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HomeMy WebLinkAboutCD 2019-0020; PARK HYATT AVIARA; SWQMP; 2020-03-02- RECORD COPY c)Jinj4 Initia' Date CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR PARK HYATT AVIARA PROJECT No. CD2019-0020 GRADING No. GR2019-0043 DRAWING No. DWG 313- 5E - ENGINEER OF WORK: 03 NO. 83 IV 2/24 (226 ERIC K. ARMSTRO/ RCE 36083 EXP. 06-30-20 PREPARED FOR: XHR CARLSBAD LLC 200 S. ORANGE AVENUE SUITE 2700 ORLANDO, FL 32801 PREPARED BY: FUSCOE ENGINEERING, INC 6390 GREENWICH DRIVE, SUTIE 170 SAN DIEGO, CA 92122 (858) 554-1500 DATE: March 2, 2020 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR PARK HYATT AVIARA PROJECT No. CD201 9-0020 GRADING No. GR2019-0043 DRAWING No. DWG 313 - 5E ENGINEER OF WORK: Lu NO 083 CMIL FC ()4A wuo (2-4 2, ERIC K. ARMSTRO) RCE 36083 EXP. 06-30-20 PREPARED FOR: XHR CARLSBAD LLC 200 S. ORANGE AVENUE SUITE 2700 ORLANDO, FL 32801 PREPARED BY: IECF[VED MAR 03 2020 LAND DEVELOPMENT ENGINEERING FUSCOE ENGINEERING, INC 6390 GREENWICH DRIVE, SUTIE 170 SAN DIEGO, CA 92122 (858) 554-1500 DATE: f., March 2, 2020 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 POP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment Ia: DMA Exhibit Attachment I b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment Ic: Harvest and Use Feasibility Screening (when applicable) Attachment Id: Categorization of Infiltration Feasibility Condition (when applicable) Attachment le: Pollutant Control BMP Design Worksheets /Calculations Attachment 2: Backup for POP 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 Appendix I: As-Built DWG 290-3 CERTIFICATION PAGE Project Name: PARK HYATT AVIARA Project ID: CD2019-0020/GR2019-0043/DWG 313-5E 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. Eric K. Armstrong Print Name Fuscoe Engineering Inc. Company 9~t l(26(2o2iJ Date PROJECT VICINITY MAP VICINITY MAP NOT TO SCALE PAC! OCE Caty of STORM WATER STANDARDS Development Services carlsbad QUESTIONNAIRE 1635 Faraday Avenue E-34 (760) 602-2750 www.carlsbadca.gov I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) Into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant In advance of submitting for a development application (subdivision, discretionary permits andlor construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment projecL Depending on the outcome, your project will either be subject to STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was Incorrectly filled out and Is subject to more stringent storm water standards than Initially assessed by you, this will result In the return of the developMent application as Incomplete, in this case, please make the changes to the questionnaire and resubmit to the city. f you are unsure about the meaning of a question or need help in determining how to respond to one or more of the iuestlons, 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: PARK HYATI AVIARA PROJECT ID: CD2019-0020 ADDRESS: 7100 AVIARA RESORT DRIVE APN: 215-750-01 The project is (check one): 0 New Development CM Redevelopment The total proposed disturbed area is: 102,220 ft2 (_2.35 ) acres The total proposed newly created and/or replaced impervious area Is: 55,847 ft2 (1.28 ) 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 SWOMP Then, go to Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. ME E-34 Pop lcf4 REV !i6 STEP • . TO BE COMPLETED FOR ALL PROJECTS To determine If your project Is a'development projecr, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building 711 1 or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered yes to the above question, provide justification below then go to Step 5, mark the third box stating my project Is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project Includes only Interior remodels within an existing building): If you answered nom to the above question, the project is a 'development project', go to Step 2. STEP 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: Js your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; Designed and constructed to be hydraulically disconnected from paved streets or roads; Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed In o accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided In section 1.4.2 of the BMP manual? 0 If you answered 'yes" to one or more of the above questions, provide discussion/Justification below, then go to Step 5, mark the second box stating my project is EXEMPT from PDP ... and complete applicant Information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): Is 3. E-34 Page2of4 REV D4117 I STEP J 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 Is your project a new development that creates 10,000 square feet or more of Impervious surfaces - collectively over the entire project site? This Includes commercial, industrial, residential, mixed-use, 0 and public development projects on public or private land. is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of Impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of Impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 19 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project she and supports a hillside development project? A hillside fl development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of Impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehides used personally for business or for commerce. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway Is any paved impervious surface used for the transportation of automobiles, other vehicles. _trucks, _motorcycles,_and !. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" Includes flow that Is conveyed overland a distance of 0 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an Isolated flow from the project to the ESA (I.e. not commingled with flows from adjacent lands).* B. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop Is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. - is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category Includes RGO'S that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. is your project a new or redevelopment project that results In the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of — Impervious surface or (2) Increases impervious surface on the property by more than 10%? (CMC 0 Z 21.203.040) If you answered "yes" to one or more of the above questions, your project Is a POP. If your project is a redevelopment project, go to step 4. If your project Is a new project, go to step 5, check the first box stating "My project is a POP ..." and complete applicant information. If you answered "no" to all of the above questions, your project Is a 'STANDARD PROJECT.' Go to step 5, check the second box stating "My project Is a 'STANDARD PROJECT..." and complete applicant Information. E-34 Page 3 of 4 REV 04/17 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface In an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below. Existing Impervious area (A) = 494,800 sq. ft. ci z Total proposed newly created or replaced impervious area (B) = 55,847 sq. ft. Percent impervious area created or replaced (BIA)100 =11% If you answered hyesu, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development Go to step 5, check the first box stating "My project is a PDP ..." and complete applicant information. If you answered no, the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating My project Is a PDP ..." and complete applicant Information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 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. lote: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. O My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Appllcént Information and Signature Box Applicant Name: Eric K. Arptro1p ,,77 Applicant Title: Project Manager, Civil Engineer Applicant Signature: (,,( 441 Date: nvtronrnentaiiy sensitive Areas include but are not limited 10 err Clean water Act Section 303(d) Impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Spades Conservation Program within the Cities and County of Son Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas v.4Ich have been Identified by the City. This Box for (21tv Usa C)nli, ty Concurrence: YES NO o y: IPr ate: ojectt ID: - E-34 Page 4 of 4 REV 04117 SITE INFORMATION CHECKLIST Project Summary Information Project Name Park Hyatt Aviara Project ID CD2019-0020 /GR2019-0043 / DWG 313-5E Project Address 7100 Aviara Resort Drive, Carlsbad, CA 92011 Assessor's Parcel Number(s) (APN(s)) 215-750-01 Project Watershed (Hydrologic Unit) Carlsbad 904.51 Parcel Area 12.62 Acres ( 549.945 Square Feet) Existing Impervious Area (subset of Parcel Area) 11.36 Acres ( 494.800 Square Feet) Area to be disturbed by the project (Project Area) 2.35 Acres (102.220 Square Feet) Project Proposed Impervious Area (subset of Project Area) 1.28 Acres ( 55.847 Square Feet) Project Proposed Pervious Area (subset of Project Area) 1.06 Acres (46.373 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): lI Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: The existing site is Park Hyatt Aviara Resort, 12.62 acres, the courtyard and pool environment area to be disturbed is 2.35 acres within the resort. The existing courtyard and pool environment consist of hardscape, landscape, grasspave fire access drive, pools and spas. Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas lJ Impervious Areas Description / Additional Information: The existing site is Park Hyatt Aviara Resort, 12.62 acres, the courtyard and pool environment area to be disturbed is 2.32 acres within the resort. The existing courtyard and pool environment consist of hardscape, landscape, grasspave fire access drive, pools and spas. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NRCS Type C II NRCS Type D Approximate Depth to Groundwater (GW): GW Depth <5 feet 5 feet < GW` Depth <lOfeet lO feet <GW Depth <20feet lI GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands ll None Description / Additional Information: The project site is not located in an area known for erosive soil conditions, such as hillside development, nor is it located near environmentally sensitive areas, such as protected habitat or proximate to receiving water bodies. Therefore, it is expected that construction will not impact water quality or environmentally sensitive areas. v is storm water runoff conveyed from the site? At a minimum, this description should answer: Whether existing drainage conveyance is natural or urban? Describe existing constructed storm water conveyance systems, if applicable Is runoff from offsite conveyed through the site? if so, describe existing site drainage patterns: Runoff within the project limits, flows from the northeast to the southwest via sheet flow and storm drain inlets. Therefore, the drainage conveyance is urban. The site has two main storm drainage systems: the northwest storm drainage system collects runoff via drain inlets and sheet flow before discharging into an existing 18-inch storm drain that discharges into an existing storm drain cleanout on Blue Heron Place (Shuttle Road). The northeast storm drainage system collects runoff via drain inlets and sheet flow in an existing 12-inch storm drain before connecting to an 18-inch RCP storm drain pipe that discharges out to an existing storm drain cleanout on Blue Heron Place (Shuttle Road). Both 18-inch laterals ultimately discharge into the public storm drain system along Blue Heron Place. There is no runoff from offsite that is conveyed through the site. 100-year Flow in existing 18-inch storm pipe: 16.0 cfs (per DWG 290-3. See Appendix I for As- Built drawing). Description of Proposed Site Development and Drainage Patterns Project Description I Proposed Land Use and/or Activities: The project consists of two areas of redevelopment: The courtyard will consist of new hardscape, landscape, artificial turf areas, grasspave fire access drive and turnaround, water feature and new planter walls. The existing hardscape, landscape and grasspave fire access will be removed and demolished. The pool environment area will consist of hardscape, landscape, 3 new spas, splash pad, new pool, water slide, bathroom area, grasspave fire access and turnaround and retaining walls. The existing hardscape, landscape, family pool and spas will be removed and demolished. The land use will remain the same as the existing land use. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious surfaces include pedestrian hardscape, covered bathroom area, pools and spas. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious surfaces include landscape areas, artificial turf areas, grasspave fire access and turnaround. Does the project include grading and changes to site topography? IJ Yes 0 N Description / Additional Information: The spas in the southwest corner of the site will be graded at a high elevation than in existing conditions. 2:1 landscape slopes are proposed in some the landscape areas to make up the grade difference. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? lI Yes 0 N Description / Additional Information: The project proposes three new storm drain systems: one in the courtyard and two in the pool environment. The proposed storm drain system in the courtyard will collect roof runoff from the existing roofs and new hardscape and landscape areas via area drain before ultimately connecting to the existing 12-inch storm drain. The existing storm drain ultimately ties into the existing 18-inch storm drain at the southwest towards Blue Heron Place. The two new storm drain system in the pool environment will collect runoff via area drain within the project limits and discharge into a storm drain cleanout that ties into the existing 18-inch storm drain at the southwest and northeast. Flows from the 18-inch storm drain will discharge into an existing cleanout. Prior to discharging into the public storm drain system, all runoff within the project limits will be treated for water quality and hydromodification control management. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): IJ 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 tEl Pools, spas, ponds, decorative fountains, and other water features tEl Food service Refuse areas tEl Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning oVehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water EEl Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The project limits of the site is divided into two drainage basins that confluence together before ultimately discharging into the existing public storm drain system on Blue Heron Place. The existing public storm drain system ultimately discharges into Batiquitos Lagoon and ultimately discharges to the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDL5 for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)IStressor(s) TMDLs Batiquitos Lagoon Toxicity TMDLs have been established Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern X Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash _&_Debris Oxygen Demanding X Substances X Oil & Grease X Bacteria & Viruses x Pesticides I Hvdromodification ManaQement Reauirements I Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? IJ 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 I Additional Information (to be provided if a 'No' answer has been selected above): Critical Coarse Sediment Yield Areas* *This Section only reauired if hvdromodification manaaement reauirements aDDlv Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? DYes 10 No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? 06.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 06.2.2 Downstream Systems Sensitivity to Coarse Sediment 06.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite 0 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? 0 No critical coarse sediment yield areas to be protected based on verification of GLUs onsite 0 Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. 0 Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion I Additional Information: There are no critical coarse sediment yield areas within our proposed project limits. There is an critical coarse yield area north east of proposed project limits (adjacent to Blue Heron Place), se Attachment 2d for reference. We are calling out this area to be protected, however limits of work to do interfere with critical coarse yield sediment area. All proposed work is within existing area c the hotel and we are not proposing any improvements along Blue Heron Place. 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. Site stormwater runoff is conveyed via a network of area drains strewn across the courtyard and pool area. There are three new main storm drain conveyance networks to collect runoff within the project limits. The new storm drain system in the courtyard will collect proposed runoff and existing roof runoff before ultimately connecting to the existing private 12-inch storm drain that ultimately ties into the existing private 18-inch storm drain at the southwest. The two new storm drain systems in the pool area will collect proposed runoff within the project limits of the pool area. One storm drain system connects to the existing private 18-inch storm drain to the west of the pool environment and the other storm drain system connects to the existing private 18-inch storm drain to the east of the pool environment. Both private 18-inch storm drain discharge into the public storm drain system along Blue Heron Place (POC 1). The tie in point where the two new storm drain system confluence together is noted as POC I on the Hydromodification Management Exhibit (see Attachment 2a). See Attachment 2d for Hydromodification sizing calculation. Has a geomorphic assessment been performed for the receiving channel(s)? O No, the low flow threshold is 0.1 Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.302 0 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) I Other Site Reauirements and Constraints I When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Due to site constraints, standard biofiltration was deemed infeasible. Proprietary biofiltration will be implemented for water quality treatment for existing and proposed runoff. For hydromodification management control, underground detention vaults and storage pipes are proposed. (see Hydromodification Management Exhibit in Attachment 2a and hydromodification sizing calculations in Attachment 2d). Hydromodification was sized per the San Diego Hydrology Model (SDHM 3.1), see report in attachment 2d of this report. The pre-developed conditions for the site were modeled based on the existing topography and landcover with zero imperviousness. The runoff area from the existing buildings within the DMAs was modeled in both pre-developed project and post-project conditions with the current imperviousness. Because the project does not disturb the existing building runoff area, no hydromodification mitigation is required for the runoff area. The existing roof downspouts discharge into areas of landscape that area within the disturbed limits of work, so it was infeasible to install a bypass system. 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. (City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov Project Information Project Name: Park Hyatt Aviara Project ID: cooie.000 DWG No. or Building Permit No.: DWG3I3-5E/0R20194043 Source Control BMPs All development projects must implement source control BMPs SC-I through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix EA of the Model BMP Design Manual. Discussion/justification is not required. "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "N/A" means the BMP is not applicable at the project site because the project does not Include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. 1 Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 !l Yes J 0 No 0 N/A Discussion/justification if SC-i not implemented: SC-2 Storm Drain Stenciling or Signage I !J Yes 0 No 0 N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind 0 Yes 0 No !J N/A Dispersal Discussion/justification if SC-3 not implemented: E-36 Page 1 of 4 Revised 09/16 Source Control Requirement (continued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes 0 No E N/A Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal 0 Yes 0 No UI N/A Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance). UI On-site storm drain inlets UI Yes 0 No 0 NIA Interior floor drains and elevator shaft sump pumps 0 Yes 0 No UI N/A Interior parking garages 0 Yes 0 No UI N/A Need for future indoor & structural pest control 0 Yes 0 No UI N/A Landscape/Outdoor Pesticide Use 0 Yes 0 No UI N/A UI Pools, spas, ponds, decorative fountains, and other water features UI Yes 0 No 0 N/A UI Food service UI Yes 0 No 0 N/A Refuse areas 0 Yes 0 No UI N/A Industrial processes 0 Yes 0 No UI N/A Outdoor storage of equipmentor materials 0 Yes 0 No UI N/A Vehicle and Equipment Cleaning 0 Yes 0 No UI N/A Vehicle/Equipment Repair and Maintenance 0 Yes 0 No UI N/A Fuel Dispensing Areas 0 Yes 0 No UI N/A Loading Docks 0 Yes 0 No UI N/A Fire Sprinkler Test Water 0 Yes 0 No UI N/A Miscellaneous Drain or Wash Water 0 Yes 0 No UI N/A UI Plazas, sidewalks, and parking lots UI Yes 1 0 No 0 N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. -Maintain all inlets. Storm water pollution prevention information to be provided to site owners - Pool backwash to be plumbed to the sanitary sewer. Connection will be according to City requirements -Refer to building per set for drain locations of new towel bar area. -Plazas and sidewalks shall be swept regularly to prevent the accumulation of litter and debris E-36 Page 2 of 4 Revised 09/16 Site Design BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion /justification is not required. "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Design Requirement Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features 0 Yes I 0 No FO N/A Discussion/justification if SD-I not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I 0 Yes I 0 No I ii N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area I Ill Yes I 0 No I 0 N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I iii Yes I 0 No I 0 N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I F!l Yes I 0 No I 0 N/A Discussionljustification if SD-5 not implemented: E-36 Page 3 of 4 Revised 09/16 Site Design Requirement (continued) Applied? SD-6 Runoff Collection lJ Yes J 0 No I 0 N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I iii Yes I 0 No I 0 NIA Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I 0 Yes I 0 No I i N/A Discussion/justification if SD-8 not implemented: E-36 Page 4 of 4 Revised 09/16 SUMMARY OF PDP STRUCTURAL BMPS All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. use the project falls into the priority development project category, both pollutant control nent and hydromodification requirements apply. Based on the geotechnical "Infiltration ibility Letter" included in Attachment 1 d, the project site is classified as no infiltration tion; therefore standard biofiltration basins were deemed infeasible. -larvest and reuse is deemed infeasible for this project site as mentioned in Form 1-7 in ttachment 1c of this report. Following the BMP selection hierarchy, harvest, and reuse BMPs HU-1) and infiltration BMPs (INF-2) could not be used on this site. Therefore, the selected )ollutant control BMPs for this project are proprietary biofiltration MWS units (BF-3). er section of F.2.2 of Appendix F of the City of Carlsbad BMP Design Manual, proprietary BMPs -3 are sized as volume based BMPs. For Volume based BMPs, the minimum volume for water uality treatment was determined using the DCV calculated per Worksheet B.2-1 in Attachment 1 f this report. The calculated DCV was then used to select the appropriately sized MWS model nit. selected biofiltration unit has a small footprint and meets the requirements per Section B.6.3. ,ff will be collected and conveyed to the biofiltration unit before flowing offsite via the osed storm drain system. nce the modular wetland system does not meet the minimum three percent surface area quired, designed landscape areas for impervious area dispersion were implemented throughout e site to make up the difference in effective evapotranspiration area. In order for the landscape eas to qualify as site design BMPs (impervious area dispersion) a certain impervious to pervious spersion ratio had to be met. Appropriate impervious areas were determined using the City of n Diego Worksheet B.5-6 in order to satisfy the ratio. Portion of impervious areas will be ied-off per the required impervious areas and dispersed to the surface of the landscape See DMA Exhibit in Attachment 1 for reference. No additional volume retention is requ per line 17 on City of San Diego Worksheet B.5-6 in Attachment le of this report. Modular Wetland Units will be maintained in accordance with manufacturer guidelines and litions. BMP I (proprietary biofiltration) is sized for pollutant control only. BMP I will treat DMAs 1.1 and DMA 1.2, for pollutant control. Underground detention vaults will be designed for hydromodification management control for DMAs 1.1 and 1.2. Since BMP I will be downstream of the underground detention vaults, BMP I will be designed with an orifice to mitigate 10 percen of the 2-year storm for hydromodification control. The MWS unit uses internal bypass within the unit, however BMP 1 is designed to have a secondary bypass inlet pipe. See BMP I detail on Attachment 1 DMA Exhibit Sheet 2 of 2. Since the BMP I is designed to be downstream of the HMP 1, BMP I will have a built-in orifice at the bottom of the box and flow control structure within the MWS. Since the detention volume was modeled in SDHM 3.1 with existing impervious areas in pre-developed conditions, larger orifices are proposed. However, since the orifice and flow control structure are in the MWS unit, the MWS unit is designed to drawdown the entire volume of urban pond over 36 overs through the MWS orifice. BMP 2 (proprietary biofiltration) is sized for pollutant control only. BMP 2 will treat DMAs 2.1 and DMA 2.2, for pollutant control. Underground detention vaults will be designed for hydromodification management control for DMAs 2.1 and 2.2. Since BMP 2 will be downstream of the underground detention vaults, BMP 2 will be designed with an orifice to mitigate 10 percent of the 2-year storm for hydromodification control. BMP 2 is designed to have a secondary bypass inlet pipe. See BMP I detail on Attachment 1 DMA Exhibit Sheet 2 of 2. Since the BMP 2 is designed to be downstream of the HMP 2, BMP 2 will have a built-in orifice at the bottom of the box and flow control structure within the MWS. Since the detention volume was modeled in SDHM 3.1 with existing impervious areas in pre-developed conditions, larger orifices are proposed. However, since the orifice and flow control structure are in the MWS unit, the MWS unit is designed to drawdown the entire volume of urban pond over 36 overs through the MWS orifice. BMP 3 (proprietary biofiltration) is sized for pollutant control only. BMP 3 will treat DMA 3 for pollutant control. Underground storage pipe will be designed for hydromodification management control for DMA 3. Since BMP 3 will be downstream of the underground storage pipe, BMP 3 will be designed with an orifice to mitigate 10 percent of the 2-year storm for hydromodification control. BMP 3 is designed to have a secondary bypass inlet pipe. See BMP I detail on Attachment 1 DMA Exhibit Sheet 2 of 2. Since the BMP 3 is designed to be downstream of the HMP 3, BMP 3 will have a built-in orifice at the bottom of the box and flow control structure within the MWS. Since the detention volume was modeled in SDHM 3.1 with existing impervious areas in pre-developed conditions, larger orifices are proposed. However, since the orifice and flow control structure are in the MWS unit, the MWS unit is designed to drawdown the entire volume of urban pond over 36 overs through the MWS orifice. See Attachment 2a for Hydromodification Management Exhibit Underground detention vaults and storage pipe were sized using the San Diego Hydrology Model 3.1 (SDMH 3.1). See attachment 2d off this report for SDHM inputs and results. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP I DWG 313-5E Sheet No. 13 Type of structural BMP: Retention by harvest and use (HU-I) Retention by infiltration basin (INF-I) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management 2 Other (describe in discussion section below) Purpose: IJ Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP I is a proprietary biofiltraion (MWS Unit) Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. HMP I DWG 313-5E Sheet No. 13 Type of structural BMP: Retention by harvest and use (H U-1) Retention by infiltration basin (IN F-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) 91 Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only IJ Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): HMP 1: underground detention vaults Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMPI Structural BMP ID No. BMP 2 DWG 313-5E Sheet No. 14 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-I) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) El Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatmenhlforebay 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 9 Other (describe in discussion section below) Purpose: l Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 2 is a proprietary biofiltraion (MWS Unit) Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. HMP 2 DWG 313-5E Sheet No. 14 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (IN F-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatmentlforebay 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) ll Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only IEI Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): HMP 2: underground detention vaults Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP 3 DWG 313-5E Sheet No. 14 Type of structural BMP: Retention by harvest and use (H U-1) Retention by infiltration basin (lNF-I) Retention by bioretention (lNF-2) Retention by permeable pavement (lNF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management ll Other (describe in discussion section below) Purpose: IJ Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 3 is a proprietary biofiltraion (MWS Unit) Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMPJ Structural BMP ID No. HMP 3 DWG 313-5E Sheet No. 14 Type of structural BMP: Retention by harvest and use (HU-l) Retention by infiltration basin (INF-I) Retention by bioretention (lNF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) N Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Il Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): HMP 3: underground detention pipe ATTACHMENT I BACKUP FOR POP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment I. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment I DMA Exhibit (Required) 9 Included See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment lb Tabular Summary of DMAs Showing Il Included on DMA Exhibit h DMA ID matching DMA Exhibit, DMA Attachment 1 Area, and DMA Type (Required)* II Included as Attachment lt separate from DMA Exhibit *Provide table in this Attachment OR on DMA Exhibit in Attachment 1 Attachment 1 Form 1-7, Harvest and Use Feasibility lI Included Screening Checklist (Required unless 0 Not included because the entire the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix 13.3-I of the BMP Design Manual to complete Form 1-7. Attachment Id Form 1-8, Categorization of Infiltration 0 Included Feasibility Condition (Required unless 0 Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment le Pollutant Control BMP Design II Included Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines 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) 0 Structural BMPs (identify location and type of BMP) .3W PIPE TS (SEE STANDARD DRAWING) I I I END CAP STANDARD I M 41P8 I I I SOLID OUTFLOW PIPE - 8 1I2 I X 4 SDR 35 PVC PIPE I BILL OF MATERIALS I PART NUMBER I MATERIAL/DESCRIPTION I LENGTH: (OVERA NOTES: ALL COMPONENTS SHALL BE GLUED TOGETHER AS NEEDED. I PROPRIETARY AND CONFIDENTIAL IUNLESS OTHERWISE SPECIFIED I REV: I DATE: I COMMENTS: I PROVED BY: I TITLE: STANDARD DISCHARGE ORIFICE RISER DATE: I I THE INFORMATION CONTAINED IN THIS Ulm SIGNS ARE IN INCHES I I I I I I I DRAWING IS THE SOLE PROPERTY OF JTHRU HOLES: ±iir I I I I I PO#: I PART NO: SEE CHART I IOLERAN I I I I BIOCLEAN. ANY REPRODUCTION IF T RACTIONAL: .1I& CES: ±125 I I I I I I I IIN PART OR AS A WHOLE WITHOUT THEIANGULAR MACH±2 BEND ±2 I I I I I PROJECT: 1DRAWN: MENERA I WEIGHT: NIA I I WRITTEN PERMISSION OFSIOCLEAN IDO NOT SCAI.EDRAWING I I I I I I I I IS PROHIBITED. I I I I I iFOR: MANUFACTURE I QTY: SEE CHART ISCALE: NTS I SHEET 1 OF 1 I I:DocumentsBlocieanModuIar Wetland System UnearMWS Linear-Pipe Production DeisiIsMWS-Custom\Standard Discharge Orifice RiserStandard Discharge Orifice Riser Attachment Ic Appendix I: Forms and Checklists U4Ji iir4) tL [My ©k1l lJkiiwi 041 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 IXI Landscape irrigation Other:________________ If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] Per Table B.3-3, General Low Plant Water Use is 390 cfs Calculate the DCV using worksheet B.2-1. DCV = 5,292 (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DCV? 0.25DCV but less than the full DCV? less than 0.25DCV? 0 Yes / X No => 0 Yes / X No C=> X Yes 'IJp 4 4 Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calculations sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets 1 while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. X No, select alternate BMPs. 1-2 February 2016 Attachment Id Park Hyatt Aviara Improvements (New Basin Location, January 8, 2020) 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 Yes No Is the estimated reliable Infiltration rate below proposed facility locations greater than 0.5 inches per hour? The I response to this Screening Question shall be based on a X comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on our field percolation testing, the in-situ infiltration rates of the soils within the limits of proposed new Basin site are generally less than 0.5 inches per hour. The calculated infiltration rates via the Porchet Method and applied safety factor of 2 ranges from 0.0185 to 0.033 inches per hour. Per Geotechnical Investigation Report, Exterior Renovations, Park Hyatt Aviara Golf Club & Spa, Carlsbad CA prepared by Leighton Consulting, Inc. September 6, 2019 (Revised Janua Summarize findings of studies; provide reference to studies, catculanons, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope 2 stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: If the infiltration rates were greater than 0.5 inches per hour, it may be possible that the risk of geotechnical hazards would not be increased provided mitigation is performed for any underground utilities/structures, slopes (i.e., setbacks) and undocumented fill depths greater than 5 feet within the proposed limits of Hydromodification Basins at the subject site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 17, 2020) t1} I3 Iij 9 (Sf4) Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination 3 (shallow water table, storm water pollutants or other factors) X that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: If the infiltration rates were greater than 0.5 inches per hour, it may be possible that the risk of groundwater contamination would not be increased provided there are no known contaminated soil or groundwater sites within 250 feet of the proposed Hydromodification Basins at the subject site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change 4 of seasonality of ephemeral streams or increased discharge of X contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: If the infiltration rates were greater than 0.5 inches per hour, it may be possible that potential water balance issues would not be affected provided there are no unlined site drainages/creeks/streams within 250 feet of the proposed Hydromodification Basins at the subject site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. If all answers to rows I - 4 arc "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration Pan i otoPart2 Result* If any answer from row 1-4 is "No", infiltration may be possible to some extent but ;would not generally be feasible or desirable to achieve a "full infiltration" desigiif Proceed to Part 2 TOM 04 RV 2 qd4o Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on our field percolation testing, the in-situ infiltration rates of the soils within the limits of proposed the new Basin site are less than 0.5 inches per hour (Leighton, Addendum dated November 21, 2019), but greater than 0.01 inches per hour. The calculated infiltration rates via the Porchet Method and applied safety factor of 2 are 0.0 185, and 0.033 inches per hour for P-4, and P-5, respectively. 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. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: For a partial infiltration condition (greater than 0.01 inches per hour), the risk of geotechnical hazards will not be increased by partial infiltration provided mitigation is performed for any underground utilities/structures, slopes (i.e., setbacks) and undocumented fill depths greater than 5 feet within the vicinity of proposed Hydromodification Basin at the subject site. Mitigation includes subsurface vertical barriers and subdrains to limit perched ground water mounding conditions. 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. neswr &1y &&wax& IJW JU&a£LU, I1IIL I IILLUIJLIUs 41I) VUIUI1I 13 F.Vubluumu LU LM attacflca infeasible within the drainage area. The feasibility screening category is No fi1tra'tion Infiltration. Fcasibilit Lcttc!~, 2-3O-1 9. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY December 30, 2019 Project No. 12493.001 To: Xenia Hotels & Resort, Inc. 200 S. Orange Ave. Suite 2700 Orlando, FL 32801 Attention: Mr. Stephen Long Subject: Infiltration Feasibility Letter, Proposed Renovations to the Park Hyatt Aviara Resort, Carlsbad, California References: Leighton Consulting, 2019a, Geotechnical Investigation Report, Exterior Renovations, Park Hyatt Aviara Resort Golf Club & Spa, Carlsbad, California, Project No. 12493.001, dated October 23, 2019. Leighton Consulting, 2019b, Addendum - Additional Field Percolation Testing for New Bio-filtration Basin Location, Proposed Renovations to the Park Hyatt Aviara Resort, Carlsbad, California, Project No. 12493.001, dated November 21, 2019. As requested, we have prepared this letter to discuss the infiltration feasibility of the proposed Drainage Management Areas associated with the renovation project at the Park Hyatt Aviara Resort, located in Carlsbad, California. The site is currently occupied by existing hotel buildings, pool areas, an event lawn courtyard, and associated landscape and hardscape areas. As shown on the attached Fuscoe Engineering exhibit, there are three proposed Drainage Management Areas (DMAs) for the project. As background, Leighton Consulting, Inc. (Leighton) has performed a geotechnical study for the proposed project, which included field percolation testing at four potential Bio-filtration areas for determining the feasibility of on-site near surface storm water infiltration in general accordance with the County of San Diego Storm Water Standards (County of San Diego, 2019). 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongroup.com 12493.001 For an assessment of the overall feasibility of infiltration of the DMAs, we have utilized the seven items that are key in determining feasibility in our professional opinion. Note that these items are also used by the City of San Diego in determining infiltration feasibility (Section C.1.1, of San Diego Storm Water Standards, 2018). I The phase of the project in which the geotechnical engineer first analyzed the site for infiltration feasibility. As encountered during our field exploration (Leighton, 2019a), the site is underlain by artificial fill extending to varying depths up approximately 13 feet below the existing ground surface (bgs). The fill soil was derived from on-site excavations that was placed and compacted during the original grading of the site in the late 1990s. As part of our geotechnical investigation, three proposed BMP locations for the project were first analyzed for infiltration feasibility during the field investigation for the geotechnical report dated October 23, 2019. Subsequently, a four proposed BMP location was analyzed for infiltration feasibility, as documented in our addendum letter, dated November 21, 2019. In summary, field percolation testing was done to determine the feasibility of on-site near surface storm water infiltration in general accordance with the County of San Diego Storm Water Standards (County of San Diego, 2019) using section 0.2.1, Borehole Percolation Test Method. Based on the field percolation testing, the four proposed BMP sites were categorized as "Partial Infiltration" condition, as determined by the County of San Diego Infiltration Form 1-8, Categorization of Infiltration Feasibility Condition. However, based on further assessment by the project civil engineer, Fuscoe Engineering, the proposed BMP sites were subsequently eliminated due to parcel boundaries and a Deed Restriction (Environmental Restricted Area) issues. It should be noted that localized infiltration within the existing hotel pool areas, an event lawn courtyard, and associated landscape and hardscape was not considered feasible for storm water infiltration due of the existing underlying fill soil. 2 Results of previous geotechnical analyses conducted in the project area, if any. As discussed above, the artificial fill beneath the site was encountered and extended to varying depths up approximately 13 feet below the existing ground surface (bgs) (Leighton, 2019a). The artificial fill consists of moist, light-yellowish brown, loose to medium dense, silty sands and was derived from on-site excavations and the original grading of the site. In general, the existing artificial 44 -2- Leighton 12493.001 fill beneath the project area has a high potential for preferential pathways and transmitting groundwater/seepage down gradient. 3 The development status of the site prior to the project application (i.e., new development with raw ungraded land, or redevelopment with existing graded conditions). This is a renovation project with existing hotel buildings, pool areas, an event lawn courtyard, and associated landscape and hardscape. The site was developed prior to the 2000's. Currently, storm water infiltration at the site does not occur. 4 The history of design discussions for the project footprint, resulting in the final design determination. We were not involved in design discussions related to project footprint and final design determination. 5 Full/partial infiltration BMP standard setbacks to underground utilities, structures, retaining walls, fill slopes, and natural slopes applicable to the DMA that prevent full/partial infiltration. As shown on the attached Fuscoe Engineering exhibit, there are three DMAs for the project: DMA I is an existing courtyard area which is underlain by fill. Immediately south and down gradient of DMA I is a facility access road with a service entry that would be adversely affected by infiltration of storm water. DMA 2 is generally an existing pool area, which is underlain by fill and has numerous existing underground utilities. These utilities include wet utilities such as storm drain and sewer lines that can act as preferential pathways and adversely affected by infiltration of storm water. DMA 3 is an existing pool area, which is underlain by fill and has numerous existing underground utilities. These utilities include wet utilities such as storm drain and sewer lines that can act as preferential pathways. Of particular concern is an existing Keystone Retaining wall along the eastern boundary, which is an up to 28 feet high that would be adversely affected by infiltration of storm water. 6 The physical impairments (i.e., fire road egress, public safety considerations, etc.) that prevent full/partial infiltration. Immediately south and down gradient of DMA I is a facility access road with a service entry that would be adversely affected by infiltration of storm water. 1t -3- Leighton 12493.001 7 Conclusion or recommendation from the geotechnical engineer regarding the DMA's infiltration condition. As previously mentioned above, all of the DMAs are underlain by up to 13 feet of existing fill. In accordance with County of San Diego Storm Water Standards (County of San Diego, 2019) Section 8.2.2, these fills (i.e., greater than 5 feet in thickness) should therefore be considered for an Infiltration Restriction by the SWQMP preparer. Of particular concern is the existing facility access road with a service entry down gradient of DMA 1, the existing underground utilities within DMA 2, and existing Keystone Retaining wall along the eastern boundary of DMA 3 that would all be adversely affected by infiltration of storm water. It is therefore our professional opinion that storm water infiltration at DMAs 1, 2, and 3 is not feasible (see attached Fuscoe Engineering exhibit for DMA locations). If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON CONSULTING, INC. 0. I No. 45203 * Exp.1/30f2O * hi1 i2 ae \006 'i William D. Olson, RCE 45283 Associate Engineer Attachments: Fuscoe Engineering - Attachment 1 - DMA Exhibit Distribution (1) Digital Copy -4- Leighton Attachment le BMPI Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV 3uAfir I 85 percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches 2 Area tributary to BMP (s) A= 1.65 acres 3 Area weighted runoff factor (estimate using Appendix B.l.I and B.2.1) C 0.58 unitless 4 1 Tree wells volume reduction TCV= cubic-feet 5 Rain barrels volume reduction RCV= cubicfeet 6 Calculate DCV = (3630 x C x d x A) - TCV - RCV DCV= 1 2,015 1 cubic-feet B-10 February 2016 The City of SAN DBPD~) Project Name PARK HYATT AVIARA BMP ID 1 DCV DCV 2015 cubic-feet 2 DCV retained relinccI 0 cubic-feet 3 DCV biofiltered Dht,joiiite j 0 cubic-feet 4 DCV requiring flow-thru (Line 1— Line 2— 0.67* Line 3) 2,015 cubic-feet 5 Adjustment factor (Line 4 / Line 1) AF= 1 unitless 6 Design rainfall intensity 0.20 in/hr. 7 Area tributary to BMP (s) A= 1.65 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C= 0.58 unitless 9 Calculate Flow Rate = AF x (C x i x A) Q= 0.191 cfs ITREATMENT VOLUME REQUIRED = 3,022 CFS 771 The City of Project Name PARK HYAU AVIARA 9AN OEM( W~' BMP ID BMPI I Area draining to the BMP 71,820 sq. ft. 2 Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2) 0.58 B5 percentile 24-hour rainfall depth 0.58 inches 4 Design capture volume [Line I x Line 2 x (Line 3/12)] 2013 cu. ft. Volume Retention Requirement Measured Infiltration rate in the DMA Note: When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D soils and for NRCS Type C soils enter 0.30 0 in/hr. When in no Infiltration condition and the actual measured infiltration rate is unknown enter 0.0 if there are geotechnical and/or groundwater hazards identified In Appendix C or enter 0.05 6 Factor of safety 2 7 Reliable infiltration rate, for biofiltration BMP sizing [Line 5/ Line 6] 0 in/hr. Average annual volume reduction target (Figure B.5-2) 8 When Line 7 > 0.01 in/hr. = Minimum (40. 166.9 x Line 7 +6.62) 3.5 Fraction of DCV to be retained (Figure B.5-3) When Line 8 > 8% = 0.023 0.0000013 x Line 83 - 0.000057 x Line 62 + 0.0086 x Line 8-0.014 When Line 8 :s 8% = 0.023 10 Target volume retention [Line 9 x Line 4] 46 Cu. ft. The Cltyof SAN Project Name PARK HYATT AVIARA BMP 1 BMP IC] 'n1TTmreRetention for No Infil trationq11rllk I Area draining to the blofiltratlon BMP 1I'tilcU LfI 71,820 sq. ft. 2 AdJusted runoff factor for drainage area (Refer to Appendix B.1 and 8.2) 0.58 3 Effective Impervious area draining to the BMP [Line I x Line 2] 41656 sq. ft. 4 Required area for Evapotransplratlon [Line 3 x 0.03] 1250 sq. ft. 5 Biofllbation BMP Footprint 48 sq. ft. Landscape Area (must be Identified on DS-3247) I Identification 1 2 3 4 5 6 Landscape area that meet the requirements In SD-B and SD-F Fact Sheet (sq. ft.) 790 420 7 Impervious area draining to the landscape area (sq. It) 1220 700 8 Impervious to Pervious Area ratio (Line 71U- 61 1.54 1.67 0.00 0.00 0.00 Effective Credit Area If (Line 8 3-1.5, Line 6, LIne 711.51 790 420 0 0 0 10 Sum of Landscape area (aumof Line 9 Id's ltosj 1210 aq.ft. 11 Provided footprint for evapotranspiration [Lbw 5+ Una lo] 1258 sq. ft. Volume Retention Performance Standard 12 Is Line 11 k Line 4? Volume Retention Perfonnance Standard Is Met 13 Fraction of the performance standard met through the BMP footprint and/or landscaping (Line lllLine 4) 1.01 14 Target Volume Retention (Line 10 from Worksheet B.5.21 46 Cu. ft. 15 Volume retention required from other site design BMPs [(1-Line 13) xLine 14] -0.46307142 Cu ft. Site Design MP Identification Site Design Type Credit 16 1 cu. ft. 2 cu. ft. 3 cu. ft. cu ft. 5 _______________ cu.ft. Sum of volume retention benefits from other site design BMPs (e.g. trees; rain barrels etc.). (sum of Line16 Credits for Id's lto5] Provide documentation of how the site design credit Is calculated In the POP SWOMP. 0 cu. ft. 17 Is Line 16 at Line 15? Volume Retention Performance Standard Is Met BMP2 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV OsdOXCORMIWO&W 1 85 percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches 2 Area tributary to BMP (s) A= 0.85 acres 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) C 0.69 unitless 4 Tree wells volume reduction TCV= cubic-feet 5 Rain barrels volume reduction RCV= cubic-feet 6 Calculate DCV = (3630 x C x d x A) - TCV - RCV I DCV= 1 1,235 1 cubic-feet B-10 February 2016 The City of SAN ED©©) Project Name PARK HYATT AVIARA BMP ID I BMP2 1 DCV DCV 1235 cubic-feet 2 DCV retained D,tain i 0 cubic-feet 3 DCV biofiltered iofiltered 0 cubic-feet 4 DCV requiring flow-thru (Line 1— Line 2— 0.67* Line 3) fiow.ttru 1,235 cubic-feet 5 Adjustment factor (Line 4/ Line 1) AF= 1 unitless 6 Design rainfall intensity 0.20 in/hr. 7 Area tributary to BMP (s) A= 0.85 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C= 0.69 unitless 9 Calculate Flow Rate = AF x (Cx i x A) Q= 0.117 cfs ITREATMENT VOLUME REQUIRED = 1,852 CFS = The City of Project Name PARK HYATT AVIARA 5AN MEOW) BMP ID BMP2 Oft Owtubw Mob 1 Area draining to the BMP 36,930 sq. ft. 2 Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2) 0.69 85k" percentile 24-hour rainfall depth 0.58 inches 4 Design capture volume [Line I x Una 2 x (Line 3/12)] 1232 cu. ft. Volume Retention Requirement Measured infiltration rate in the DMA Note: When mapped hydrologic soil groups are used enter 0.10 for NRCS Type 0 soils and for NRCS Type C soils enter 0.30 0 in/hr. When in no infiltration condition and the actual measured infiltration rate is unknown enter 0.0 if there are geotechnical and/or groundwater hazards identified in Appendix C or enter 0.05 6 Factor of safety 2 7 Reliable infiltration rate, for biofiltration BMP sizing [Una 5/ Una 6] 0 in/hr. Average annual volume reduction target (Figure B.5-2) 8 When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Una 7 +6.62) 3.5 % Fraction of DCV to be retained (Figure B.5-3) When Line 8>8% = 0.0000013 x Line 83 - 0.000057 x Una 82 + 0.0086 x Line 8-0.014 0.023 When Line 8:5 8% = 0.023 10 Target volume retention [Line 9 x Line 4] 28 Cu. ft. I PARK HYATT AVIARA Th CIty4 i Project Name SAN DIEGO) I IBMP ID Volume Retention 4rfor rimniianiiyiiismyira. Worksheet B.5-6 I Area draining to the blofiltration BMP 36.930 sq. ft. 2 Adjusted runoff factor for drainage area (Refer to Appendix 8.1 and 0.2) 0.69 3 Effective Impervious area draining to the BMP (Un. 1 a Line 21 25482 sq. ft. 4 Required area for Evapotranspiration [Una 3 a 0.03] 784 sq. ft. 5 Biofiltration BMP Footprint 8 sq. ft. Landscape Area (must be Identified on 05-3247) I Identification 1 2 3 4 5 6 Landscape area that most the requirements In SD-B and SD-F Fact Sheet (sq. IL) 735 163 7 Impervious area draining to the landscape area (sq. ft.) 1154 625 8 Impervious to Pervious Area ratio 61 1.57 3.83 0.00 0.00 0.00 Effective Credit Area If(Llne8>1.5.Llne6. Line 711.5] 735 163 0 0 0 10 SumofLandscapearea(swnofLMa9 Id's lto5) 898 sq. ft. 11 Provided footprint for evapotranspiration (Un. 5+ Line 101 906 sq. ft. Volume Retention Performance Standard 12 Is Line 11 a Un. 4? Volume Retention Performance Standard Is Met 13 Fraction of the performance standard met ltwcugh the BMP footprint andlor landscaping (Uris 11lLIna 41 1.19 14 Target Volume Retention (Un. 10 from Worksheet B.5.21 28 Cu. ft. 15 Volume retention required from other site design BMPs ((1-Line 13)xUne 141 5382159735 cii. ft. Site Design BMP Identification Site Design Typo Credit 16 1 cu. ft. 2 cu. ft. 3 cu. ft. cu. It 5 _______ cu. ft. Sian of volume retention benefits from other site design BMPs (e.g. trees; rain barrels etc.). (sum of Lim l8 Credits for ld'altoS] Provide documentation of how the site design credit Is calculated In the POP SWQMP. 0 cu. ft. 17 is Un. 16 2t Line 15? Volume Retention Performance Standard Is Met Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV 1 85" percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches 2 Area tributary to BMP (s) A= 0.60 acres 3 Area weighted runoff factor (estimate using Appendix B.1.1 and B.2.1) 0.74 unitless 4 Tree wells volume reduction TCV= cubic-feet 5 Rain barrels volume reduction RCV= cubic-feet 6 Calculate DCV = (3630 x C x d x A) - TCV - RCV DCV= 1 935 1 cubic-feet B-10 February 2016 N N / I - — — — — PROPERTY LINE LIMIT OF WORK (DISTURBED AREA) STREET CENTERLINE EXISTING CONTOUR EXISTING STORM DRAIN A PROPOSED STORM DRAIN DMA LIMITS DIRECTION OF FLOW DMA DESIGNATION HYDROMODIF]CATION CISTERN HMP-3 STORM DRAIN PIPE — — — MODULAR WETLAND UNITS Q BMP1(MWS) PERVIOUS AREA ARTIFICIAL TURF - - SD GRASSCRETE DMA 1 POOL AREA DETENTION VAULTS J HMP-1 IMPERVIOUS AREA DISPERSION PARTY RESPONSIBLE FOR MAINTENANCE: NAMEXHR CARLSBAD TRS ADDRESS 7100 AVIARA RESORT DR. CONTACT GEOFF GRAY CARLSBAD, CA 92011 PHONE NO. (856) 663-2252 PLAN PREPARED BY: NAME ERIC K. ARMSTRONG, P.E. COMPANY FUSCOE ENGINEERING, INC ADDRESS 6390 GREENWICH DRIVE SUITE 170 SAN DIEGO, CA 92122 PHONE NO, (858) 554-1500 oFESSIO,i. co uJUJ No. RCE 36083 * EXP. 6-30-20 * OF C BMP NOTES: THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. REFER TO MAINTENANCE AGREEMENT DOCUMENT. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. BMP TABLE BMP ID # BMP TYPE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO(S)E PECTI FFR.ON * QUENCY MA INTENANCE FREQUENCY TREATMENT CONTROL C I PROPRIETARY BMF TC-32 3 313-5E 16 SEMI-ANNUALLY ANNUALLY HYDROMODIFICATION I__ I UNDERGROUND DETENTION r t I I MP-50 3 313-SE 16 1 SEMI-ANNUALLY SEMI-ANNUALLY LOW IMPACT DESIGN (LID) ® AREA DISPERSION I \NN SD-10 313-5E I____________ _____ \ - - - - - - - - \ N / N\\ DMA 2.1 _2 A A=5,478 SF 0\ :- - - EXISTING GUEST WING yj / r r r CRITICAL COARS SEDIMENT - I \ YIELD AREA (TO E PROTECTED)' ol H A \SEE ATTACHMENT 2B II I 1 UvIPEiS AREA: -- / 700 SF 420 SF ® () -'° LANDSCAPE 2 / / (SEE WORKSHEET B.5-6) I - N I LANDSCAPE '1' SEE WORKSHEET B.5 0 SD 155~1 r DMA 3i lb --DM 2.2' A=26,004 SF 1i\ IMPERVIOUSIA A: DMA 1 77 DV 000 D MA 2 (D SD I / EX. STORM DRAIN \ N J J tj rn LATERAL COLLECTING MP 3 I ROOF RUNOFF (TYP.) PER DWG 313-5A EXISTING GUEST WING 1 / \ 95LF-60" PRINSCOE 01 rORM n 5r 163 SF LANDSCA "Al 71 IMPERVIOUS EA: YVAYULT -UMSCAPE '1' 550 SFU 625 SF 8 x5 (SEE WORKSHEET B.5-6) EX. STORM DRAIN LLECTING ROOF RUNOFF (TYP.) / \\\\ \ \\\ PER DWG 313-5A / ,>\ \\ I L, EX. STORM DRAIN / ./,., -' / 845 SF / \ LATERAL COLLECTING \ \ ROOF RUNOFF (TYP.) EX. STORM DRAIN \ \ \ PER DWG 313-5A LATERAL COLLECTING - I7 / I 11 ROOF RUNOFF (NP.) - / / / 78" PVT II / PER DWG 313-5A I_JMPERVIOUS AREA: 518 SF / ;POC - N \\\ // / LANDSCAPE '2' (SEE WORKSHEET 8.5/6) 0 I FUSC E N 6 I N E E R I N 6 6390 Greenwich Dr., Suite 170 San Diego, California 92122 tel 858.554.1500 ° fax 858.597.0335 www.fuscoe.com 30' 0' 15' 30' SCALE: 1" 30' CITY OF CARLSBAD ENGINEERING DEPARTMENT ISHEETSI Ii K HYATT AVIAPA I RECORD COPY [ INITIAL DATE PROJECT NO. DATE INITIAL REVISION DESCRIPTION DATE INITIAL DATE INITIAL I DRAWING NO. I 313-SE I ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL The City of SAN RNEWOJ Project Name PARK HYATT AVIARA BMP ID 1 DCV DCV 935 cubic-feet 2 DCV retained 0CV retaIncd 0 cubic-feet 3 DCV biofiltered biofflterei 0 cubic-feet 4 DCV requiring flow-thru (Line 1_ Line- 2_O.67* Line 3) 0flow.üwu 935 cubic-feet 5 Adjustment -factor (Line 4 /:Line 1) AF= 1 unitless 6 Designrainfallintensity 0.20 in/hr. 7 Area tributary to BMP (s) A= 0.60 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C= 0.74 unitless 9 Calculate Flow Rate. = AF x (Cx i x A) Q= 0.089 cfs ITREATMENT VOLUME REQUIRED = 1,402 CFS I The City of Project Name PARK HYATT AVIARA SAN OEM( W~, BMP ID BMP3 1 Area draining to the BMP 26,004 sq. ft. 2 Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2) 0.74 85" percentile 24-hour rainfall depth 0.58 inches 4 Design capture volume [Line I x Line 2 x (Line 3/12)] 930 cu. ft. Volume Retention Requirement Measured infiltration rate in the DMA Note: When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D soils and for NRCS Type C soils enter 0.30 0 in/hr. When in no infiltration condition and the actual measured infiltration rate is unknown enter 0.0 if there are geotechnical and/or groundwater hazards identified in Appendix C or enter 0.05 6 Factor of safety 2 7 Reliable infiltration rate, for biofiltration BMP sizing [Line 5/ Line 6] 0 in/hr. Average annual volume reduction target (Figure B.5-2) 8 When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62) 3.5 % Fraction of DCV to be retained (Figure B.5-3) When Line 8>8% = 0.023 0.0000013 x Line 83 - 0.000057 x Line 82 + 0.0086 x Line 8- 0.014 When Line 8 !s 8% = 0.023 10 Target volume retention [Line 9 x Line 4] 21 cu. ft. I The cityof N i Project Name PARK HYATT AVIARA SAN DIEGQ) I BMP 3 I BMP ID Volume IRetention Irfor k'rre Infiltration Condition Worksheet B.5-6 1 Area draining to the bloNtratlon BMP 26.004 sq ft. 2 Adjusted runoff factor for drainage area (Refer to Appendix B.1 and 8.2) 0.74 3 Effective Impervious area draining to the BMP (Line 1 x Line 2) 19243 sq. ft. 4 Required area far Evapotranspiration (LIne 3 x 0.031 577 sq. ft. 5 Bloflltratlon BMP Footprint 8 sq. ft Landscape Area (must be identified on 88-3247) I Identification 1 2 3 4 5 6 Landscape area that meet the requirements in SD-B and SD-F Fact Sheet (sq. ft.) 550 310 7 Impervious area draining to the landscape area (sq. ft.) 845 518 8 Impervious to Pervious Area ratio (Line 7/Line 6) 1.54 1.67 0.00 0.00 0.00 Effective Credit Area If (Line 8 >1.5, Line 6. Line 7/1.51 550 310 0 0 0 10 Sum of Landscape are a[sum 01 Line 9 Id's 1t05) 860 sq. ft. 11 Provided footprint for evapotranspiration (Line 5. Line 101 868 sq. ft. Volume Retention Performance Standard 12 is Line 11 a Line 4? Volume Retention Performance Standard Is Met 13 Fraction of the performance standard met through the BMP footprint and/or landscaping (Une 11/Line 4) 1.5 14 Target Volume Retention (Line 10 from Worksheet B.5.2) 21 cii. ft. 15 Volume retention required from other site design BMPs (1.Line 13) xLine 14) -10.6958766 cu. ft. Site Design BMP Identification Site Design Type Credit 16 I cu. ft, 2 cu. ft, 3 cu. ft, cu. ft, 5 ______________ ML ft, Stan of volume retention benefits from other site design BMPs (e.g. trees; rain barrels etc.). (sum of Line 16 Credits for Id's ltoS) Provide documentation of how the site design credit Is calculated in the PDP SWQMP. 0 cu. ft. 17 is LIne 16? Line 15? Volume Retention Performance Standard is Met ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 2a Hydromodification Management ll Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse II Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA is required, additional analyses are Critical Coarse Sediment Yield optional) Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination D 6.2.1 Verification of Geomorphic Landscape Units Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 06.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving II Not performed Channels (Optional) Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and 11 Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater D Existing natural hydrologic features (watercourses, seeps, springs, wetlands) D 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) DMA 2.1 A=5,478 SF \ N. I Elsie it PROPERTY LINE LIMIT OF WORK (DISTURBED AREA) STREET CENTERLINE EXISTING CONTOUR EXISTING STORM DRAIN PROPOSED STORM DRAIN DMA LIMITS DIRECTION OF FLOW DMA DESIGNATION EXISTING HO [EL LOBBY -------------- LANDSCAPE T SEE WORKSHEET B.5-6 77, (-- _ I _I 0 c DMA' i I \ L J Q I U U HoA I 1// \ \ (Th H ' t\ H I 2 DMA I ~ _"~ "i"", I 1 .41, N DMA .2 A=26,004 SF Li HYD ROMODI FI CATION CISTERN HMP-3 STORM DRAIN PIPE - - - - MODULAR WETLAND UNITS BMP 1(MWS) PERVIOUS AREA ARTIFICIAL TURF SD GRASSCRETE DMA I POOL AREA DETENTION VAULTS HMP-1 IMPERVIOUS AREA DISPERSION PROJECT SITE INFO UNDERLYING HYDROLOGIC SOIL: D APPROXIMATE DEPTH TO GROUNDWATER: > 20 FT EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS,, WETLANDS): NONE CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED: NONE EXISTING IMPERVIOUS AREA: 57,248 SF DISTURBED AREA: 100,935 SF PROPOSED IMPERVIOUS AREA: 55,941 SF (INCLUDES POOL AREA 7,750 SF) PROPOSED PERVIOUS AREA: 44,994 SF (INCLUDES GRASSCRETE AREA 7,036 SF) -o 1/ /1 r / U / I // / / / I EXISTING GUEST WING N I ) 98LF-60" /41) PRINSCOE HYDROMODIFCATION SUMMARY TABLE /2\ /i!!' / lij IMPERVIOUS HMP PERVIOUS GRASSCRETE TOTALAREA TOTAL AREA - POOL AREA VOLUME METHOD OF TREATMENT DMA AREA AREA (AC) AREA (SF) ASPHALT, (SF) PROVIDED (SF) (SF) CONCRETE (SF) (CF) ljj MP 1 3,136 _________ \ \ I 4 1.2 100 43,385 24,773 4,836 13,776 0 \ll // / SELF - MITIGATING 13 003 1,379 1,379 0 0 0 - Sx II HMP 2 22 072 31,452 7:64 2,200 16,262 5,126 2,434 N44 / BMP L11ft \ \ \ \ SCALE: 1" = 30' SITE SPECIFIC DATA PROJECT NUMBER 10214 ORDER NUMBER PROJECT NAME PARK HYIU CARLSBAD PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BMP / TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 3,136 N/A TREATMENT I/CL AVAILABLE (Fl) 2.8 PEAK BYPASS REQUIRED (CIS) - IF APPLICABLE 6.65 PIPE DATA I LE. MATER/AL DL4tIE7ER INLET PIPE 1 206.49 HOPE /2" INLET PIPE 2 208.57 HOPE 12" OUTLET PIPE 20624 HOPE 12" PRETREATMENT I 8I0F7LTRATION DISCHARGE RIM ELEVATION 211.41 211.41 211.41 SURFACE LOAD PEDESTRLIN PEDESTRIAN PEDESTRIAN FRAME & COVER 36" K 60" N/A N/A WETLANDMEDIA VOLUME (CV) 101 ORIFICE SIZE (D14 INCHES) 00.74" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. WE7IANDMEDI4 C/L f80 PATENTED-S / C/L PERIMETER VOID AREA H ' S LT...rrzzTi -DRAIN DOWN LINE I S - CAffIRIDGE IL 0 1J ii' tM BASE OUTLET PIPES PIPE LEFT END VIEW SEE NOTES SEE NO TES PLAN VIEW C/L , HATCH- c/L 211.41 I I RIM/I-V 210.91 TOP OF VAULT IT'-rzTi 209.13 I PPEAK fi1/ I T INSTALLATION NOTES 70P OF WEIR 208,57 .4. (2 -t 1i) CONTRACTOR 10 PR(MDE ALL LABOR, EQUIP/lENT, A/A TERL4LS AND FLOW CONTROL-.., [J JE IN 2 INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND RISER APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE I MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN 206.24 J --. -.- I.i 206.49 - MANUFACTURERS CONTRACT IE OUT I UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPEC/F/ED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY 6" 4'-O" 6" 6 6'-O" 6" PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. 5'-Q" 7'-O" CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING ELEVATION VIEW RIGHT END VIEW PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUIFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. INTERNAL BYPASS DISCLOSURE: ALL PIPES SHALL BE SEALED WATER 17GHT PER MANUFACTURERS STANDARD CONNECTION DETAIL I I THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE RE1/IEWED CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK PLOW SHALL BE REQUIRED VOLUME MANHOLES, AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK I-IGL AND BYPASS HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY DRAINDOWN DUR47ION (HOURS) VEGFTA170N SUPPLIED AND INSTALLED BY OTHERS ALL UNITS WITH LOW INFLOW OW PIP DISCLOSURE: VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND AVERAGE DISCHARGE RATE PER MWS UNIT(GPM) INSTALLED BY OTHERS. IT IS RECOMMENDED THAT A SUFFICIENT VAR/A/iON IN ELEVA71O/I BETWEEN THE CONTRACTOR RESPONSIBLE FOR CONTACTING BID CLEAN FOR INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN OPERATING HEAD (Fr) ACT/VAT/ON OF UNIT MANUFACTURERS WARRANTY IS VOID WrH OUT THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE WETLANDMEDLI INFiLTRATION RATE (IN/HR) PROPER ACTIVATION BY A BID CLEAN REPRESENTATIVE. AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. 3/ GENERAL NOTES WETLANDMED/A LOADING RATE (CPA//SF) I MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. PROPRIETARY AND CONFiDENTIAL: Jt/J WS-L-4-6-3 '-10.5"- I ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS TEA' b.! ' '°" PfOPERfl OrFO1EMA MO fls CPAME$. An OCUMENI - AND ACCESSORIES PLEASE CONTACT BIO CLEAN.NOR AW PAW co OF FORt AFCT1CCIWY STANDARD DETAIL C/L rWETLA//OMEDIA '1'" I I_I PERIMETER .-DRAIN DOW/I- LINE VOID AREA CARTRIDGE L OUTLET PIPE I tINLET PIPES SEE NOTES SEE NOTES PLAN VIEW LEFT END VIEW C/L HATCH \C/L 207.50 20606 205.38 ,ZQ197 70P OF WEIR PEAK HGL TOP OF VA UL T 711E IN 2 1 1 r I CONTRACTOR TO PROVIDE ALL LABOR EQUIPMENT MATERIALS AND /low CONTROL RISER Ea. I I INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND M00 1 I APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS UNLESS OTHERWISE STATED IN CD - MANUFACTURERS CONTRACT. LE OUT - ____________ IE IN I -_______ ON LEVEL 2 U RECOMMENDS A MINIMUM NIT MUST BE INSTALLED 6 LEVEL BASE BASE UNLESS SPECIFIED BY 6 1 4-0 -.4 L 6 L1 i-___4 -O_-.-1 k'6 THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERITY - L....._5'_0" PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. I CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING ELEVATION VIEW RIGHT END VIEW PIPES ALL PIPES MUST BE PLUS/H WIll-! INSIDE SURFACE OF CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH) INVERT OF INTERNAL BYPASS DISCLOSURE: OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATER TIGHT PER MANUFACTURERS THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED STANDARD CONNECTION DETAIL AND APPROVED BY THE ENGINEER OF RECORD HGL(S) AT PEAK FLOW SHALL BE CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK I/CL AND BYPASS REQUIRED TREATMENT VOLUME (CF) 1.873 MANHOLES, AND HATCHES. COP/TRACTOR TO GROUT ALL MANHOLES AND CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY - HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE F'IIAI INFLOW 011/0 DISCLOSURE: IDE' DRAINDOWNDURATION(HOURS) 36 VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH ' VEGETATION MUST /14W DRIP OR SPRAY IRRIGATION SUPPLIED AND IT IS RECOMMENDED THAT A SUFFICIENT VARIATION IN ELEVATiON BETWEEN THE AVERAGE DISCHARGE 6. INSTALLED BY OTHERS. INLET AND OUTLET- BE PROVIDED TO ALLOW FOR ACCUMULATiON OF SEDIMENT IN OPERATING HEAD (Fr) 5.0 Z CONTRACTOR RESPONSIBLE FOR CONTACTING BID CLEAN FOR THE PRE-TREATMENT CHAMBER; FAILURE TO DO SD MAY RESULT IN BLOCKAGE ACIVA71ON OF UNIT MANUFACTURERS WARRANTY IS VOID $1171 OUT AT INFLOW POINT(S) WHICH MAY CAUSE UPSTRF.AM FLOODING WETLA,VDMEDIA INFILTRATION RATE (IN/HP) 1 19.5 PROPER AC77VA77ON GENERAL NOTES BY A 810 CLEAN REPRESENTATIVE WETLAND/lED/A LOADING _RATE (CPA//SF)T_020 11 A A MANUFACTURER TO PROVIDE ALL MATE PROPRIETARY AND CONFIDENTIAL: MATERIALS UNLESS OTHERWISE NOTED. .A - - lvi ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO &1i1ANbM ##WM7M COWAM 0 OV 7W DXM?ff IS 1W SOLE nS CMUES NS CT ' - STORM WA TER BIOFILTRA TION SYSTEM CHANGE FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS NOR ANY P//IT I/ERECII MAY BE U-10, REP//DODD/I) 0? MOM - AND ACCESSORIES PLEASE CONTACT 810 CLEAN. INA*4YMWNER *MOW OIENI/715/ICONIENTOPE081ER1/4. AFcdeimCcnn.iw STANDARD DETAIL SITESPECIFIC DATA PROJECT NUMBER 10214 ORDER NUMBER PROJECT NAME PARK I/VA/I CARLSBAD PROJECT LOCATION CARLSBAD, CA STRUCTURE ID BlIP 3 TREATMENT REQUIRED VOLUME BASED(CF) FLOW BASED (CFS) 1,873 N/A TREATMENTI/CL AVAILABLE (PT) 5.00 PEAK BYPASS REQUIRED(CFS) - IF APPLICABLE 2.96 PIPE DATA LE MATERIAL DIAME7ER INLET PIPE 1 200.56 PVC 12' INLET PIPE 2 204.20 PVC 12" OUTLET PIPE 200.31 PVC /2" PRE1RE41MENT BIOFIL IRA 1/ON DISCHARGE RIM EW/ATIDN 207.50 207.50 207.50 SURFACE LOAD PEDESTRIAN PEDESTRIAN PEDESTRIAN FRAME & COVER 48'X 48' N/A N/A WETLANDMEDIA VOLUME (CY) 0.95 ORIFICESIZE(DIA.INCHES) 00.49" NOTES: PRELIMINARY NOT FOR CONSTRUCT/ON INSTALLATION NOTES C/. WE7ZANDMED14 BEO\C/L PATENTED DRAIN DOW LINE PERIMETER ______ VOID AREA CARTRIDGE INLET PIPE OUTLET PIPE SEE NOTES PLAN VIEW SEE NOTES LEFT END VIEW C'L 215.50 214,04 TOP OF VAULT 212.71 EAK TOP OF WEIR 211.37 IE IN 2 CONMCTOR TO E ALL ,EQL'IMENI MATERIALS AND M 1ZOW CONTROL IALS REQUIRED TO OfTZOAD AND INSTALL 7HE SYS7FY AND RISER '° I A PPURTENANCES IN ACCORDANCE WIT!-! THIS DRAWING AND THE A!4NIJFACTURERS SPECIFICATIONS. UNLESS OTHERWISE STATED IN 7-__ M 208.12 IN? -1 01 2 UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER IE OUT -1 -4'~_j - 6" MIA. 84S( RECOMMENDS A MINIMUM 6" LEVEL ROOK BASE UNLESS SPECIFIED BY I I THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY 6-j 4'-O" -6" RIGHT END VIEW PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. -5'-O - 4. CO//TRACTOR TO SUPPLY AND INSTALL ALL EX7ERN4L CONNECTING ELEVATION VIEW PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. INTERNAL BYPASS DISCLOSURE: ALL PIPES SHALL BE SEALED STANDARD CONNEC/7ON DETAIL.WATER TIGHT PER MANUFACTURERS THE DESIGN AND CAPACITY OF TI-FE PEAK COM"EYANCE ME/HOD TO BE REVIEWED 5 CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE - MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND ASSESSED 70 ENSURE NO UP57REAM FLOODING. PEAK HGL AND CAPA C/fl' SHOWNON DRAWING ARE USED FOR CU//lANCE ONLY BYPASS REQUIRED TREATMENT VOLUME (CF) 2,396 HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE DRAINDOWN DURATION (HOURS) 36 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS orni LOW INFLOW PIPE DISCLOSURE: VEGETA liON MUST H4 VF DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. IT IS RECOMMENDED 171.47' A SUFFICIENT VARIATION IN ELEVATION BETWEEN li-FE AVERAGE DISCHARGE RATE PER MWS UNIT(GPM) 8.31 7 CO//TRACTOR RESPONSIBLE FOR CONTACTING BID CLEAN FOR INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN OPERATING HEAD (Fr) 4.51 OF UNIT MANUFACTURERS WAR THE PRE-TREATMENT CHAMBER. FAILURE To DO SO MAY RESULT IN BLOCKAGE PROPER AC17 VA TION BY A BID CLEAN REPRESENTATIVE. AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. WETLANDMEDIA INFILTRATION /1417' (IN/KR) 27.5 GENERAL NOTES WETLANDMEDIA LOADING RATE (C/TM/SF) I 028 I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. PROPRIETARY AND CONFIDENTIAL: - M WS-L-4-4-S '-10"- V-UG ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO ni NEoni,noi, 006ITmu) 0109/5 DOCu/EiiT/s 0955111/5 -, CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS PROPEW OF AND STORM WA TER BIOFIL TRA TION SYSTEM AND ACCESSORIES PLEASE CONTACT RIO CLEAN. W Off D/5NP7EN CaWr aF fWrMFA AFtsvmCcmp,ry STANDARD DETAIL SITE SPECIFIC DATA PROJECT NUMBER 10214 ORDER NUMBER PROJECT NAME PARK HX477 CARLSBAD PROJECT LOCATION CARLSBAD, CA STRUC TUNE ID B/AR 2 TREATMENT REQUIRED VOLUME BASED (CF) PLOW BASED (CIS) 2.396 N/A TREATMENT I/GE AVAILABLE (Fr) 4.51 PEAK BYPASS REQUIRED (CIS) - IF APPLICABLE 3.92 PIPE DATA LE MATER/AL DL4ME7ER INLET PIPE 1 208.37 HOPE /2" INLET PIPE 2 211.37 HOPE 12" OUJLET PIPE 208.12 HDPE 12" PRETREATMENT BIOFIL IRA liON DISCHARGE RIM ELEVATION 215.50 215.50 2/5.50 SURFACE LOAD PEDESTRIAN PEDESTRIAN PEDESTRIAN FRAME & COVER 48" K 48" N/A N/A WE71ANDMEDIA VOLUME (CY) 0.96 ORIFICE SIZE (D14. INCHES) 00.57" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. INSTALLATION NOTES BMP I - PROPRIETARY BIOFILTRATION NOT TO SCALE BMP 2- PROPRIETARY BIOFILTRATION NOT TO SCALE BMP 3- PROPRIETARY BIOFILTRATION NOT TO SCALE SITE SPECIFIC DATA* PROJECT NUMBER 10214 PROJECT NAME PARK HYA7T CARLSBAD PROJECT LOCATION CARLSBAD CA STRUCTURE ID HA/P 1 REQUIRED STORAGE VOLUME (CF) 3/36 PIPE DATA LE. MATERIAL DIAMETER INLET PIPE 1 20707 PVC 8 OUTLET PIPE 1 206.57 PVC 12" ' cri 59-J- OUTLET PIPE 2 208.57 PVC 12" RIM ELFYA17ON ±21165 57-4 /NCL 1/4" CAP BETWEEN MODULES (ml') - SURFACE LOADING REQUIREMENT PEDESTRIAN FRAME AND COVER 030" r8'xB'xJ'/NS/DE j- POUREDINPLACE ~IN( INLETP/PE CORROSIVESOILCONDITIONS NA HAUNCH ON D?IMMR LEGS P k8 HEIGHT URBANPOND slAB EXTENDS ILI :°" MODULES KNOWN GROUNDWATER ELEVATION NA / / 1W = 20657 LEACH DIRE077ON 12 / j 4 NOTES. . '----- ,,,,,l,:IL:':- 8-7 LONG-" EXTERIOR WALL 'PER ENGINEER OF RECORD PANEL (TYP) URBANPOND MODULES - I TYPE HEIGHT COUNT INTERIOR MODULE INTERIORTOP 3-0 3 141/i! 3 SUPPORT PERIMETER TOP 3-0 15 LEGS LINK UP SLAB 7 2 SI DE WALLS LENGTH (FT) HEIGHT (FT) COUNT 1 PERIMETER MODULE 8-0 3-7 141171 2 INTER/OR 8-7 3-7 4 SUPPORT LEGS & 1 STORAGE CAPACITY EX7ERIOR WALL ------------------------- ---------- TYPE VOL(CF) I UNITS TOTAL (CF) INTERIOR MODULES 1787 3 536 012" PVC OUTLET PIPE I-r 8-0 LONG LINKUP SLAB PLAN VIEW IFV = 206.57 300 MANHOLE PERIMETER MODULES 181.3 15 2,720 EXTERIOR WALL PLACED ON TOP OF 012" PVC OUTLET PIPE 2 ACCESS 151/i! PANEL ADJACENT MODULES INV = 208.57 RISERS TO GRADE LINK UP SLAB 192.0 2 384 (IYP) TOTAL STORAGE CAPACITY 3,640 WATER VOLUME AT 256 WATER DEPTH = 3136 CF HEAVIEST PIECE PERIMETER MODULE = 10,000 LBS PROPRIETARY AND CONFIDENTIAL: URBANPOND 11//S PROD/S'S *445 BE PRO/F//U) BY - B /)8/5 OR *4011/5 OF THE POLLS/RIND US 1/IC 801*41110*4 ODNTA6/OD III 11/IS DOCUMENT IS WE SME - PRECAST CONCRETE CT DAñIA/A TED ITEAIT/ B oiiis 10./5/.082 82 & pRo,'oRly (F f111109864 AND ifs COMPANBS 58/S =NEW. 10.151. ON 096 82 RE/AT/i) 0011/8/N OW ANY PART 1188//F, *445 BE I/SE/s N/PAW/SW OR *401//I/I) - 1:90 SCALE PAWS OR oiwii' PA/F/EN 858/1/1/C / ANY *44//NON *411/ 01ff/NE NW/i/N MM7 Or AFoltelTaConipany PLAN VIEW SITE, SPECIFIC DATA* PROJECTNUMBER 10214 PROJECT NAME PARK HYA1T CARLSBAD PROJECT LOCATION CARLSBAD CA STRUCTURE ID HA/P 2 REQUIRED STORAGEVOLUME(CF) 1 2,396 PIPE DATA LEI MATERIAL DIAMETER - _41-3" It/CL 1/4 CAP BETWEEN MODULES (7YP) /NLET PIPE I 208.90 _PVC 8 OUTLET PIPE 1 20840 HOPE 12 OUTLET PIPE 2 21140 HOPE 12 POURED IN PLACE 8-7" LONG EXTERIOR 08" PVC INLET PIPE-' SLAB EXTENOS1'/N\ WALL RIM ELEVATION ±21550 1W = 20890 \ EACH DIRECT/ON SURFACELOAD/I-NCREQUIREMENT PEDESTRIAN FRAME AND COWER 030. 8x85(5 INSIDE-'- CORROSIVE SOIL CONDITIONS 114 HEIGHT URBANPOND KNOWN GROUNDWATER ELEVATION MODULES NA INV 208.40 NOTES: 'PER ENGINEER OF RECORD i4nDAMr)r\Iur 4"'x8HAUNCHON -' p , r URBANPOND ott i "1 r '...J I '11.1 PERIMETER LEGS - MODULES TYPE _HEIGHT _COUNT O12"HDPE OWLET PIPE 7 PERIMETER TOP TOP SI DEWALLS 012 HOPE INV 211.40 \ -0" LONG EXTERIOR LENGTH (FT) HEIGHT (FT) COUNT WALL 8-0 5-7 1 co 1 7 J STORAGE CAPACITY L TYPE (CF) PERIMETER MODULES 304.8 TOTAL (CF) 17'-2.25LONG L10 L 8'-7" LONG E,TER/OR &7ERIOR WALL ACCESS (TYR) WITH WTH 2 INTERIOR TOTAL STORAGE CAPACITY 2743 BOLT-DOWN FRAME SUPPORT LEGS & I WALL EXTERIOR WALL WATER VOLUME AT 431 WATER DEPTH = 2,396 CF HEAVIEST PIECE. PERIMETER MODULE =12,100LBS. PLAN VIEW PROPRIETARY AND CONFiDENTIAL: A URBANPOND - 116.5 85A9/RT *44585 PROIECTED BY - t ONE OR MORE OF OlE FOOLS/Al//S US 1115 /NFORUIT/ON CONTAINED #1716.5/1/DUNE/IT/S 111E SOLE - PATENTS- I0,l51.D83 82 & FW01'OBiY OF /501/1091/4 AND ITS 401V8/.5 1//IS DOCUMENT PRECAST CONCRETESTORMWA TER DETENTION ITE 151,096 62 851.4/511 109/SON NOR ANY PARS 11/ORET11 *44585 US/P. REP/0/)UCO1) 09 MODIfIED * 1:60 SCALE PAlE/ITS OR 0111(7/ PAlS/OS P/NONE IN ANYMW/I WI/Il 0/IT THE NW/i/N CONSENT OF (097511114, A Fcitra Ccnvy PLAN VIEW HMP 2- UNDERGROUND DETENTION VAULTS NOT TO SCALE r _ 30 SCALE 1" = 30' PARK HYATT AVIARA ATTACHMENT 2a - HYDROMODFICATION MANAGEMENT EXHIBIT DETAILS 11110 JOB NO - 1883-001 0 ~hi NO DATE REVISION i 4 FUSCOE DRAWN BY hi ENGINEERING LS 6390 Greenwich Dr, Suite 170 San Diego, California 92122 SHEET teI858354.1500 0 fox 8585970335 www.fuscoe.com of - IINUINI VItVVI PIPET'S (SEE STANDARD DRAWING) END CAP - PART #413PS & I STANDARD I M 41P8 I X 4" SDR 35 PVC PIPE I 8 1/2" SOLID OUTFLOW PIPE - I BILL OF MATERIALS I PART I NUMBER I MATERIAL/DESCRIPTION I LENGTH: (OVER. NOTES: ALL COMPONENTS SHALL BE GLUED TOGETHER AS NEEDED. I PROPRIETARY AND CONFIDENTIAL IUNLESS OTHERWISE SPECIFIED: I REV: 1 DATE: I COMMENTS: I APPROVED BY: I TITLE: STANDARD DISCHARGE ORIFICE RISER DATE: I I THE INFORMATION CONTAINED IN ThIS IDIMENSIONS ARE IN INCHES I I I I I I I DRAWING IS THE SOLE PROPERTY OF Imnu HOLES: 1118" I I I I I PO#: I PART NO: SEE CHART I TOLERANCES: ±.125 I I I I I BIOCLEAN. ANY REPRODUCTION IFRACiiop4AL ±ur I I I I I I I IIN PART OR AS A WHOLE WITHOUT THE ANGULAR: MACH ±2 BEND 2 I I I I I PROJECT: I DRAWN: MENERA WEIGHT: NIA I I WRITTENPERMISSIONOFBIOCLEAN IDO NOT SCALE DRAW I 1NG I I I I I I I IS PROHIBITED. I I I I I FOR: MANUFACTURE I QTY: SEE CHART ISCALE: NTS I SHEET 1 OF 1 I I:DocumentsWiodeanModuIar Wetland System LinearMWS Linear-Pipe Production DetaiIsMWS-Custom\Standard Discharge Orifice RlseñStandard Discharge Orifice Riser PARK HYATT AVIARA CARLSBAD, CA ATTACHMENT 2b — CRITICAL COARSE SEDIMENT YIELD AREAS EXHIBIT d, FUSCOE h... N 0 I N I I I I U 0 6390 Greenwich Dr., Suite 170, Son Diego, California 92122 tel 858,554.1500 0 fax 858.597.0335 • www.fuscoe.com LEGEND CRITICAL COURSE SEDIMENT YIELD AREAS Attachment zd SDHM 3.1 PROJECT REPORT General Model Information Project Name: Park Hyatt Aviara Resort SDHM Site Name: Park Hyatt Aviara Resort Site Address: 7100 Aviara Resort Drive City: Carlsbad Report Date: 3/3/2020 Gage: OCEANSID Data Start: 10/01/1959 Data End: 09/30/2004 Timestep: Hourly Precip Scale: 1.000 Version Date: 2019/08/22 POC Thresholds Low Flow Threshold for POC1: 10 Percent of the 2 Year High Flow Threshold for POC1: 10 Year Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 2 Landuse Basin Data Predeveloped Land Use DMA 1.1 - Existing Area Bypass: No Ground Water: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre IMPERVIOUS-FLAT 0.63 Impervious Total 0.63 Basin Total 0.63 Element Flows To: Surface lnterf low Groundwater Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 3 DMA 1.2 Bypass: No Ground Water: No Pervious Land Use acre D,Dirt,Steep 1 Pervious Total Impervious Land Use acre Impervious Total 0 Basin Total 1 Element Flows To: Surface lnterf low Groundwater Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 4 DMA 2.1 - Existing Area Bypass: No Ground Water: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre IMPERVIOUS-FLAT 0.13 Impervious Total 0.13 Basin Total 0.13 Element Flows To: Surface Intert low Groundwater Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 5 DMA 2.2 Bypass: No Ground Water: No Pervious Land Use acre D,Dirt,Steep 0.72 Pervious Total 0.72 Impervious Land Use acre Impervious Total 0 Basin Total 0.72 Element Flows To: Surface lnterf low Groundwater Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 6 DMA Bypass: No GroundWater: No Pervious Land Use acre D,Dirt,Steep 0.6 Pervious Total 0.6 Impervious Land Use acre Impervious Total 0 Basin Total 0.6 Element Flows To: Surface lnterf low Groundwater Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 7 Mitigated Land Use DMA 1.1 - Existing Area Bypass: No Ground Water: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre IMPERVIOUS-FLAT 0.63 Impervious Total 0.63 Basin Total 0.63 Element Flows To: Surface lnterf low Groundwater HMP1 HMP1 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 8 DMA 1.2 Bypass: No Ground Water: No Pervious Land Use acre D,Urban,Flat 0.68 Pervious Total 0.68 Impervious Land Use acre IMPERVIOUS-FLAT 0.32 Impervious Total 0.32 Basin Total 1 Element Flows To: Surface Intert low Groundwater HMP1 HMP1 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 9 DMA 2.1 Existing Area Bypass: No Ground Water: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre IMPERVIOUS-FLAT 0.13 Impervious Total 0.13 Basin Total 0.13 Element Flows To: Surface Interfiow Groundwater HMP2 HMP2 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 10 DMA 2.2 Bypass: No Ground Water: No Pervious Land Use acre D,Urban,Flat 0.23 Pervious Total 0.23 Impervious Land Use acre IMPERVIOUS-FLAT 0.49 Impervious Total 0.49 Basin Total 0.72 Element Flows To: Surface lnterf low Groundwater HMP2 HMP2 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 11 DMA Bypass: No Ground Water: No Pervious Land Use acre D,Urban,Flat 0.12 Pervious Total 0.12 Impervious Land Use acre IMPERVIOUS-FLAT 0.48 Impervious Total 0.48 Basin Total 0.6 Element Flows To: Surface Intert low Groundwater HMP3 HMP3 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 12 Routing Elements Predeveloped Routing Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 13 Mitigated Routing HMP3 Dimensions Depth: 5tt. Tank Type: Circular Diameter: 5 ft. Length: 98 ft. Discharge Structure Riser Height: 4.75 ft. Riser Diameter: 24 in. Orifice 1 Diameter: 0.98 in. Elevation :0 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Dlscharge(cfs) lnfilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0556 0.002 0.000 0.006 0.000 0.1111 0.003 0.000 0.008 0.000 0.1667 0.004 0.000 0.010 0.000 0.2222 0.004 0.000 0.012 0.000 0.2778 0.005 0.001 0.013 0.000 0.3333 0.005 0.001 0.015 0.000 0.3889 0.006 0.001 0.016 0.000 0.4444 0.006 0.001 0.017 0.000 0.5000 0.006 0.002 0.018 0.000 0.5556 0.007 0.002 0.019 0.000 0.6111 0.007 0.003 0.020 0.000 0.6667 0.007 0.003 0.021 0.000 0.7222 0.007 0.003 0.022 0.000 0.7778 0.008 0.004 0.023 0.000 0.8333 0.008 0.004 0.023 0.000 0.8889 0.008 0.005 0.024 0.000 0.9444 0.008 0.005 0.025 0.000 1.0000 0.009 0.006 0.026 0.000 1.0556 0.009 0.006 0.026 0.000 1.1111 0.009 0.007 0.027 0.000 1.1667 0.009 0.007 0.028 0.000 1.2222 0.009 0.008 0.028 0.000 1.2778 0.009 0.008 0.029 0.000 1.3333 0.009 0.009 0.030 0.000 1.3889 0.010 0.010 0.030 0.000 1.4444 0.010 0.010 0.031 0.000 1.5000 0.010 0.011 0.031 0.000 1.5556 0.010 0.011 0.032 0.000 1.6111 0.010 0.012 0.033 0.000 1.6667 0.010 0.012 0.033 0.000 1.7222 0.010 0.013 0.034 0.000 1.7778 0.010 0.014 0.034 0.000 1.8333 0.010 0.014 0.035 0.000 1.8889 0.010 0.015 0.035 0.000 1.9444 0.011 0.015 0.036 0.000 2.0000 0.011 0.016 0.036 0.000 2.0556 0.011 0.017 0.037 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 14 2.1111 0.011 0.017 0.037 0.000 2.1667 0.011 0.018 0.038 0.000 2.2222 0.011 0.019 0.038 0.000 2.2778 0.011 0.019 0.039 0.000 2.3333 0.011 0.020 0.039 0.000 2.3889 0.011 0.020 0.040 0.000 2.4444 0.011 0.021 0.040 0.000 2.5000 0.011 0.022 0.041 0.000 2.5556 0.011 0.022 0.041 0.000 2.6111 0.011 0.023 0.042 0.000 2.6667 0.011 0.024 0.042 0.000 2.7222 0.011 0.024 0.043 0.000 2.7778 0.011 0.025 0.043 0.000 2.8333 0.011 0.025 0.043 0.000 2.8889 0.011 0.026 0.044 . 0.000 2.9444 0.011 0.027 0.044 0.000 3.0000 0.011 0.027 0.045 0.000 3.0556 0.011 0.028 0.045 0.000 3.1111 0.010 0.028 0.046 0.000 3.1667 0.010 0.029 0.046 0.000 3.2222 0.010 0.030 0.046 0.000 3.2778 0.010 0.030 0.047 0.000 3.3333 0.010 0.031 0.047 0.000 3.3889 0.010 0.031 0.048 0.000 3.4444 0.010 0.032 0.048 0.000 3.5000 0.010 0.033 0.048 0.000 3.5556 0.010 0.033 0.049 0.000 3.6111 0.010 0.034 0.049 0.000 3.6667 0.009 0.034 0.049 0.000 3.7222 0.009 0.035 0.050 0.000 3.7778 0.009 0.035 0.050 0.000 3.8333 0.009 0.036 0.051 0.000 3.8889 0.009 0.036 0.051 0.000 3.9444 0.009 0.037 0.051 0.000 4.0000 0.009 0.037 0.052 0.000 4.0556 0.008 0.038 0.052 0.000 4.1111 0.008 0.038 0.052 0.000 4.1667 0.008 0.039 0.053 0.000 4.2222 0.008 0.039 0.053 0.000 4.2778 0.007 0.040 0.053 0.000 4.3333 0.007 0.040 0.054 0.000 4.3889 0.007 0.041 0.054 0.000 4.4444 0.007 0.041 0.054 0.000 4.5000 0.006 0.041 0.055 0.000 4.5556 0.006 0.042 0.055 0.000 4.6111 0.006 0.042 0.056 0.000 4.6667 0.005 0.042 0.056 0.000 4.7222 0.005 0.043 0.056 0.000 4.7778 0.004 0.043 0.155 0.000 4.8333 0.004 0.043 0.567 0.000 4.8889 0.003 0.043 1.153 0.000 4.9444 0.002 0.044 1.867 0.000 5.0000 0.000 0.044 2.681 0.000 5.0556 0.000 0.000 3.571 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 15 HMP1 Width: Length: Depth: Discharge Structure Riser Height: Riser Diameter: Orifice 1 Diameter: Element Flows To: Outlet 1 20 ft. 64 ft. 3 ft. 2.5 ft. 30 in. 0.75 in. Elevation:0 ft. Outlet 2 Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Dlscharge(cfs) lnfilt(cfs) 0.0000 0.029 0.000 0.000 0.000 0.0333 0.029 0.001 0.002 0.000 0.0667 0.029 0.002 0.003 0.000 0.1000 0.029 0.002 0.004 0.000 0.1333 0.029 0.003 0.005 0.000 0.1667 0.029 0.004 0.006 0.000 0.2000 0.029 0.005 0.006 0.000 0.2333 0.029 0.006 0.007 0.000 0.2667 0.029 0.007 0.007 0.000 0.3000 0.029 0.008 0.008 0.000 0.3333 0.029 0.009 0.008 0.000 0.3667 0.029 0.010 0.009 0.000 0.4000 0.029 0.011 0.009 0.000 0.4333 0.029 0.012 0.010 0.000 0.4667 0.029 0.013 0.010 0.000 0.5000 0.029 0.014 0.010 0.000 0.5333 0.029 0.015 0.011 0.000 0.5667 0.029 0.016 0.011 0.000 0.6000 0.029 0.017 0.011 0.000 0.6333 0.029 0.018 0.012 0.000 0.6667 0.029 0.019 0.012 0.000 0.7000 0.029 0.020 0.012 0.000 0.7333 0.029 0.021 0.013 0.000 0.7667 0.029 0.022 0.013 0.000 0.8000 0.029 0.023 0.013 0.000 0.8333 0.029 0.024 0.013 0.000 0.8667 0.029 0.025 0.014 0.000 0.9000 0.029 0.026 0.014 0.000 0.9333 0.029 0.027 0.014 0.000 0.9667 0.029 0.028 0.015 0.000 1.0000 0.029 0.029 0.015 0.000 1.0333 0.029 0.030 0.015 0.000 1.0667 0.029 0.031 0.015 0.000 1.1000 0.029 0.032 0.016 0.000 1.1333 0.029 0.033 0.016 0.000 1.1667 0.029 0.034 0.016 0.000 1.2000 0.029 0.035 0.016 0.000 1.2333 0.029 0.036 0.017 0.000 1.2667 0.029 0.037 0.017 0.000 1.3000 0.029 0.038 0.017 0.000 1.3333 0.029 0.039 0.017 0.000 1.3667 0.029 0.040 0.017 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 16 1.4000 0.029 0.041 0.018 0.000 1.4333 0.029 0.042 0.018 0.000 1.4667 0.029 0.043 0.018 0.000 1.5000 0.029 0.044 0.018 0.000 1.5333 0.029 0.045 0.018 0.000 1.5667 0.029 0.046 0.019 0.000 1.6000 0.029 0.047 0.019 0.000 1.6333 0.029 0.048 0.019 0.000 1.6667 0.029 0.049 0.019 0.000 1.7000 0.029 0.050 0.019 0.000 1.7333 0.029 0.050 0.020 0.000 1.7667 0.029 0.051 0.020 0.000 1.8000 0.029 0.052 0.020 0.000 1.8333 0.029 0.053 0.020 0.000 1.8667 0.029 0.054 0.020 0.000 1.9000 0.029 0.055 0.021 0.000 1.9333 0.029 0.056 0.021 0.000 1.9667 0.029 0.057 0.021 0.000 2.0000 0.029 0.058 0.021 0.000 2.0333 0.029 0.059 0.021 0.000 2.0667 0.029 0.060 0.021 0.000 2.1000 0.029 0.061 0.022 0.000 2.1333 0.029 0.062 0.022 0.000 2.1667 0.029 0.063 0.022 0.000 2.2000 0.029 0.064 0.022 0.000 2.2333 0.029 0.065 0.022 0.000 2.2667 0.029 0.066 0.023 0.000 2.3000 0.029 0.067 0.023 0.000 2.3333 0.029 0.068 0.023 0.000 2.3667 0.029 0.069 0.023 0.000 2.4000 0.029 0.070 0.023 0.000 2.4333 0.029 0.071 0.023 0.000 2.4667 0.029 0.072 0.024 0.000 2.5000 0.029 0.073 0.024 0.000 2.5333 0.029 0.074 0.185 0.000 2.5667 0.029 0.075 0.480 0.000 2.6000 0.029 0.076 0.862 0.000 2.6333 0.029 0.077 1.314 0.000 2.6667 0.029 0.078 1.825 0.000 2.7000 0.029 0.079 2.389 0.000 2.7333 0.029 0.080 3.000 0.000 2.7667 0.029 0.081 3.652 0.000 2.8000 0.029 0.082 4.341 0.000 2.8333 0.029 0.083 5.062 0.000 2.8667 0.029 0.084 5.811 0.000 2.9000 0.029 0.085 6.583 0.000 2.9333 0.029 0.086 7.375 0.000 2.9667 0.029 0.087 8.180 0.000 3.0000 0.029 0.088 8.996 0.000 3.0333 0.029 0.089 9.816 0.000 3.0667 0.000 0.000 10.63 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 17 Width: Length: Depth: Discharge Structure -Riser Height: Riser Diameter: Orifice 1 Diameter: Element Flows To: Outlet 1 17 ft. 32 ft. 5 ft. 4.55 ft. 30 in. 1.9 in. Elevation:0 ft. Outlet 2 Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Dlscharge(cfs) lnfilt(cfs) 0.0000 0.012 0.000 0.000 0.000 0.0556 0.012 0.000 0.023 0.000 0.1111 0.012 0.001 0.032 0.000 0.1667 0.012 0.002 0.040 0.000 0.2222 0.012 0.002 0.046 0.000 0.2778 0.012 0.003 0.051 0.000 0.3333 0.012 0.004 0.056 0.000 0.3889 0.012 0.004 0.061 0.000 0.4444 0.012 0.005 0.065 0.000 0.5000 0.012 0.006 0.069 0.000 0.5556 0.012 0.006 0.073 0.000 0.6111 0.012 0.007 0.076 0.000 0.6667 0.012 0.008 0.080 0.000 0.7222 0.012 0.009 0.083 0.000 0.7778 0.012 0.009 0.086 0.000 0.8333 0.012 0.010 0.089 0.000 0.8889 0.012 0.011 0.092 0.000 0.9444 0.012 0.011 0.095 0.000 1.0000 0.012 0.012 0.098 0.000 1.0556 0.012 0.013 0.100 0.000 1.1111 0.012 0.013 0.103 0.000 1.1667 0.012 0.014 0.105 0.000 1.2222 0.012 0.015 0.108 0.000 1.2778 0.012 0.016 0.110 0.000 1.3333 0.012 0.016 0.113 0.000 1.3889 0.012 0.017 0.115 0.000 1.4444 0.012 0.018 0.117 0.000 1.5000 0.012 0.018 0.120 0.000 1.5556 0.012 0.019 0.122 0.000 1.6111 0.012 0.020 0.124 0.000 1.6667 0.012 0.020 0.126 0.000 1.7222 0.012 0.021 0.128 0.000 1.7778 0.012 0.022 0.130 0.000 1.8333 0.012 0.022 0.132 0.000 1.8889 0.012 0.023 0.134 0.000 1.9444 0.012 0.024 0.136 0.000 2.0000 0.012 0.025 0.138 0.000 2.0556 0.012 0.025 0.140 0.000 2.1111 0.012 0.026 0.142 0.000 2.1667 0.012 0.027 0.144 0.000 2.2222 0.012 0.027 0.146 0.000 2.2778 0.012 0.028 0.147 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 18 2.3333 0.012 0.029 0.149 0.000 2.3889 0.012 0.029 0.151 0.000 2.4444 0.012 0.030 0.153 0.000 2.5000 0.012 0.031 0.154 0.000 2.5556 0.012 0.031 0.156 0.000 2.6111 0.012 0.032 0.158 0.000 2.6667 0.012 0.033 0.160 0.000 2.7222 0.012 0.034 0.161 0.000 2.7778 0.012 0.034 0.163 0.000 2.8333 0.012 0.035 0.164 0.000 2.8889 0.012 0.036 0.166 0.000 2.9444 0.012 0.036 0.168 0.000 3.0000 0.012 0.037 0.169 0.000 3.0556 0.012 0.038 0.171 0.000 3.1111 0.012 0.038 0.172 0.000 3.1667 0.012 0.039 0.174 0.000 3.2222 0.012 0.040 0.175 0.000 3.2778 0.012 0.040 0.177 0.000 3.3333 0.012 0.041 0.178 0.000 3.3889 0.012 0.042 0.180 0.000 3.4444 0.012 0.043 0.181 0.000 3.5000 0.012 0.043 0.183 0.000 3.5556 0.012 0.044 0.184 0.000 3.6111 0.012 0.045 0.186 0.000 3.6667 0.012 0.045 0.187 0.000 3.7222 0.012 0.046 0.189 0.000 3.7778 0.012 0.047 0.190 0.000 3.8333 0.012 0.047 0.191 0.000 3.8889 0.012 0.048 0.193 0.000. 3.9444 0.012 0.049 0.194 0.000 4.0000 0.012 0.050 0.195 0.000 4.0556 0.012 0.050 0.197 0.000 4.1111 0.012 0.051 0.198 0.000 4.1667 0.012 0.052 0.200 0.000 4.2222 0.012 0.052 0.201 0.000 4.2778 0.012 0.053 0.202 0.000 4.3333 0.012 0.054 0.203 0.000 4.3889 0.012 0.054 0.205 0.000 4.4444 0.012 0.055 0.206 0.000 4.5000 0.012 0.056 0.207 0.000 4.5556 0.012 0.056 0.220 0.000 4.6111 0.012 0.057 0.611 0.000 4.6667 0.012 0.058 1.267 0.000 4.7222 0.012 0.059 2.104 0.000 4.7778 0.012 0.059 3.084 0.000 4.8333 0.012 0.060 4.182 0.000 4.8889 0.012 0.061 5.376 0.000 4.9444 0.012 0.061 6.645 0.000 5.0000 0.012 0.062 7.969 0.000 5.0556 0.012 0.063 9.326 0.000 5.1111 0.000 0.000 10.69 0.000 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:02 AM Page 19 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fall 0.1008 1380 1520 110 Pass 0.1198 1221 1340 109 Pass 0.1387 1066 957 89 Pass 0.1577 890 726 81 Pass 0.1766 772 567 73 Pass 0.1956 662 475 71 Pass 0.2146 564 418 74 Pass '0.2335 453 368 81 Pass :02525 386 319 82 Pass 0.2714 360 295 81 Pass 0.2904 331 267 80 Pass 0.3093 298 243 81 Pass 0.3283 280 224 80 Pass .0.3473 259 212 81 Pass 0.3662 243 194 79 Pass 0.3852 231 179 77 Pass 0.4041 212 162 76 Pass 0.4231 197 151 76 Pass 0.4420 184 132 71 Pass 0.4610 165 122 73 Pass 0.4800 151 109 72 Pass 0.4989 140 104 74 Pass 0.5179 126 100 79 Pass 0.5368 115 95 82 Pass 0.5558 107 91 85 Pass 0.5747 103 87 84 Pass 0.5937 99 82 82 Pass 0.6127 95 76 80 Pass 0.6316 93 70 75 Pass 0.6506 90 67 74 Pass 0.6695 86 61 70 Pass 0.6885 86 59 .68 Pass 0.7074 82 53 64 Pass 0.7264 76 48 63 Pass 0.7454 72 43 59 Pass 0.7643 68 39 57 Pass 0.7833 60 39 65 Pass 0.8022 56 39 69 Pass 0.8212 55 37 67 Pass 0.8402 54 36 66 Pass 0.8591 52 34 65 Pass 0.8781 49 34 69 Pass 0.8970 47 33 70 Pass 0.9160 44 30 68 Pass 0.9349 43 30 69 Pass 0.9539 37 30 81 Pass 0.9729 36 29 80 Pass 0.9918 32 28 87 Pass 1.0108 31 26 83 Pass 1.0297 30 25 83 Pass 1.0487 29 24 82 Pass 1.0676 26 22 84 Pass 1.0866 23 20 86 Pass 1.1056 22 20 90 Pass Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 21 1.1245 22 19 86 Pass 1.1435 21 19 90 Pass 1.1624 21 17 80 Pass 1.1814 21 17 80 Pass 1.2003 21 17 80 Pass 1.2193 21 16 76 Pass 1.2383 21 15 71 Pass 1.2572 20 15 75 Pass 1.2762 19 15 78 Pass 1.2951 18 14 77 Pass 1.3141 18 12 66 Pass 1.3330 18 12 66 Pass 1.3520 16 12 75 Pass 1.3710 16 12 75 Pass 1.3899 15 12 80 Pass 1.4089 13 12 92 Pass 1.4278 12 11 91 Pass 1.4468 10 11 110 Pass 1.4657 10 9 90 Pass 1.4847 9 9 100 Pass 1.5037 9 9 100 Pass 1.5226 9 8 88 Pass 1.5416 8 7 87 Pass 1.5605 8 7 87 Pass 1.5795 8 7 87 Pass 1.5984 8 7 87 Pass 1.6174 8 7 87 Pass 1.6364 8 7 87 Pass 1.6553 7 7 100 Pass 1.6743 7 7 100 Pass 1.6932 7 7 100 Pass 1.7122 7 7 100 Pass 1.7311 7 7 100 Pass 1.7501 7 7 100 Pass 1.7691 7 7 100 Pass 1.7880 7 7 100 Pass 1.8070 7 6 85 Pass 1.8259 6 6 100 Pass 1.8449 6 6 100 Pass 1.8638 6 6 100 Pass 1.8828 6 6 100 Pass 1.9018 6 6 100 Pass 1.9207 6 6 100 Pass 1.9397 6 5 83 Pass 1.9586 6 4 66 Pass 1.9776 4 4 100 Pass Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 22 Water Quality Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 23 POC2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 24 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 25 Appendix Predeveloped Schematic FDMA 1I1DMA 1I]DMA 2lIDMA2kIDMA3 1Existin1 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:17 AM Page 26 Mitigated Schematic jDMA 1.1 - - DMA 1.2 DMA 2.1 9,. 72ac MA 2.2 DMA 3 Existing Area 1.00ac Existing Area .60ac _ L FIMP.I HMP 2 HMP 3 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:19 AM Page 27 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> WDM 26 Park Hyatt Aviara Resort SDHM.wdm MESSU 25 PrePark Hyatt Aviara Resort SDHM.MES 27 PrePark Hyatt Aviara Resort SDHM.L61 28 PrePark Hyatt Aviara Resort SDHM.L62 30 POCPark Hyatt Aviara Resort SDHM1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 IMPLND 1 PERLND 33 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl - #<----------Title----------->***TRAN PIVL DIG1 1 DMA 1.1 - Existing Area MAX END DISPLY-INFOl END DISPLY COPY TIMESERIES - # NPT NMN ** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD END OPCODE PARM # # K*** END PARN END GENER PERLND GEN-INFO FILl PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><-------Name------->NBLKS Unit-systems Printer - User t-series Enql Metr in out - 33 D,Dirt,Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > Active Sections - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 33 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > k*k*** Print-flags ***************************** PIVL PYR - * ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 33 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO IPark Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 28 PWAT-PARN1 <PLS > PWATER variable monthly parameter value flags *** - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT 33 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 - # ***p5' LZSN INFILT 33 0 2.2 0.02 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 - # ***PETMAX PETMIN INFEXP 33 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 - CEPSC UZSN NSUR 33 0 0.6 0.017 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 - # JAN FEB MAR APR MAY JUN 33 0.4 0.4 0.4 0.4 0.4 0.4 END MON-LZETPARM MON- INTERCEP <PLS > PWATER input info: Part 3 - # JAN FEB MAR APR MAY JUN 33 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP LSUR SLSUR KVARY AGWRC 75 0.15 2.5 0.915 INFILD DEEPFR BASETP AGWETP 2 0 0.05 0.05 INTFW IRC LZETP 1 0.3 0 JUL AUG SEP OCT NOV DEC *** 0.4 0.4 0.4 0.4 0.4 0.4 *** JUL AUG SEP OCT NOV DEC 0.1 0.1 0.1 0.1 0.1 0.1 PWAT-STATE1 <PLS > Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** - CEPS SLJRS UZS IFWS LZS AGWS GWVS 33 0 0 0.01 0 0.4 0.01 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer - User t-series Engl Metr in out 1 IMPERVIOUS-FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > Active Sections - # ATMP SNOW IWAT SLD IWG IQAL 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR - # ATM? SNOW IWAT SLD IWG IQAL 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** - # CSNO RTOP VRS VNN RTLI 1 0 0 0 0 1 END IWAT-PARM1 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 29 IWAT-PARM2 <PLS > IWATER input info: Part 2 - LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 END IWAT-PARM2 IWAT-PARN3 <PLS > IWATER input info: Part 3 - # ***pfl4x PETMIN 1 0 0 END IWAT-PARN3 IWAT-STATE1 <PLS > Initial conditions at start of simulation - *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK <Name> # <-factor-> <Name> * Tbl# DMA 1.1 - Existing Area IMPLND 1 0.63 COPY 501 15 DMA 1.2*** PERLND 33 1 COPY 501 12 PERLND 33 1 COPY 501 13 DMA 2.1 - Existing Area*** IMPLND 1 0.13 COPY 501 15 DMA 2.2*** PERLND 33 0.72 COPY 501 12 PERLND 33 0.72 COPY 501 13 DMA 3*** PERLND 33 0.6 COPY 501 12 PERLND 33 0.6 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # * <Name> # # END NETWORK RCHRES GEN- INFO RCHRES Name Nexits Unit Systems Printer * - #<------------------><---> User T-series Engi Metr LKFG in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > Active Sections - * HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR * - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR END PRINT-INFO HYDR-PAP.M1 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 30 RCHRES Flags for each HYDR Section - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARIv1l HYDR-PARN2 - t FTABNO LEN DELTH STCOR KS DB50 <------><--------><--------><--------><--------><--------><--------> END HYDR-PARM2 HYDR- INIT RCHRES Initial conditions for each HYDR section *** - VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Anid <Name> # <Name> # #<-factor->strg <Name> # <Name> tern strg strg*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <_Member_>*** <Name> <Name> # #<-factor-> <Name> <Name> # MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 31 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> WDM 26 Park Hyatt Aviara Resort SDHM.wdm MESSU 25 MitPark Hyatt Aviara Resort SDHM.MES 27 MitPark Hyatt Aviara Resort SDHM.L61 28 MitPark Hyatt Aviara Resort SDHM.L62 30 POCPark Hyatt Aviara Resort SDHM1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 IMPLND 1 PERLND 46 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl * - #<----------Title----------->***TRAN PIVL DIG1 FILl 1 HMP3 MAX END DISPLY-INFOl END DISPLY COPY T IMESERIES * - # NPT NMN 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE * # OPCD *** END OPCODE PARN # # END FARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><-------Name------->NBLKS Unit-systems Printer - User t-series Engl Metr in out *** 46 D,Urban,Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > Active Sections * - # ATMP SNOW PWAT SED PST PWG FOAL MSTL PEST NITR PHOS TRAC 46 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 32 <PLS > ***************** Print-flags ***************************** PIVL PYR - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 46 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT 46 0 1 1 1 0 0 0 0 1 1 0 END PWAT-PARM1 PWAT-PARN2 <PLS > PWATER input info: Part 2 - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 46 0 3.8 0.03 50 0.05 2.5 0.915 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 - # ***)( PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 46 0 0 2 2 0 0.05 0.05 END PWAT-PARM3 PWAT-PARN4 <PLS > PWATER input info: Part 4 - CEPSC UZSN NSUR INTFW IRC LZETP 46 0 0.6 0.03 1 0.3 0 END PWAT-PARM4 MON-LZETPARN <PLS > PWATER input info: Part 3 - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC 46 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 END MON-LZETPARM MON- INTERCEP <PLS > PWATER input info: Part 3 - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 46 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 END MON-INTERCEP PWAT- STATE 1 <PLS > Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - * CEPS SURS UZS IFWS LZS AGWS GWVS 46 0 0 0.15 0 1 0.05 0 END PWAT-STATE1 END PERLND IMPLND GEN- INFO <PLS ><-------Name-------> #_ * 1 IMPERVIOUS-FLAT END GEN-INFO *** Section IWATER*** Unit-systems Printer User t-series Engl Metr in out *** 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections * - * ATMP SNOW IWAT SLD IWG IQAL 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR * - # ATMP SNOW IWAT SLD IWG IQAL 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 33 - # CSNO RTOP VRS VNN RTLI 1 0 0 0 0 1 END IWAT-PARM1 IWAT-PARN2 <PLS > IWATER input info: Part 2 - LSUR SLSUR NSUR RETSC 1 100 0.05 0.011 0.1 END IWAT-PAR?12 IWAT-PARI13 <PLS > IWATER input info: Part 3 - # ***p5px PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > Initial conditions at start of simulation - *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK <Name> # <-factor-> <Name> # Tbl# DMA 1.1 - Existing Area IMPLND 1 0.63 RCHRES 2 5 DMA 1.2*** PERLND 46 0.68 RCHRES 2 2 PERLND 46 0.68 RCHRES 2 3 IMPLND 1 0.32 RCHRES 2 5 DMA 2.1 Existing Area*** IMPLND 1 0.13 RCHRES 3 5 DMA 2.2*** PERLND 46 0.23 RCHRES 3 2 PERLND 46 0.23 RCHRES 3 3 IMPLND 1 0.49 RCHRES 3 5 DMA 3*** PERLND 46 0.12 RCHRES 1 2 PERLND 46 0.12 RCHRES 1 3 IMPLND 1 0.48 RCHRES 1 5 ******Routing****** IMPLND 1 0.63 COPY 1 15 PERLND 46 0.68 COPY 1 12 IMPLND 1 0.32 COPY 1 15 PERLND 46 0.68 COPY 1 13 IMPLND 1 0.13 COPY 1 15 PERLND 46 0.23 COPY 1 12 IMPLND 1 0.49 COPY 1 15 PERLND 46 0.23 COPY 1 13 PERLND 46 0.12 COPY 1 12 IMPLND 1 0.48 COPY 1 15 PERLND 46 0.12 COPY 1 13 RCHRES 1 2. COPY 501 16 RCHRES 2 1 COPY 501 16 RCHRES 3 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> t # COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 34 END NETWORK RCHRES GEN- INFO RCHRES Name Nexits Unit Systems --------------------><---> User T-series in out 1 HMP3 1 1 1 1 2 HMP1 1 1 1 1 3 HMP2 1 1 1 1 END GEN-INFO *** Section RCHRES*** Printer Engl Metr LKFG *** *** 28 0 1 28 0 1 28 0 1 ACTIVITY <PLS > ************* Active Sections - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR - I HYDR ADCA CONS HEAT SED GQL OXRX NUTR PINK PHCB PIVL PYR 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARN1 RCHRES Flags for each HYDR Section I - I VC Al A2 A3 ODFVFG for each FG FG FG FG possible exit * * * * * * * * * 1 0100 40000 2 0100 40000 3 0100 40000 END HYDR-PARM1 ODGTFG for each *** possible exit * * * * * 00000 00000 00000 *** FUNCT for each possible exit *** 22222 22222 22222 HYDR-PARM2 I - I FTABNO LEN DELTH STCOR KS DB50 ><--------><--------><--------><--------><--------><--------> *** 1 1 0.02 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR- INIT RCHRES Initial conditions for each HYDR section *** I - I VOL Initial value of COLIND Initial value of OUTDGT ac-ft for each possible exit for each possible exit ><--------> <---><---><---><---><---> *** 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 91 4 Depth Area Volume Outflowl (ft) (acres) (acre-ft) (cfs) 0.000000 0.000000 0.000000 0.000000 0.055556 0.002358 0.000088 0.006143 0.111111 0.003316 0.000247 0.008687 0.166667 0.004038 0.000452 0.010640 0.222222 0.004636 0.000693 0.012286 0.277778 0.005153 0.000965 0.013736 Velocity Travel Time*** (ft/sec) (Minutes) *** Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 35 0.333333 0.005612 0.001265 0.015047 0.388889 0.006025 0.001588 0.016253 0.444444 0.006402 0.001934 0.017375 0.500000 0.006749 0.002299 0.018429 0.555556 0.007070 0.002683 0.019426 0.611111 0.007369 0.003084 0.020374 0.666667 0.007648 0.003501 0.021280 0.722222 0.007909 0.003934 0.022149 0.777778 0.008154 0.004380 0.022985 0.833333 0.008384 0.004839 0.023791 0.888889 0.008601 0.005311 0.024572 0.944444 0.008806 0.005795 0.025328 1.000000 0.008999 0.006289 0.026062 1.055556 0.009181 0.006795 0.026776 1.111111 0.009353 0.007309 0.027472 1.166667 0.009515 0.007834 0.028150 1.222222 0.009669 0.008366 0.028813 1.277778 0.009813 0.008908 0.029460 1.333333 0.009949 0.009457 0.030094 1.388889 0.010077 0.010013 0.030715 1.444444 0.010197 0.010576 0.031323 1.500000 0.010310 0.011146 0.031920 1.555556 0.010415 0.011722 0.032505 1.611111 0.010514 0.012303 0.033081 1.666667 0.010606 0.012890 0.033646 1.722222 0.010691 0.013481 0.034202 1.777778 0.010769 0.014077 0.034750 1.833333 0.010842 0.014678 0.035288 1.888889 0.010908 0.015282 0.035819 1.944444 0.010968 0.015890 0.036342 2.000000 0.011022 0.016500 0.036857 2.055556 0.011070 0.017114 0.037366 2.111111 0.011112 0.017730 0.037867 2.166667 0.011148 0.018349 0.038363 2.222222 0.011179 0.018969 0.038851 2.277778 0.011204 0.019591 0.039334 2.333333 0.011224 0.020214 0.039811 2.388889 0.011238 0.020838 0.040282 2.444444 0.011246 0.021462 0.040747 2.500000 0.011249 0.022087 0.041208 2.555556 0.011246 0.022712 0.041663 2.611111 0.011238 0.023337 0.042114 2.666667 0.011224 0.023960 0.042559 2.722222 0.011204 0.024584 0.043000 2.777778 0.011179 0.025205 0.043437 2.833333 0.011148 0.025826 0.043869 2.888889 0.011112 0.026444 0.044297 2.944444 0.011070 0.027060 0.044721 3.000000 0.011022 0.027674 0.045141 3.055556 0.010968 0.028285 0.045557 3.111111 0.010908 0.028892 0.045969 3.166667 0.010842 0.029496 0.046378 3.222222 0.010769 0.030097 0.046783 3.277778 0.010691 0.030693 0.047185 3.333333 0.010606 0.031285 0.047583 3.388889 0.010514 0.031871 0.047978 3.444444 0.010415 0.032453 0.048369 3.500000 0.010310 0.033028 0.048758 3.555556 0.010197 0.033598 0.049143 3.611111 0.010077 0.034161 0.049526 3.666667 0.009949 0.034717 0.049905 3.722222 0.009813 0.035266 0.050282 3.777778 0.009669 0.035808 0.050656 3.833333 0.009515 0.036341 0.051027 3.888889 0.009353 0.036865 0.051395 3.944444 0.009181 0.037380 0.051761 4.000000 0.008999 0.037885 0.052124 4.055556 0.008806 0.038379 0.052485 4.111111 0.008601 0.038863 0.052843 4.166667 0.008384 0.039335 0.053199 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 36 4.222222 0.008154 0.039794 0.053553 4.277778 0.007909 0.040241 0.053904 4.333333 0.007648 0.040673 0.054253 4.388889 0.007369 0.041090 0.054599 4.444444 0.007070 0.041491 0.054944 4.500000 0.006749 0.041875 0.055286 4.555556 0.006402 0.042241 0.055626 4.611111 0.006025 0.042586 0.055965 4.666667 0.005612 0.042909 0.056301 4.722222 0.005153 0.043209 0.056635 4.777778 0.004636 0.043481 0.155241 4.833333 0.004038 0.043722 0.567360 4.888889 0.003316 0.043927 1.153361 4.944444 0.002358 0.044087 1.867355 5.000000 0.001000 0.044174 2.681349 END FTABLE 1 FTABLE 2 92 4 Depth Area Volume Out flowl (ft) (acres) (acre-ft) (cfs) 0.000000 0.029385 0.000000 0.000000 0.033333 0.029385 0.000979 0.002787 0.066667 0.029385 0.001959 0.003941 0.100000 0.029385 0.002938 0.004827 0.133333 0.029385 0.003918 0.005574 0.166667 0.029385 0.004897 0.006232 0.200000 0.029385 0.005877 0.006826 0.233333 0.029385 0.006856 0.007373 0.266667 0.029385 0.007836 0.007883 0.300000 0.029385 0.008815 0.008361 0.333333 0.029385 0.009795 0.008813 0.366667 0.029385 0.010774 0.009243 0.400000 0.029385 0.011754 0.009654 0.433333 0.029385 0.012733 0.010048 0.466667 0.029385 0.013713 0.010428 0.500000 0.029385 0.014692 0.010794 0.533333 0.029385 0.015672 0.011148 0.566667 0.029385 0.016651 0.011491 0.600000 0.029385 0.017631 0.011824 0.633333 0.029385 0.018610 0.012148 0.666667 0.029385 0.019590 0.012463 0.700000 0.029385 0.020569 0.012771 0.733333 0.029385 0.021549 0.013072 0.766667 0.029385 0.022528 0.013365 0.800000 0.029385 0.023508 0.013653 0.833333 0.029385 0.024487 0.013934 0.866667 0.029385 0.025467 0.014210 0.900000 0.029385 0.026446 0.014481 0.933333 0.029385 0.027426 0.014747 0.966667 0.029385 0.028405 0.015008 1.000000 0.029385 0.029385 0.015264 1.033333 0.029385 0.030364 0.015517 1.066667 0.029385 0.031344 0.015765 1.100000 0.029385 0.032323 0.016009 1.133333 0.029385 0.033303 0.016250 1.166667 0.029385 0.034282 0.016487 1.200000 0.029385 0.035262 0.016721 1.233333 0.029385 0.036241 0.016952 1.266667 0.029385 0.037221 0.017180 1.300000 0.029385 0.038200 0.017404 1.333333 0.029385 0.039180 0.017626 1.366667 0.029385 .0.040159 0.017845 1.400000 0.029385 0.041139 0.018061 1.433333 0.029385 0.042118 0.018275 1.466667 0.029385 0.043098 0.018486 1.500000 0.029385 0.044077 0.018695 1.533333 0.029385 0.045057 0.018902 1.566667 0.029385 0.046036 0.019106 1.600000 0.029385 0.047016 0.019308 1.633333 0.029385 0.047995 0.019508 Velocity Travel Time*** (ft/sec) (Minutes) *** Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 37 1.666667 0.029385 0.048975 0.019706 1.700000 0.029385 0.049954 0.019902 1.733333 0.029385 0.050934 0.020097 1.766667 0.029385 0.051913 0.020289 1.800000 0.029385 0.052893 0.020479 1.833333 0.029385 0.053872 0.020668 1.866667 0.029385 0.054852 0.020855 1.900000 0.029385 0.055831 0.021041 1.933333 0.029385 0.056811 0.021224 1.966667 0.029385 0.057790 0.021407 2.000000 0.029385 0.058770 0.021587 2.033333 0.029385 0.059749 0.021766 2.066667 0.029385 0.060728 0.021944 2.100000 0.029385 0.061708 0.022120 2.133333 0.029385 0.062687 0.022295 2.166667 0.029385 0.063667 0.022469 2.200000 0.029385 0.064646 0.022641 2.233333 0.029385 0.065626 0.022812 2.266667 0.029385 0.066605 0.022981 2.300000 0.029385 0.067585 0.023150 2.333333 0.029385 0.068564 0.023317 2.366667 0.029385 0.069544 0.023483 2.400000 0.029385 0.070523 0.023648 2.433333 0.029385 0.071503 0.023811 2.466667 0.029385 0.072482 0.023974 2.500000 0.029385 0.073462 0.024135 2.533333 0.029385 0.074441 0.065166 2.566667 0.029385 0.075421 0.291889 2.600000 0.029385 0.076400 0.624554 2.633333 0.029385 0.077380 1.035820 2.666667 0.029385 0.078359 1.512350 2.700000 0.029385 0.079339 2.045460 2.733333 0.029385 0.080318 2.628590 2.766667 0.029385 0.081298 3.256268 2.800000 0.029385 0.082277 3.923594 2.833333 0.029385 0.083257 4.625959 2.866667 0.029385 0.084236 5.358874 2.900000 0.029385 0.085216 6.117878 2.933333 0.029385 0.086195 6.898481 2.966667 0.029385 0.087175 7.696131 3.000000 0.029385 0.088154 8.506214 3.033333 0.029385 0.089134 9.324057 END FTABLE 2 FTABLE 3 92 4 Depth Area Volume Outflowl Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes) *** 0.000000 0.012489 0.000000 0.000000 0.055556 0.012489 0.000694 0.023090 0.111111 0.012489 0.001388 0.032655 0.166667 0.012489 0.002081 0.039994 0.222222 0.012489 0.002775 0.046181 0.277778 0.012489 0.003469 0.051631 0.333333 0.012489 0.004163 0.056559 0.388889 0.012489 0.004857 0.061091 0.444444 0.012489 0.005550 0.065309 0.500000 0.012489 0.006244 0.069271 0.555556 0.012489 0.006938 0.073018 0.611111 0.012489 0.007632 0.076582 0.666667 0.012489 0.008326 0.079987 0.722222 0.012489 0.009019 0.083253 0.777778 0.012489 0.009713 0.086396 0.833333 0.012489 0.010407 0.089428 0.888889 0.012489 0.011101 0.092361 0.944444 0.012489 0.011795 0.095204 1.000000 0.012489 0.012489 0.097964 1.055556 0.012489 0.013182 0.100648 1.111111 0.012489 0.013876 0.103263 1.166667 0.012489 0.014570 0.105813 1.222222 0.012489 0.015264 0.108303 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 38 1.277778 0.012489 0.015958 0.110737 1.333333 0.012489 0.016651 0.113119 1.388889 0.012489 0.017345 0.115452 1.444444 0.012489 0.018039 0.117738 1.500000 0.012489 0.018733 0.119981 1.555556 0.012489 0.019427 0.122182 1.611111 0.012489 0.020120 0.124345 1.666667 0.012489 0.020814 0.126471 1.722222 0.012489 0.021508 0.128561 1.777778 0.012489 0.022202 0.130618 1.833333 0.012489 0.022896 0.132644 1.888889 0.012489 0.023589 0.134638 1.944444 0.012489 0.024283 0.136604 2.000000 0.012489 0.024977 0.138542 2.055556 0.012489 0.025671 0.140453 2.111111 0.012489 0.026365 0.142338 2.166667 0.012489 0.027058 0.144199 2.222222 0.012489 0.027752 0.146036 2.277778 0.012489 0.028446 0.147850 2.333333 0.012489 0.029140 0.149642 2.388889 0.012489 0.029834 0.151413 2.444444 0.012489 0.030527 0.153164 2.500000 0.012489 0.031221 0.154894 2.555556 0.012489 0.031915 0.156606 2.611111 0.012489 0.032609 0.158299 2.666667 0.012489 0.033303 0.159974 2.722222 0.012489 0.033997 0.161632 2.777778 0.012489 0.034690 0.163273 2.833333 0.012489 0.035384 0.164898 2.888889 0.012489 0.036078 0.166507 2.944444 0.012489 0.036772 0.168100 3.000000 0.012489 0.037466 0.169678 3.055556 0.012489 0.038159 0.171242 3.111111 0.012489 0.038853 0.172792 3.166667 0.012489 0.039547 0.174328 3.222222 0.012489 0.040241 0.175851 3.277778 0.012489 0.040935 0.177360 3.333333 0.012489 0.041628 0.178857 3.388889 0.012489 0.042322 0.180341 3.444444 0.012489 0.043016 0.181813 3.500000 0.012489 0.043710 0.183274 3.555556 0.012489 0.044404 0.184722 3.611111 0.012489 0.045097 0.186160 3.666667 0.012489 0.045791 0.187587 3.722222 0.012489 0.046485 0.189002 3.777778 0.012489 0.047179 0.190408 3.833333 0.012489 0.047873 0.191802 3.888889 0.012489 0.048566 0.193187 3.944444 0.012489 0.049260 0.194562 4.000000 0.012489 0.049954 0.195928 4.055556 0.012489 0.050648 0.197284 4.111111 0.012489 0.051342 0.198630 4.166667 0.012489 0.052036 0.199968 4.222222 0.012489 0.052729 0.201297 4.277778 0.012489 0.053423 0.202617 4.333333 0.012489 0.054117 0.203928 4.388889 0.012489 0.054811 0.205231 4.444444 0.012489 0.055505 0.206526 4.500000 0.012489 0.056198 0.207813 4.555556 0.012489 0.056892 0.220086 4.611111 0.012489 0.057586 0.611029 4.666667 0.012489 0.058280 1.267544 4.722222 0.012489 0.058974 2.104212 4.777778 0.012489 0.059667 3.084238 4.833333 0.012489 0.060361 4.182143 4.888889 0.012489 0.061055 5.376159 4.944444 0.012489 0.061749 6.645527 5.000000 0.012489 0.062443 7.969404 5.055556 0.012489 0.063136 9.326497 END FTABLE 3 Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 39 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # tern strg<-factor->strg <Name> # # <Name> # I WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVA? ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 46 EXTNL SURLI END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd <Name> I <Name> I #<-factor->strg <Name> I <Name> tern strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1018 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1020 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1021 STAG ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1022 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1023 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <_Member_>*** <Name> <Name> I #<-factor-> <Name> <Name> I MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 40 Predeveloped HSPF Message File Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 41 Mitigated HSPF Message File Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:20 AM Page 42 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Park Hyatt Aviara Resort SDHM 3/3/2020 5:51:21 AM Page 43 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: IEJ 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 I— M 0 D U LA R Inspection Overview WETLANDS As with all stormwater BMPs inspection and maintenance on the MWS Linear is necessary. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific loading conditions. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP will exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. Inspection Eauiment Following is a list of equipment to allow for simple and effective inspection of the MWS Linear: Modular Wetland Inspection Form Flashlight Manhole hook or appropriate tools to remove access hatches and covers Appropriate traffic control signage and procedures Measuring pole and/or tape measure. Protective clothing and eye protection. 7/16" open or closed ended wrench. Large permanent black marker (initial inspections only - first year) Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. I/ T / 4:. I'••• S www.modularwetlands.com 1~_~ M 0 DU L A R WETLANDS InsDection SteDs The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other info (see inspection form). . Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. . Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetlands.com M 0 D U L A R WETLANDS NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6" long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system: Water Level Mark 40 usug a permanent marker draw a 6 inch long horizontal line, as shown, at the ~ higher water level in the MWS Linear discharge chamber. Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularwetlands.com M 0 D U L A R WETLANDS Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: Missing or damaged internal components or cartridges. . Obstructions in the system or its inlet or outlet. . Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". . Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth. www.modularwetlands.com M 0 D U L A R WETLANDS Excessive accumulation of sediment on the BioMediaGREEN media housed within the pre- filter cartridges. The following chart shows photos of the condition of the BioMediaGREEN contained within the pre-filter cartridges. When media is more than 85% clogged replacement is required. __ 1l tç' r* -J.' V• t;.:: New Exhausted BioMediaGREEN BioMediaGREEN 0% -- Percent Clogged -- 100% Overgrown vegetation. •• a Water level in discharge chamber during 100% operating capacity (pre-treatment chamber water level at max height) is lower than the watermark by 20%. www.modularwetlands.com MODULAR WETLANDS InsDection Notes Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. Entry into chambers may require confined space training based on state and local regulations. No fertilizer shall be used in the Biofiltration Chamber. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com I Maintenance Guidelines for Modular Wetland System - Linear M 0 D U L A R WETLANDS Maintenance Summary Remove Sediment from Pre-Treatment Chamber - average maintenance interval is 12 to 24 months. (10 minute average service time). Replace Pre-Filter Cartridge Media - average maintenance interval 12 to 24 months. ( 10- 15 minute per cartridge average service time). Trim Vegetation - average maintenance interval is 6 to 12 months. (Service time varies). System Diagram Access to separation chamber and pre-filter cartridge (13 Pre-treatment Chamber ('13 Biofiltration Chamber () Discharge Chamber 1 Individual Media Filters Pre-fitter Cartridge Cartridge Housing/ Vertical Underdrain Manifold UZ /Orain-Down MEDIA BIoMedIaGREEN ( 3) www.modularwetlands.com MODULAR Maintenance Overview WETLANDS The time has come to maintain your Modular Wetland System Linear (MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form). . Set up all appropriate safety and cleaning equipment. . Ensure traffic control is set up and properly positioned. Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: Modular Wetland Maintenance Form Manhole hook or appropriate tools to access hatches and covers Protective clothing, flashlight and eye protection. 7/16" open or closed ended wrench. Vacuum assisted truck with pressure washer. Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). www.modularwetlands.com M 0 D U L A R WETLANDS Maintenance Steps 1. Pre-treatment Chamber (bottom of chamber) Remove access hatch or manhole cover over pre-treatment chamber and position vacuum truck accordingly. With a pressure washer spray down pollutants accumulated on walls and pre-filter cartridges. Vacuum out Pre-Treatment Chamber and remove all accumulated pollutants including trash, debris and sediments. Be sure to vacuum the floor until pervious payers are visible and clean. If Pre-Filter Cartridges require media replacement move onto step 2. If not, replace access hatch or manhole cover. Removal of access hatch to gain access below. Removal of trash, sediment and debris. Insertion of vacuum hose into separation chamber. Fully cleaned separation chamber. www.modularwetlands.com M 0 D U L A R WETLANDS 2. Pre-Filter Cartridges (attached to wall of pre-treatment chamber) After finishing step 1 enter pre-treatment chamber. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. Pre-filter cartridges with tops on. 1 9 ; I ( / •t %•._ Inside cartridges showing media filters ready for replacement. Place the vacuum hose over each individual media filter to suck out filter media. Vacuuming out of media filters. Once filter media has been sucked use a pressure washer to spray down inside of the cartridge and it's containing media cages. Remove cleaned media cages and place to the side. Once removed the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge. www.modularwetlands.com M 0 D U L A R WETLANDS Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. Refilling trey for media replacement. Refilling trey on cartridge with bulk media. Exit pre-treatment chamber. Replace access hatch or manhole cover. 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace Fin with new ones: www.modularwetlands.com M 0 D U LA R WETLANDS Inspection Notes Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. Entry into chambers may require confined space training based on state and local regulations. No fertilizer shall be used in the Biofiltration Chamber. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com MODULAR WETLANDS Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com 81,0 CLEAN ENVIRONMENTAL SERVICES. INC. Inspection Report Modular Wetlands System act Name Office Use Only Project Address (diy) (Zip Cod.) Owner / Management Company (Date) Office personnel to complete section to Contact Phone( ) - the Wt Inspector Name Date _____/ _____/ Time AM /PM Type of Inspection 0 Routine 0 Follow Up 0 Complaint 0 Storm Storm Event in Last 72-hours? 0 No 0 Yes Weather Condition Additional Notes Inspection Checklist Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Is the Inlet/outlet pipe or drain down pipe damaged or otherwise not functioning property? rklng Condition: is were evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging th unit? Is there standing water In inappropriate areas after a dry period? Is the filter insert (If applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the depth of sedimentltrashldebns suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes specify which one in the comments section. Note depth of accumulation in In pm-treatment chamber. Depth: Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Chamber Any signs of improper functioning In the discharge chamber? Note Issues In comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Is there a septic or foul odor coming from inside the system? Waste: Yes No Recommended Maintenance Plant Information Sediment / Silt / Clay No Cleaning Needed T)amaoe to Plants Trash! Bags / Bottles Schedule Maintenance as Planned Plant Replacement Green Waste / Leaves / Foliage Needs Immediate Maintenance [Plant Trimming ,itIonal Notes: 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 I- M 0 D U LA R WETLANDS Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo@modularWetlands.com www.modularwetlands.com SIS CLEAN Cleaning and Maintenance Report 96, ENVIRONMENTAL SERVICES. INC. Modular Wetlands System U 0 0 U L Project Name Project Address (dty) (Zip Cods) (Reviewed By) Owner I Management Company (Date) Office personnel to complete section to Contact Phone( ) - theleft. InspectorName Date _____I _____I Time AM/PM Type of Inspection 0 Routine 0 Follow Up 0 Complaint 0 Storm Storm Event in Last 72-hours? 0 No 0 Yes Weather Condition Additional Notes Site Map # GPS Coordinates of Insert Manufacturer I Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @75%) Operational Per Manufactures Specifications (If not, why?) 'Let MWS Catch Basins Long: MWS Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 2972 San Luis Ray Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 PLAN VIEW PERIMETER VOID AREA DOWN LINE PRE-F7LTER CARTRIDGE OUTLET PIPE INLET PIPE LEFT END VIEW SEE NOTES SEE NOTES In PEAK HCL TOP OF V/BR FLOW CON!ROL- FE IN 2 RISE R FE/Ni IF UP 1 ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACI7Y SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFFiCIENT VARIA 7/ON IN ELEVATiON BETWEEN THE INLET AND OUTLET BE PROI1DED TO ALLOW FOR ACCUMULA11ON OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODINGG, RIGHT END VIEW SITE SPECIFIC DATA PRWECT NUMBER 10214 ORDER NUMBER PRWECT NAME PARK HYATT CARLSBAD PRWECT LOCAl/ON CARLSBAD, CA STRUCTURE ID BMP 1 1R&41MENT REQUIRED VOLUME BASED (CF) FLOW BASED (Cr5) 3,136 N/A 1R&47MENT HGL AVAILABLE (17) 2.8 PEAK BYPASS REQUIRED (Cr5) - IF APPLICABLE 6.65 PIPE DATA I.E. MATERIAL 014ME7ER INLET PIPE 1 206.49 HOPE 12 INLET PIPE 2 208.57 HOPE 12D OUTLET PIPE 206.24 HDPE 120 PRETREATMENT BIOF1L TRA 7/ON DISCHARGE RIM ELEVAY7ON 211.41 211.41 211.41 SURFACE LOAD I PEDESTRIAN PEDESTRIAN PEDESTRIAN FRAME & COVER I 36D X 60D N/A N/A WETLANOMEDIA VOLUME (CY) 1.01 ORIfiCE SIZE (014. INCHES) 00.740 NOTES: PRELIM/NARY NOT FOR CONSTRUCT/ON. INSTALLATION NOTES CONTRACTOR TO PROI'IDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACWRERS SPECIFiCATiONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT. UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER RECOMMENDS A MINIMUM 60 LEVEL ROCK BASE UNLESS SPECIFiED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFiCATiONS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECT/NC PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATER 17GHT PER MANUFACTURERS STANDARD CONNECTiON DETAIL CONTRACTOR RESPONSIBLE FOR INSTALLA77ON OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH RN/SHED SURFACE UNLESS SPECIFiED OTHERWISE VEGETATiON SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATiON MUST HAVE DRIP OR SPRAY IRRIGATiON SUPPLIED AND INSTALLED BY OTHERS. Z CONTRACTOR RESPONSIBLE FOR CONTACTiNG 810 CLEAN FOR ACT!VA/iON OF UNIT MANUFACTURERS WARRANTY IS VOID WITH OUT PROPER ACT!VAT/ON BY A BIO CLEAN REPRESENTATiVE. GENERAL NOTES MANUFACTURER TO PROI'7DE ALL M47ERL4LS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATiONS, SPECIFiCATiONS AND 04PACI7YES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFiC DRAWINGS DETAILING EXACT DIMENSIONS, WE7015 AND ACCESSORIES PLEASE CONTACT 8/0 CLEAN. fdRI(M CA BEDI jL PA TENTED DRAIN DO W" LINE I .. w( PERIMETER \I PRE—flLljU- C.4RTRIXE INLET p/pfi I LOI/ILET PIPE SEE NOTES SEE NOTES PLAN VIEW 215.50 r i RiMen FLOW CONTROL RISER /EIN1 E3, fi ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE DESIGN AND CAPACI7Y OF THE PEAK CONVEYANCE METHOD TO BE REWEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFFiCIENT VARIATiON IN EW/A liON BETWEEN THE INLET AND OUTLET BE PROI'IOED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE—TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. II I TOP OF VAULT 21 I I 212.71 PEAK HGL I 70POFWE1R IE IN 2 6'— LEFT END VIEW CA HIMT END VIEW SITE SPECIFIC DATA PRWECT NUMBER 10214 ORDER NUMBER PRWECT NAME PARK HYATT CARLSBAD PRWECT LOCATiON CARLSBAD, CA STRUCTURE ID BMP 2 7REA1MENT REQUIRED VOLUME BASED (Cr) FLOW BASED (Cr5) 2,396 N/A 7RE.4Th1E7'IT HGL AVAILABLE (Fl) 4.51 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 3.92 PIPE DATA /.L MA7ERLAL DL4ME7ER INLET PIPE 1 208.37 HOPE 12' INLET PIPE 2 211.37 HDPE 12' OUTLET PIPE 208.12 HOPE 12' PRE17?EA77dENT 8I0F1L IRA liON DISCHARGE RIM ELEVATiON 215.50 215.50 215.50 SURFACE LOAD PEDESTRIAN PEDESTRL4N PEDESTRL4N FRAME& COVER 48'X48' I N/A N/A WETLANDMED1,4 VOLUME (CY) 0.96 ORIFiCE SIZE (OLs4. INCHES) 0057' NOTES: PRELIMINARY NOT FOR CONSTRUCTION. INSTALLATION NOTES CONTRACTOR TO PROI'IDE ALL LABOR, EQUIPMENT, M47ER14LS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFiCATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT UNIT MUST BE INSTALLED ON LEVEL 84Sf. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK &4SE UNLESS SPEC/RED BY THE PRWECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PRWECT ENGINEERS RECOMMENDED BASE SPECIFiCATIONS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTiNG PIPES. ALL PIPES MUST BE FLUSH WIll! INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATER TiGHT PER MANUFACTURERS STANDARD CONNECTION DETAIL. CONTRACTOR RESPONSIBLE FOR /NSTAI.LA11ON OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH F1MSHED SURFACE UNLESS SPEC/RED OTHERWISE. VEGETATiON SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATiON MUST HAVE DRIP OR SPRAY IRRIGATiON SUPPLIED AND INSTALLED BY OTHERS. Z CONTRACTOR RESPONSIBLE FOR CONTACTiNG BIO CLEAN FOR ACTIVATiON OF UNIT MANUFACTURERS WARRANTY IS VOID WITH OUT PROPER ACTiVATiON BY A B/O CLEAN REPRESENTATIVE. GENERAL NOTES MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATIONS, SPECIFiCATiONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPEC/AC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT 810 CLEANN, OUTLET PIPES 'INLET PIPES SEE NOTES SEE NOTES PLAN VIEW • II T = .. I PATENTED PERIMETER WilD AREA I WEflANDMEDL4 CA BED DRAIN XJ4W UNE ipPRE-RLTER CARTRIDGE CA 207.50 RIM/PC 206.06 TOP OFVAULT i 2O5.97 TOP OF WEJR MPM HCL OO.56 IEIN2? I I I I I FLOWCONlROL-. I 1fin&d L LAR I ND5 w WMAWN CfJTAfhW Dv illS JMD4T is lIlt .LE I lY FCIY7E7M AND IM COMM W lSil I B i o 7A Off ?b? ANY PART lllETW my WD IR7V1 RU Dv ANY MMER ill CVJT lIlt *wm mseff ar FThV1E( I SITE SPECIFIC DATA PRWECT NUMBER 10214 ORDER NUMBER PROJECT NAME PARK H)'ATT C.ARLSB4D PROJECT LOCATiON CARLSBAD, CA STRUCTURE ID BMP IT TREATMENT REQUIRED VOLUME BASED (Cr) FLOW BASED (CFS) 1,873 N/A TREATMENT HGL AVAILABLE (Fr) 5.00 PEAK BYPASS REQUIRED (Cr5) - IF APPLICABLE 2.96 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 200.56 PVC 121 INLET PIPE 2 204.20 PVC 121 0(1flEl PIPE 200.31 PVC 12' PRETREATMENT BIOFYL TRA liON DISCHARGE RIM ELEVATiON 207.50 207.50 207.50 SURFACE LOAD PEDESTRIAN PEDESTRIAN PEDESTRIAN FR4ME& COVER 48'X48' N/A N/A WETLANDMEOIA VOLUME (CY) 0.95 ORIFiCE SIZE (014 INCHES) 00.4E NOTES: PRELIMINARY NOT FOR CONSTRUCTION. INSTALLATION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFYCA liONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6' LEVEL ROCK BASE UNLESS SPECIFiED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFiCATIONS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXIERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITh' DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATER TiGHT PER MANUFACTURERS STANDARD CONNECTiON DETAIL. CONTRACTOR RESPONSIBLE FOR INSTALLAllON OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATiON SUPPLIED AND INSTALLED BY OTHERS. Z CONTRACTOR RESPONSIBLE FOR CONTAC17NG 810 CLEAN FOR ACTIVATiON OF UNIT MANUFACTURERS WARRANTY IS VOID WITH OUT PROPER ACTIVATiON BY A 810 CLEAN REPRESENTATIVE. GENERAL NOTES MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELVIAY1ONS, SPECIFiCATiONS AND CAPACITIES ARE SU9JECT TO CHANGE. FOR PROJECT SPECIFiC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. r. I JL LEFT END VIEW HATCH\CA RIGHT END VIEW REQUIRED TREATMENT VOLUME (Cr) 1,873 ORAINDOWN DURATION (HOURS) 36 AVERAGE DISCHARGE RATE PER MWS UNIT(GPM) 6.53 OPERATING HEAD (17) 5.0 WEFZANDMEDIA INFiLTRATION RATE (IN/HR) OR 19.5 WETLANDMEDI4 LOADING RATE (GPM/SF) j 0.20 M WS-L-4-4-5 '-8 'W-UG Clean STORM WA TER BIOFIL TRA TION SYSTEM ___ STANDARD DETAIL IE OUT IF IN I ELEVATION VIEW INTERNAL BYPASS DISCLOSURE: THE DESIGN AND C4PACI1Y OF THE PEAK CONVEYANCE METHOD TO BE REI1EWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFF7CIENT VARIATION IN ELEVATION BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATION OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. CA B 0 A lo w Clean A Forterra Company INSPECTION & MA Al: /N /\ \ / INTENANCE UAL ,, \ / / / - -. BioêClean aFs.t-,Ic. URBAN POND INSPECTION & MAINTENANCE Inspection and maintenance of the Urban Pond underground detention, retention, or infiltration system is vital for the performance and life cycle of the stormwater management system. All local, state, and federal permits and regulations must be followed for system compliance. Manway access locations are provided on each system for ease of ingress and egress for routine inspection and maintenance activities. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed and providing protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific conditions. Inspection after the first significant rainfall event and at quarterly intervals is typical. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP can exceed its storage capacity, become blocked, or damaged, which can negatively affect its continued performance. Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the underground detention, retention, or infiltration system: Bio Clean Environmental Inspection and Maintenance Report Form Flashlight Manhole hook or appropriate tools to access hatches and covers Appropriate traffic control signage and procedures Measuring pole and/or tape measure Protective clothing and eye protection Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. 1=1 — $ LE/ Inspection Steps The key to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the Urban Pond underground detention, retention, or infiltration system are quick and easy. As mentioned above, the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order 11 Page BioèCIean to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The Urban Pond underground detention, retention, or infiltration system can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other information (see inspection form). Observe the upstream drainage area and look for sources of pollution, sediment, trash and debris. Observe the inside of the system through the access manholes. If minimal light is available and vision into the unit is impaired, utilize a flashlight to see inside the system and all of its modules. Look for any out of the ordinary obstructions in the inflow and outflow pipes. Check pipes for movement or leakage. Write down any observations on the inspection form. Observe any movement of modules. Observe concrete for cracks and signs of deterioration. In detention and retention systems inspect for any signs of leakage. In infiltration systems inspect for any signs of blockage or reasons that the soils are not infiltrating. Through observation and/or digital photographs, estimate the amount of floatable debris accumulated in the system. Record this information on the inspection form. Next, utilizing a tape measure or measuring stick, estimate the amount of sediment accumulated in the system. Sediment depth may vary throughout the system, depending on the flow path. Record this depth on the inspection form. Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: Damaged inlet and outlet pipes. Obstructions in the system or its inlet or outlet. Excessive accumulation of floatables. Excessive accumulation of sediment of more than 6" in depth. Damaged joint sealant. 21 Page BioêClean Maintenance Equipment While maintenance can be done fully by hand it is recommended that a vacuum truck be utilized to minimize time requirements required to maintain the Urban Pond underground detention, retention, or infiltration system: Bio Clean Environmental Inspection and Maintenance Report Form Flashlight Manhole hook or appropriate tools to access hatches and covers Appropriate traffic control signage and procedures Measuring pole and/or tape measure Protective clothing and eye protection Vacuum truck Trash can Pressure washer Note: Entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. Entry into the system will be required if maintenance is required. Maintenance Procedures It is recommended that maintenance occurs at least three days after the most recent rain event to allow for drain down of the system and any upstream detention systems designed to drain down over an extended period of time. Maintaining the system while flows are still entering it will increase the time and complexity required for maintenance. Once all safety measures have been set up cleaning of the system can proceed as follows: Using an extension on a boom on the vacuum truck, position the hose over the opened manway and lower into the system. Remove all floating debris, standing water (as needed) and sediment from the system. A power washer can be used to assist if sediments have become hardened and stuck to the walls and columns. Repeat the same procedure at each manway until the system has been fully maintained. Be sure not to pressure wash the infiltration area as it may scour. If maintenance requires entry into the vault: Following rules for confined space entry use a gas meter to detect the presence of any hazardous gases. If hazardous gases are present do not enter the vault. Follow appropriate confined space procedures, such as utilizing venting system, to address the hazard. Once it is determined to be safe, enter utilizing appropriate entry equipment such as a ladder and tripod with harness. 31 Page B. Ari ioean The last step is to close up and replace all manhole covers and remove all traffic control. All removed debris and pollutants shall be disposed of following local and state requirements. For Maintenance Services please contact Bio Clean at 760-433-7640, or email info@biocleanenvironmental.com. 41 Page SITE SPECIFIC DATA* PROJECT NUMBER 10214 PROJECT NAME PARK H)4TT CARLSBAD PROJECT LOCATiON CARLSBAD. CA STRUCTURE ID HMP 1 REQUIRED STORAGE VOLUME _(CF)I 3,136 PIPE DATA I.E. 07ERL4L 04ME7ER INLET PIPE 1 207.07 PPV 8 OUTLET PIPE 1 206.57 PVC 12' OUTF.ET PIPE 2 208.57 PVC 12' RIM ELEVATiON 1211.65 SURFACE LOADING REQUIREMENT PE0ES7R14 FRAME AND COVER 030' CORROSIVE SOIL CONDITiONS NA KNOWN GROUNDWATER ELEVATiON NA INCL. 7/41 G4P BEflYEfl1 MODULES - 8'x8'x3' INSIDE i—POURED IN PLACE 108' PVC INLET PIPE r-4'x8' HAUNCH ON I HEIGHT UROANPOND I SLAB D'lENDS 1' IN I FM' = 20707 I PERIMETER LEGS I MODULES I EACH D/REC11ON I I I IhV=206.57 I................ . ....................... ........................ I 81!_71 LONG—Vi 1 £X1ET?IOR WALL -•: PANEL (7)) INTERIOR MODULE—. . Y,ITHJSUPPORT H LEGS H V.." .....4 - .. ' . . PERIMETER MODULE-1 141111 2 INTERIOR SUPPORT LEGS & 1 EXTERIOR WALL 8-O' LONG LINKUP SLAB —'PLAN VIEW 012' PVC OUTLET PIPE 1 1W = 206.57 EXTERIOR WALL PLACED ON TOP OF 012' PVC OUTLET PIPE 2 PANEL ADJACENT MODULES INV = 208.57 3010 MANHOLE ACCESS 441111 RISERS TO GRADE jJJJL::] 1 I. ill .J rir : L.11.J 4 PER ENGINEER OF RECORD URBANPOND MODULES TYPE HEIGHT COUNT INTERIOR TOP 3'-O' 3 PERIMETER TOP J-O' 15 UNK UP SLAB 7' 2 SIDE WALLS LENGTH (Fl) HEIGHT (FT) COUNT 8'-O' 37' 7 8'-7' 3'-7_ 4 STORAGE CAPACITY 1VPE VOL (Cr) UNITS TOTAL (CF) INTERIOR MODULES 178.7 3 536 PERIMETER MODULES 181.3 15 2,720 UNK UP SLAB 192.0 2 384 TOTAL STORAGE CAPACITY 3,640 WATER VOLUME AT 2.56' WATER DEPTH = 3,136 CF HEAVIEST PIECE PERIMETER MODULE = 10,000 LBS. 1:90 SCALE I PROPRIETARY AND C0NF10EN1Z4L ow I M7Th7 ig 15I,(J & I . MM 4V 11S COMM ii I a? W w FLOII.V L6 7 MW IVW j T w .E 11 XT £u' O1FC1ED 8' Bio to 151.a?6 Ll7W F.' I mr ir iii Mir a? I PAY=a? WM AUUi1S --- I I URBA NPOND clea'n PRECAST CONCRETE S TORM WA TER DETENTION ___ ___ PLAN VIEW /5 0 8" O.C.EW TOP & BOTTOM ç-(2) BOLT HOLES FOR SECURiNG PANEL WALLS GEOTEX11LE FABRIC WR4PPED \ (SEE EXT WALL PANEL SHEET) I MIN. 1'-O ABOVE SLAB / F7NLHED SURFACE AND P LAN XFERIOR WALL PANEL (SEE PERIMETER MODULES SINGLE-1 P IECE NTERIOR MODULES SINGLE r-UNKUP SLAB 300 M4NHOLE ACCESS (7)?.) COMPACTED SUB-&4SE \ hEW FOR LOW IONS) PIECE CONS1RUC71ON - CONSTRUC17ON / Will! RiSERS 70 GPADE] -- - --- I I I I I I I I I I I I I 4 -. . . . ................. POURED IN PLACE EXTERIOR hEW - ' INTERIOR ViEW FiLTER FABRIC FOR STEPPED OR SERRATED AND B4KF1LL BASE SLAB APPLIC4BLE OS/LA REQUIREMENTS (SEE DETAIL) ELEVATION VIEW INSTALLATION NOTES CONTRACTOR TO PROI'IDE ALL LABOR, EQUIPMENT MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAW/NC AND THE MANUFACTURER'S SPECIFiCATiONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A POURED IN PLACE CONCRETE BASE SLAB UNLESS SPEC/RED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER'S RECOMMENDED BASE SPEC/F1C4 liONS. J. ALL PIPES MUST BE FLUSH WIll! INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH.) INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL CAPS AROUND PIPES SHALL BE SEALED WATERTiGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECT/ON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNEC77ON STANDARDS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNEC11NC PIPES CONTRACTOR RESPONSIBLE FOR INSTALLATiON OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH F1MSHED SURFACE UNLESS SPEC/RED OTHERWISE. THE UROANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WIll! AS/A! C891-90, INSTALLATiON OF UNDERGROUND PRECAST U11UTY STRUCTURES PROJECT PLAN AND SPECIFiCATiONS MUST BE FOLLOWED ALONG WIll! ANY APPLICABLE REGULATiONS. z CONTRACTOR TO PLACE A LAYER OF CEOTEXIILE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF POURED IN PLACE FOUNDATiON SLAB AND UROANPOND MODULES THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE POURED SLAB IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO PLACE WI/H THE BACKFiLL THE GEO7EX17LE FABRIC PREVEN1S F/NE SOIL PAR77CLES FROM M1GR471NG INTO THE SYTEM. 8. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACWRER'S LIF11NG PROCEDURES 810 CLEAN RECOMMENDS BEGINNING INSTALLATiON WITH THE OUTLET MODULE. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND CAPS SHALL NOT BE GREATER THAN 1/4' ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MIN. 6" JOINT WRAP (ON SIDES AND TOP). THE F7LL PLACED AROUND THE URBANPONO MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATiON, AROUND ALL SIDES. AT NO TiME SHALL THE FILL BEHIND ONE SIDE BE MORE THAN 1 '-0" HIGHER THAN THE RU ON THE OPPOSITE SIDE. BACKFiLL SHALL BE COMPACTED AND/OR V/BRA TED TO ENSURE THAT BACKFiLL MA1ERI4L IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTiON AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE B4CK91LE0 MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACT/ON. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT RAP FROM THE JOINT DURING THE 84CKRLL PROCESS. BACKFiLL MATERIAL MUST BE CLEAN, CRUSHED, ANGULAR NO. 57 (MSHTO £143) AGGREGATE OR NA 17yE M47ER14L IF APPROVED BY THE SITE GEOTECHNIC.4L ENGINEER, IF NATIVE MAYIRLAL IS SUSCEP11BLE TO MIGRATiON, CONFiRM WITH GEOTECHMCAL ENGINEER AND PROViDE PROTECT/ON AS REQUIRED. AT NO 7/ME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTiMATE LOAD/BURDEN OF THE OPERATiNG MACHINERY SO AS NOT TO EXCEED THE CAPACI1Y OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTiON, HAND COMPACT/ON MAY BE NECESSARY IN ORDER TO NOT EXCEED THE ALLOTTED DESIGN LOADING. A PRE-CONSTRUCTiON MEE71NG IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. POURED IN PLACE BASE SLAB DETAIL ri GENERAL NOTES MANUFACTURER TO PROViDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATIONS, SPECIFiCATiONS AND CAPACITiES ARE SUBJECT TO CHANGE. FOR PROJECT SPEC/RC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. ANY VARIATION FOUND DURING CONSTRUCTiON FROM THE SITE AND SYSTEM ANALYSIS MUST OF REPORTED TO THE PROJECT DESIGN ENGINEER. 1:60 SCALE I 87 .11 I 8'-O' I \fl/ IU1 NI iI AM ------------------------- ------------------------ ELEVATION VIEW A 4- 1'-9' 4L ELEVA flON VIEW B ELEVATION VIEW C tk[l7:r.?Y11 8'-7"_Un (La cMu/_-ft' t.-go ELEVATION VIEW B 81_Oa ELEVATION VIEW A \.IVT4 -4,-01•.- 4-4- ELEVATION VIEW C ) 4'—O" t 'o --AIDi, I I Jollo I I I I I I I I ç) •1 I I lz I I I I I I I I I I I I I I 4,IF 4t.-j"- i7aJL1tLr'! I i'—r 81 7 TOP VIEW (FRAME & COVER / GRADE ADJUSTMENT NOT SHOWN) - Ik['ZYI1 ll 8'-O' MFZ 4-0-~— ELEVA flON VIEW C 4 -10' ELEVATION VIEW A —1.-I 9' I-"-- —1 i'-' I-..— ELEVATION VIEWS 4 - qb 1:40 SC.4LE UNKUP SLAB LINKUP" I I I I I 1 ilL _ -------------------------- 4, .11 .11 LINKUP SLAB TOP VIEW t 81O1 I6l1_t LINKUP SLAB ELEVATION VIEW ..: •-..._.•..- i....--.i.-.,. ELEVATION VIEW (HALF SCALE) - - L.1J I LY' I I I I I I I I I r i r i riri I I L, r'1 ri k I I rL I I II I I II II I I /1 I ' Lr ' 'iii ii I Li (JLJ LJLJ (.J I I I . I I I I I I I I I ---I LINKUP SLABS BEAR ON TOP-'l TOP VIEW EDGES OF 4 ADJACENT MODULES (HALF SCALE) 1:40 SCALE ) (ci) •ii• T- E"ERIOR VIEW 5ff BOLT HOLE DETAIL TWYP 1 tk[s7TI1 -1 0 SLOTTED HOLE FOR I USE M ø EXPANSION \ ANCHORS/NUTS/WASHERS An " i 40 I I t BOLT HOLE DETAIL I- I 801104W OF FORM TOP VIEW SEE BOLT HOLE DETAIL -A--- •-i --- IA. - a L I 'll' 8170 .1.1 1:40 SCALE EXTERIOR VIEW 10 SLOTTED HOLE FOR USE I$WI J10 EXPANSION ANCHORS/NUTS/WASHERS I 8077011 OF FORM 8'-7'_1 BOLT HOLE DETAIL TOP VIEW LIFTERS FOR uPPING UPRIGHT AND MW 1ANDUNG MUST USE RIG1 EQUAJJZES SEMEN AL LINKUP SLAB SINGLE MODULE EXTERIOR WALL PANEL INTERIOR * & PERIMETER * 8x16 SIZED INTERIOR MODULES MUST USE RIGGING THAT EQUAliZES THE LOAD BETI&N ALL LJF7ERS SITE SPECIFIC DATA* PRWECT NUMBER 10214 PRWECT N4ME PARK H)47T C4RLSB4D PRWECT LOC4 7/ON CARLS840, CA STRUCTURE ID HMP 2 REQUIRED STORAGE VOLUME _(Cr)I 2,396 PIPE DATA I.E. M41ERLIL DIAMETER INLET PIPE 1 208.90 PVC 8 OUTLET PIPE 1 208.40 HOPE 12' OUTLET PIPE 2 211.40 1 HOPE 12' RIM ELEVA71ON 1215.50 SURFACE LOAD/NC REQUIREMENT PEDESTRIAN FRAME AND COVER 030' CORROSIVE SOIL CONDII7ONS NA KNOWN GROUNDWATER ELEVATiON NA NOTES: PER ENGINEER OF RECORD URBANPOND MODULES 1VPE HEiGHT COUNT PERIMETER TOP 5'-0' 9 SIDE WALLS LENGTH (Fl) HEIGHT (FT) COUNT 8'-0' 5'-7' 1 8'-7' 5'_7' 2 17'-2.25' 5'-7' 1 STORAGE CAPACITY 7YPE VOL (CF) UNIIS TOTAL (Cr) PERIMETER MODULES 304.8 9 2,743 TOTAL STORAGE CAPACITY 2,743 WATER VOLUME AT 4.31' WATER DEPTH = 2,396 CF HEA WEST PIECE: PERIMETER MODULE = 12,100 LBS. ¼ F 43,—s. 1 '-3' INCL 1/4' GAP 8EflfffN MODULES 08' PlC INLET PIPE LW = 208.90 -.1'.:..............'';•:.+ •Y-.:.: ..-,;.-.. ..•.• • ......,..;-.; I .. - POURED IN PLACE SLAB EXTENDS I* /N EACH DIRECT/ON 012' HOPE OUTLET PiPE 1 law = 208.40 012' HOPE OUTLET PIPE 2 law = 211.40 8'-7' LONG EXTERIOR WALL r -' #1 I I II I I II I /1 I I II I I II I r I I I I J ¼ ---------.1 _ _.'I I NEW _ III PLAN VIEW 6r8'x5' INSIDE HEiGHT UR4NPOND MODULES WV = 208.40 4'x8' HAUNCH ON PERIMETER LEGS ri r' 17'-2.25' LONG EXTERIOR WALL 30'O MANHOLE ACCESS HVH BOLT—DOWN FRAME PER/METER MODULE $1/H 2 INTERIOR SUPPORT LEGS & 7 EXTERIOR WALL 8'-7' LONG WALL Ii' 8'-0' LONG EXTERIOR WALL r r' r -'i r"' I II I I II I II I I II I I I ¼ ---------.) ¼ --------- 1:60 SCALE I PROPRIETARY AND C0NF70ENfl4L I RUEN1 & __ I 1 RERXLIJWWIV W 1HE 1ff M1N V7AND P X1ThT 11 .E I ODLCT UI)' & FRO1EC7W ' __ Bio 10,151.M 92 MUM frJ,' I I? mr AIT m7ar MI)' & = fiowim a? '-_ I my I URBA NPOND Clea*n PRECAST CONCRETE S TORM WA TER DETENTION A Fiat..uaC,.'y __ PLAN VIEW ..--, .....,. r : •...., :.......'.. . '. • .. I.. I I I I I - . • I,... - - ':c•: /5 @ 8" O.CEW TOP & BOTTOM —(2) BOLT HOLES FOR SECURING PANEL WALLS GE01EX/FLE FABRIC WRAPPED-7 (SEE EXT WALL PANEL Miff 1) MIN. 1 -O ABOVE SLAB / F7MSHED SURFACE AND I PLAN X1ERIOR WALL PANEL (Sff PER/ME1ER MODULES SINGLE JO'ø MANHOLE ACCESS (7W.) COMPACTED SUB_B4SE\ KEW FOR LOCATiONS) PIECE CONSTRUCT/ON 1 147Th' RISERS 10 GPADE ------------------------------- E:E:E:E:i:E:EE POURED IN PLACE 84Sf SLAB (SEE DETAIL) INSTALLATION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQU/PMENT MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIF1CA7100, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A POURED IN PLACE CONCRETE BASE SLAB UNLESS SPEC/RED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER'S RECOMMENDED BASE SPEC/F/CA liONS. J. ALL PIPES MUST BE FLUSH WiTh' INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH.) INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL CAPS AROUND PIPES SHALL BE SEALED WATERTiGHT WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNEC77ON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECT/ON STANDARDS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECT/NC PIPES. CONTRACTOR RESPONSIBLE FOR INSTALLATiON OF ALL RISERS, MANHOLE FRAMES AND COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH RN/SHED SURFACE UNLESS SPEC/RED OTHERWISE. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH AS71d C891-90, INSTALLAllON OF UNDERGROUND PRECAST U71LITY STRUCTURES. PROJECT PLAN AND SPEC/F/CA liONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULA PONS. z CONTRACTOR TO PLACE A LAYER OF GEOTEX17LE FABRIC IN THE EXCAVATED PIT PRIOR TO PLACEMENT OF POURED IN PLACE FOUNDA 1/ON SLAB AND UR84NPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE FOOTPRINT OF THE POURED SLAB IN ORDER TO WRAP UP ALONG THE OUTER WALLS AND BE SECURED INTO PLACE WITH THE BACKFiLL. THE GEOTEXF7LE FABRIC PREVENTS FINE SOIL PAR11CLES FROM MIGRATiNG INTO THE SYTEM. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH MANUFACTURER'S LIF71NG PROCEDURES EXTERIOR 1'IEW INTERIOR 1'IEW ELEVATION VIEW 8/0 CLEAN RECOMMENDS BEGINNING INSTALLA77ON 1477H THE OUTLET MODULE. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT BE GREATER 1/i4N 114- ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MIN. 6' JOINT WRAP (ON SIDES AND TOP). THE fiLL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY, AT APPROXIMATELY THE SAME ELEVATiON, AROUND ALL SIDES. AT NO TiME SHALL THE FiLL BEHIND ONE SIDE BE MORE 77i4N 1 '-0" HIGHER THAN THE ALL ON THE OPPOSITE SIDE. BACKFiLL SHALL BE COMPACTED AND/OR V1BRA TED TO ENSURE THAT BACKFiLL MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACT/ON AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKF1LLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACT/ON, CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JO/NT WRAP FROM THE JOINT DURING THE BACKF7LL PROCESS. BACKFiLL MATERIAL MUST BE CLEAN, CRUSHED, ANGULAR NO. 57 (MSHTO M43) AGGREGATE OR NAT/Vt MI7ER14L IF APPROVED BY THE SITE GEOTECHMCAL ENGINEER. IF NAT/Vt MATERIAL IS SUSCEPTiBLE TO MIGRA17ON, CONFiRM WITh! GEOTECHNIC4L ENGINEER AND PROVIDE PROTECT/ON AS REQUIRED. AT NO TiME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE UL17MATE LOAD/BURDEN OF THE OPERA 1/NC MACHINERY SO AS NOT TO EXCEED THE CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACT/ON, HAND COMPACT/ON MAY BE NECESSARY IN ORDER TO NOT EXCEED THE ALLOTTED DESIGN LOADING. A PRE-CONSTRUCTJON MEET/NC IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND. F7LTER FABRIC FOR DETENTiON—' STEPPED OR SERRATED AND SYSTEM APPLICABLE OS/iA REQUIREMENTS POURED IN PLACE BASE SLAB DETAIL GENERAL NOTES MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATiONS, SPECIfiCATiONS AND CAPACITiES ARE SUBJECT TO CHANGE. FOR PROJECT SPEC/RC DRAWINGS DETAILING EXACT DIMENSIONS, WE/GifTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. ANY VARIATiON FOUND OUR/NC CONSTRUCT/ON FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. 1:60 SCALE - co : : - - ::::::::::::: ±!:: 8'-7 __ 1 CN4V H __ H 1 .1 1 1 Li -------------- _.LoL 70 - it—go I-u it-00 --me- -8'-70 1.1 TOP VIEW ELEVATION VIEW A ELEVATION VIEW B ELEVA flON VIEW C HE PROXV MY HE MOW= BY PROPRIETARY AND CONF7DEN11Ab URBA NPOND iowClean PRECAST CONCRETE S TORM WA TER DETENTION 14151,M 2A1 F *0? ANY PART 11 AMY L&V. aD OR NVU W PERIMETER [1.:-40 SCALE OR 07M RU1S FBMW W ANY MRM univ wr 1W ini CMW Or MnM AFII1I..U.CI.IY I SINGLE MODULE - ELEVATION VIEW A -. - 4-0 _________ I -- - -'L $ IIv___ •_) U U cp dp :1 I I I I P— __ 7 4J' 19 —1.. 8-7' TOP VIEW (FRAME & COVER / GRADE ADJUSTMENT NOT SHOWN) I ' 8'-7 11.1 , or 'CHR -r ELEVA flON VIEW B I" "1 Ii Ii ELEVATION VIEW C - ,s-- I, E DETAIL I-Il 8'-0 11.1 EXTERIOR VIEW 1"ø SLOTIED HOLE FOR USE W77H J10 EXPANSiON ORS,WWWASHERS C~=l =4 4- [2 '-- BOLT HOLE DETAIL . I .*-. II II •--. I t I BOTTOM OF FORM I.. 8t--Om TOP VIEW 5ff BOLT HOLE DETAIL a 2-8 Typ = •-ir-i -- -II.- it ' 1:40 SCALE EXTERIOR VIEW 100 SLOTTED HOLE FOR USE WiTh! "ø EXPANSION ANCHORS/NUTS/WASHERS in 4- [-! Olt BOLT HOLE DETAIL % I •--. II II •-*-. I BOTTOM OF FORM I-lu 8-7' TOP VIEW Ii U r.. EXTERIOR VIEW SEE BOLT HOLE DETAIL 1:40 SCALE 1 00 SLOTIED HOLE FOR USE I4flH J'o &PANSION ANCHORS/NUTS/WASHERS rin " I I f L BOLT HOLE DETAIL I I I I I I I I I I BOnOM OF FORM TOP VIEW UFFERS FOR flPP/NG UPRIGHT AND WR1704L H4NDLING MUST USE RIGGING TH4T EQU4UZES WE LOAD B ALL U Al, ill 1 - I I I SINGLE MODULE EXTERIOR WALL PANEL INTERIOR & PERIMETER PROPRIETARY AND CONF7DENTZ4L. D URBA NPOND DO PROW A94Y BE MWECIM Or C~ea.n. PRECAST CONCRETE STORMWA TER DETENTION L1:40 CALE 14 151.05 JM L41ED F iumis 0? A? ANY PART P M4Y aV a? mown __ my WW CUT W MM 3&7ff F1LWE74 A TECHNICAL NOTE RETENTION/DETENTION INSPECTION & MAINTENANCE Maintenance Frequency Cleaning frequency will vary for each. It is at the sole discretion of the inspector to determine if or when the system requires cleaning. The following are recommendations of when the system should be cleaned: If the system is experiencing an unusual amount of silt and soil build up When the outlet stub becomes blocked or flow is impeded with sediment or debris If the system does not drain to the lowest pipe elevation during dry conditions If the system reaches a sediment height between 10 and 20 percent of the pipe diameter, the inspector should consider cleaning If the system reaches a sediment height greater than 20 percent of the pipe diameter, the system should be clean at the soonest opportunity. System Cleaning There are typically two ways that a system is cleaned. The first, and most common method is done by using a high- pressure water jet and a vacuum truck. The high-pressure nozzle with rear facing jets is attached to a hose and drug downstream, washing sediment and debris downstream with it. The vacuum truck would then be located on the downstream end and remove the sediment and debris with its vacuum hose. It should be noted that multiple passes of the water jet may be needed to clean the run, dependent on the amount of soil loading. The second method used is a manual method that is very labor intensive. This method should only be used with larger diameter retention or detention systems. Care needs to be taken to insure damage to the inside liner of the pipe does not occur when removing sediment and debris. Strategically placed risers and cleanouts will make this process as easy as possible. Before the system is cleaned, the following considerations should be made: Figure 3: Vacuum Truck Removing Sediment and Debris The system will be much easier to clean when there is little to no flow into the system and the system does not have any standing water. For this reason, system cleaning should be scheduled around dry weather. Before cleaning begins, all outlet stubs should be blocked off. If this is not done, sediment loading could back up or plug downstream pipelines adding to cleaning expenses. This is also done to prevent any of the debris or pollutants from washing into downstream waterways. When beginning the cleaning process all upstream pipelines and pre-treatment units should be cleaned prior to starting on the retention or detention system. When cleaning the retention or detention system, it is best to start at the highest elevation of the system and work towards the lowest elevation. Stationing the vacuum truck above the downstream manifold and jetting the debris from the laterals to the downstream manifold, provides an effective capture point for the vacuum line. Page 3 of 5 1717 16th St NE I Willmar, MN 56201 I 800.992.1725 I www.prinsco.com © Prinsco, Inc. 12/17 N CT RETENTION/DETENTION INSPECTION & MAINTENANCE Safety Before entering a retention or detention system, ensure all OSHA and local safety regulations are being followed. Only personnel with appropriate confined space permits and personal protective equipment should be allowed to enter the system. Material Disposal After maintenance and cleaning, dispose of sediment, floatables, oil, and water, as directed, in accordance to local regulations. Water and sediment from cleanout procedures should not be dumped into a sanitary sewer. In some locations, proper disposal of sediments from the SWQU can be compared to the disposal of sediments from manholes or catch basins Inspection & Maintenance Log Sheet Sample (Example) Type of System: 42° Detention with two 240 Risers Location: Minneapolis, MN NoteslComments: Contact owner when sediment level reaches 8° (200 mm) or outlet stub is restricted. Scheduled cleaning should be done through SB's JETNAC Ports I Cleanouts I Manholes Point I Point 2 Point 3 Point 4 Point 5 Point 6 Point 7 Point 8 Initial Inspection (Example) Invert Depth 84" (2100 84" (2100 86'(2150 87-(2175 88-(2200 89'(2225 90'(2250 91'(2275 mm) mm) mm) mm) mm) mm) mm) mm) —Date: Sediment Depth - - - - - 110/13 Inspector Name: Inspector 1 Maintenance Performed/Notes: Inspection and Maintenance (Example) Depth to Sediment 81-(2025 81-(2025 81'(2025 82'(2050 84'(2100 84'(2100 85'(2125 85'(2125 mm) mm) mm) mm) mm) mm) mm) mm) Date: Sediment Depth 3"(75 3"(75 5"(125 5'(125 4"(100 5"(125 5"(125 6"(150 mm) mm) . mm) mm) mm) mm) mm) mm) 8/10/13 Inspector Name: Inspector 2 Maintenance Performed/Notes: excess amounts of sediment Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Page 4 of 5 1717 16th St NE I Willmar, MN 56201 I 800.992.1725 I www.prinsco.com © Prinsco. Inc. 12/17 NICALZ RETENTION/DETENTION INSPECTION & MAINTENANCE Inspection & Maintenance Log Sheet Sample Type of System: Location: Notes/Comments: Ports I Cleanouts I Manholes Point I Point 2 Point 3 Point 4 Point 5 Point 6 J Point 7 Point 8 Initial Inspection Invert Depth Date: Sediment Depth - - - - - - Inspector Name: Maintenance Pet1oedlNotes: Inspection and Maintenance Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Date: 11 Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Date: Sediment Depth Depth to Sediment Inspector Name: Maintenance PerformedlNotes: Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Date: Sediment Depth Depth to Sediment Inspector Name: Maintenance Performed/Notes: Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Date: Depth to Sediment Sediment Depth Inspector Name: Maintenance Performed/Notes: Page 5 of 5 1717 16- St NE I Willmar, MN 56201 1 800.992.1725 I www.prinsco.com tg) Prinsco. Inc. 12/17 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] APPENDIX I DWG 290-3 AS-BUILTS