica Pacific Wax Myrtle X X X X X X X X X Phormlum spp. New Zealand Flax X X X X X X X X Rhaphiolepis lndica India Hawthorn X X X X X X X X X Rlbes speciosum Fushia Flowering Goose. X X X X X Romneya coulteri MatiliJa Poppy X X X X X X X X Rosa californica California Wild Rose X X X X X X Rosmarinus officinalis Rosemary X X X X X X X X X Scirpus cenuus13l Low Bullrush X X X X X X X ______)( E-167 Sept. 2021 PL Plant List Sisyrinchium belluml31 Blue-eyed Grass X X X X X Solidago californica california Goldenrod X X X X X X X Sohaeralcea ambigua Desert Mallow X X X X X X X X X Stipa pulchra Purple Needle Grass X X X X X X X X X 1. Ali plants will benefit from some supplemental irrigation during hot dry summer months, particularly those on basin side slopes and further inland. 2. All trees should be planted a min. of 10' away from any drain pipes or structures. 3. Suitable species for minimum 18-inch soil media depth E-168 Sept. 2021