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Home My WebLink AboutPA2023-0094_20230427_WQMPCounty of Orange/Santa Ana Region Priority Project Preliminary Water Quality Management Plan (PWQMP) Project Name: NEWPORT BEACH GENESIS 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 APN: 049-280-86 GRADING PERMIT NO. TBD Prepared For: US Auto Trust 10250 Constellation Boulevard, Suite 2850 Los Angeles, CA 90067 Tel: (310) 275-8944 Prepared By: Today’s Ideas. Tomorrow’s Reality. 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel: (949) 610-8997 PE Stamp & Signature: Initial Submittal Date: 04/19/2023 Revision Date(s): PWQMP Approval Date: FWQMP Approval Date: Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Owner’s Certification North OC Priority WQMP Template August 17 2011 Page i This Water Quality Management Plan (WQMP) has been prepared for US Auto Trust by Commercial Development Resources. The WQMP is intended to comply with the requirements of the County of Orange NPDES Stormwater Program requiring the preparation of the plan. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan , including the ongoing operation and maintenance of all best management practices (BMPs), and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity. Owner/Authorized Signature: Matt Kaiser Title President Company US Auto Trust Address 10250 Constellation Boulevard, Suite 2850, Los Angeles, CA 90067 Email mkaiser@usautotrust.com Telephone # (310) 275-8944 I understand my responsibility to implement the provisions of this WQMP including the ongoing operation and maintenance of the best management practices (BMPs) described herein. Owner Signature Date Project Owner’s Certification Planning Application No. TBD Grading Permit No. TBD Tract/Parcel Map and Lot(s) No. Tract No. 1210 MM 40/45-46 Building Permit No. TBD Address of Project Site and APN (If no address, specify Tract/Parcel Map and Lot Numbers) 400 West Coast Highway Newport Beach, CA 92663 APN: 049-280-86 Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Engineer’s Certification North OC Priority WQMP Template August 17 2011 Page ii Preparer (Engineer): Hannah Lancaster Title Design & Stormwater Engineer PE Registration # 93718 Company Commercial Development Resources Address 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Email hlancaster@cdrwest.com Telephone # (949) 610-8997 I hereby certify that this Water Quality Management Plan is in compliance with, and meets the requirements set forth in, Order No. R8-2009-0030/NPDES No. CAS618030, of the Santa Ana Regional Water Quality Control Board. Preparer Signature Date 04/19/2023 Place Stamp Here Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Table of Contents North OC Priority WQMP Template August 17 2011 Page iii Contents Page No. Section I Permit(s) and Water Quality Conditions of Approval or Issuance .................. 1 Section II Project Description ............................................................................................. 3 Section III Site Description .................................................................................................. 8 Section IV Best Management Practices (BMPs) ............................................................... 10 Section V Inspection/Maintenance Responsibility for BMPs.......................................... 24 Section VI BMP Exhibit (Site Plan) .................................................................................... 25 Section VII Educational Materials ....................................................................................... 26 Attachments Attachment A.......................................................................................... TGD Worksheets & Maps Attachment B.......................................................................................BMP Calculations & Details Attachment C.......................................................................... Copy of Project’s Hydrology Study Attachment D.................................................................... Copy of Project’s Geotechnical Report Attachment E ............................................................. BMP Operation & Maintenance (O&M) Plan Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section I North OC Priority WQMP Template August 17 2011 Page 1 Section I Permit(s) and Water Quality Conditions of Approval or Issuance Provide discretionary or grading/building permit information and water quality conditions of approval, or permit issuance, applied to the project. If conditions are unknown, please request applicable conditions from staff. Refer to Section 2.1 in the Technical Guidance Document (TGD) available on the OC Planning website (ocplanning.net). Project Infomation Permit/Application No. TBD Grading Permit No. TBD Address of Project Site (or Tract Map and Lot Number if no address) and APN 400 West Coast Highway Newport Beach, CA 92663 APN: 049-280-86 Water Quality Conditions of Approval or Issuance Water Quality Conditions of Approval or Issuance applied to this project. (Please list verbatim.) N/A Conceptual WQMP Was a Conceptual Water Quality Management Plan previously approved for this project? N/A Watershed-Based Plan Conditions Provide applicable conditions from watershed - based plans (including WIHMPs and TMDLS) WIHMP: None 303(d) Listed Impairments for Newport Bay: Copper, Sediment Toxicity, Indicator Bacteria, Chlordane, DDT (Dichlorodiphenyltrichloroethane), PCBs (Polychlorinated biphenyls), Nutrients, Pesticides TMDL’s for Newport Bay: Sediment, Nutrients, Toxics, Fecal Coliform Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 2 Section II Project Description II.1 Project Description Provide a detailed project description including: Project areas, Land uses, Land cover, Design elements, A general description not broken down by drainage management areas (DMAs). Include attributes relevant to determining applicable source controls. Refer to Section 2.2 in the Technical Guidance Document (TGD) for information that must be included in the project description. Description of Proposed Project Development Category (From Model WQMP, Table 7.11-2; or -3): Priority Project, Category 2: Automotive repair shops. This applies to facilities that are categorized in any one of the following Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539. Priority Project, Category 6: Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban storm water runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce. Priority Project, Category 8: All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Project Area (ft2): 78,001 Number of Dwelling Units: 0 SIC Code: 5511 Project Area Pervious Impervious Area (acres or sq ft) Percentage Area (acres or sq ft) Percentage Pre-Project Conditions 25,553 ft2 33% 52,448ft2 67% Post-Project Conditions 24,232 ft2 31% 53,769 ft2 69% Narrative Project Description: The proposed project is for the construction of one new auto dealership with onsite parking. The project site is located at 400 West Coast Highway in the City of Newport Beach. • Land Use: The project site is zoned as Commercial General (CG) and will remain the same in the proposed condition. • Proposed Use: Proposed redevelopment includes the construction of a Genesis auto dealership with an enclosed parking structure and trash enclosure as well as paved sidewalks and driveways. The dealership will have landscape along the west and north property lines. A new storm drain system will capture, convey, and treat runoff prior to discharging to the public storm drain system in Pacific Coast Highway. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 3 • Site Map: Refer to Appendix A for the WQMP Site Plan. The site plan shows the location of paved surfaces, buildings, landscaping, and proposed treatment control BMPs. • Project Size: As shown on the WQMP Site Plan in Section 6, this WQMP involves a total project area of 78,001 sq-ft (1.79 acres). Pre-construction, the project consists of commercial developments with landscape areas throughout the site. Existing project site is comprised of 67% impervious and 33% pervious area. Post-construction, the project site will consist of approximately 69% impervious and 31% pervious area for commercial use. Proposed site improvements include impervious roof and pavement areas, landscape areas, onsite storm drain system with two proprietary biotreatment BMPs (Modular Wetland System model MWS-L-6-8-C & MWS-L-8-8), one new auto dealership building, and one new covered trash enclosure. Storm drain inlets in the southeast corner of the site include a filter insert for stormwater pre-treatment. All landscape areas shall be equipped with efficient irrigation improvements and consists of landscaping consistent with the City’s Landscape Ordinance. Outdoor activities for the project are expected to include driving vehicles, parking, walking, trash pickup, maintenance and activities otherwise related to the conduct of an auto dealership. No outdoor material storage is proposed for the project and will be prohibited within the project site. Typical outdoor activities are limited to vehicular and pedestrian traffic within the communal parking lot and drive aisles. Maintenance of the proposed improvements including: • Common Area Landscape Management • Common Area Litter Control • Street Sweeping for Parking Lots • Water Quality Treatment BMPs • Common Area Catch Basin Inspection Common area and commercial trash can be anticipated to be produced daily by customers, guests, employees, and contractors. Trash will be collected and disposed of at the designated trash enclosure. The enclosure will include a roof and be protected from rain and storm water run-on. The trash will then be removed by the private waste management company on a weekly basis for proper disposal to a central trash disposal facility offsite. Employee and contractor trash will be collected and properly carried offsite and disposed of properly by each employee and contractor. A maintenance company hired by the development will collect and properly dispose of off-site any litter within the common areas. The project site receives offsite run-on along the north property line. All run-on will be routed around the project’s perimeter by the proposed gutter along the north and east property lines. Run-on will be discharged to the public storm drain system in West Coast Highway by the proposed outlet at the southwest corner of the site. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 4 Drainage Patterns/ Connections The project site was previously developed with six buildings, parking stalls, and landscape. Runoff from the existing project site surface flows in a north to south drainage pattern and discharges onto West Coast Highway. Existing grade across the site is approximately 4%. The project site will be re-graded to collect and treat onsite stormwater flows to the maximum extent possible. Runoff from the proposed building roof, parking area, and landscape area will be directed to onsite inlets and conveyed by the proposed storm drain system to the Modular Wetland System (MWS) BMPs for pre-treatment and treatment. Treated & overflow runoff will be discharged to the public storm drain system in West Coast Highway. The public storm drain system discharges directly to Lower Newport Bay and flows to the Pacific Ocean. The project site is located within the Newport Bay Watershed. Runoff from the southeast corner of the site (drive aisle and sidewalk areas) will be directed to onsite inlets, pre-treated by insert filters, and conveyed to the public storm drain system in West Coast Highway since it is not possible to route this runoff to the onsite BMP. However, the onsite biotreatment BMP (BMP-2) is sized as if this area’s runoff was captured and treated. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 5 II.2 Potential Stormwater Pollutants Determine and list expected stormwater pollutants based on land uses and site activities. Refer to Section 2.2.2 and Table 2.1 in the Technical Guidance Document (TGD) for guidance. Pollutants of Concern Pollutant Check One: E = Expected to be of concern, or N = Not Expected to be of concern Additional Information and Comments (Commercial Development / Automotive Repair Shop / Parking Lot) Suspended-Solid/ Sediment E N Potential sources of sediment include landscaping areas and disturbed earth surfaces. Nutrients E N Expected pollutant. Expected to be generated by organic litter, fertilizers, and sediment. Heavy Metals E N Potential sources include vehicles and automotive fluids. Pathogens (Bacteria/Virus) E N Potential sources of pathogens include landscaping areas. Pesticides E N Potential sources of pesticides include landscaping areas. Oil and Grease E N Potential source includes automobiles. Toxic Organic Compounds E N Potential source includes automobiles. Trash and Debris E N Potential sources include common litter and trash from residents. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 6 II.3 Hydrologic Conditions of Concern Determine if streams located downstream from the project area are potentially susceptible to hydromodification impacts. Refer to Section 2.2.3.1 in the Technical Guidance Document (TGD) for North Orange County or Section 2.2.3.2 for South Orange County. No – Show map Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the Technical Guidance Document (TGD). Per the Susceptibility Map for Newport Bay (Attachment A), an HCOC does not exist for the project site. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis US Auto Trust Section II North OC Priority WQMP Template August 17 2011 Page 7 II.4 Post Development Drainage Characteristics Describe post development drainage characteristics. Refer to Section 2.2.4 in the Technical Guidance Document (TGD). Runoff from the proposed building roof, parking area, and landscape area will be directed to onsite inlets and conveyed by the proposed storm drain system to the Modular Wetland System (MWS) BMPs for pre- treatment and treatment. Treated & overflow runoff will be discharged to the public storm drain system in West Coast Highway. The City’s storm drain system discharges directly to Lower Newport Bay and flows to the Pacific Ocean. The project site is located within the Newport Bay Watershed. Runoff from the southeast corner of the site (drive aisle and sidewalk areas) will be directed to onsite inlets and pre-treated by insert filters and conveyed to the public storm drain system in West Coast Highway since it is not possible to route this runoff to the onsite BMP. However, the onsite BMP is sized as if this area’s runoff was captured and treated. Low Impact Development (LID): To satisfy the project requirements for Low Impact Development (LID) and address runoff pollutants of concern, runoff from the project site area (1.79 ac) is addressed as follows: • DMA-1 (0.93 acres) is comprised of AC pavement and landscaped areas. Runoff flows to the MWS for pre-treatment and treatment prior to discharging to the public storm drain system in West Coast Highway. Treatment flowrates are per TGD Worksheet D in Attachment A. Treatment Volumes are per TGD Worksheet B in Attachment A. • DMA-2 (0.86 acres) is comprised of AC pavement, rooftop parking, display roof area, concrete hardscape, and landscaped areas. Runoff flows to the MWS for pre-treatment and treatment prior to discharging to the public storm drain system in West Coast Highway. Treatment flowrates are per TGD Worksheet D in Attachment A. Treatment Volumes are per TGD Worksheet B in Attachment A. The location of the project’s proposed BMPs are provided in the WQMP Site Plan in Section VI of this WQMP. BMP sizing calculations are provided in Attachment B. II.5 Property Ownership/Management Describe property ownership/management. Refer to Section 2.2.5 in the Technical Guidance Document (TGD). The property is owned and managed by US Auto Trust All project site improvements and post-construction improvements shall be owned, improved, and maintained by the Owner, US Auto Trust Onsite infrastructure will remain under the Owner and not transfer to a public agency. However, the re-alignment of the public storm drain line will remain under the City’s ownership. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis US Auto Trust Section III North OC Priority WQMP Template August 17 2011 Page 8 Section III Site Description III.1 Physical Setting Fill out table with relevant information. Refer to Section 2.3.1 in the Technical Guidance Document. Name of Planned Community/Planning Area N/A Location/Address 400 West Coast Highway Newport Beach, CA 92663 General Plan Land Use Designation Commercial General (CG) Zoning Commercial General (CG) Acreage of Project Site 1.79 ac Predominant Soil Type Hydrologic Soil Group D (see NRCS map in Attachment A) III.2 Site Characteristics Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.2 in the Technical Guidance Document (TGD). Site Characteristics Precipitation Zone The project site is located within the 0.66 Rainfall Zone, per Figure XVI-1 (Figure 7.III - Technical Guidance Document). See 85th Percentile Rainfall Zone Map located in Attachment A. Topography Subject property consists of approximately 15 feet of elevation change across the site. Drainage Patterns/ Connections The existing onsite drainage pattern will be altered to collect and treat project stormwater flow. Drainage from the project will ultimately be conveyed in the same general direction as in existing conditions by discharging to the existing public storm drain system. Runoff is conveyed via the public storm drain line in West Coast Highway and discharges to Lower Newport Bay just east of the project site. Soil Type, Geology, and Infiltration Properties Per the geotechnical report by Giles Engineering Associates, Inc: “soils encountered underneath the pavement generally consisted of damp to wet, very loose to very dense in relative density fine to coarse sand and clayey sand, and very stiff to hard sandy clay.” See copy of project’s geotechnical report in Attachment D. Geotech report will be provided in next submittal. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis US Auto Trust Section III North OC Priority WQMP Template August 17 2011 Page 9 Hydrogeologic (Groundwater) Conditions Groundwater was encountered within our test borings at depths ranging from about 11.5 to 14.5 feet below existing grade. Per the geotechnical report by Giles Engineering Associates, the historic high groundwater elevation is about 10 feet below existing ground surfaces. See TGD Worksheet I: Groundwater-Related Feasibility Criteria in Attachment A. Geotech report will be provided in next submittal. Geotechnical Conditions (relevant to infiltration) Onsite infiltration is considered infeasible due to a shallow historic high groundwater elevation (10’ bgs) and the presence of Hydrologic Soil Group D soils. See TGD Table 2.7: Infiltration BMP Feasibility Worksheet in Attachment A. Geotech report will be provided in next submittal. Off-Site Drainage Existing condition receives run-on from 0.32 acres of landscape area along the north property line. All offsite run-on will be directed to a gutter and conveyed along the north and west property lines and discharged to the public storm drain line in West Coast Highway at the southwest corner of the site. Utility and Infrastructure Information Existing onsite subsurface utilities will be affected by this redevelopment project. Onsite storm drain outlets will be connected to the public storm drain line in West Coast Highway. All other existing utilities outside property limits will remain unaffected. III.3 Watershed Description Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.3 in the Technical Guidance Document (TGD). Receiving Waters Lower Newport Bay (Lower)  Pacific Ocean 303(d) Listed Impairments Copper, Sediment Toxicity, Indicator Bacteria, Chlordane, DDT (Dichlorodiphenyltrichloroethane), PCBs (Polychlorinated biphenyls), Nutrients, Pesticides Applicable TMDLs Bacteria Indicators/Pathogens, Metals, Nutrients, Pesticides, Turbidity/ Siltation Pollutants of Concern for the Project Pathogens, Pesticides, Oil and Grease, Toxic Organic Compounds, Trash, Debris, Metals, Nutrients and Sediments. Environmentally Sensitive and Special Biological Significant Areas Yes, the project site is located within 200-ft from Lower Newport Bay, which is identified as an Environmentally Sensitive Receiving Water. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 10 Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria Describe project performance criteria. Several steps must be followed in order to determine what performance criteria will apply to a project. These steps include: • If the project has an approved WIHMP or equivalent, then any watershed specific criteria must be used and the project can evaluate participation in the approved regional or sub-regional opportunities. (Please ask your assigned planner or plan checker regarding whether your project is part of an approved WIHMP or equivalent.) • Determine applicable hydromodification control performance criteria. Refer to Section 7.II-2.4.2.2 of the Model WQMP. • Determine applicable LID performance criteria. Refer to Section 7.II-2.4.3 of the Model WQMP. • Determine applicable treatment control BMP performance criteria. Refer to Section 7.II-3.2.2 of the Model WQMP. • Calculate the LID design storm capture volume for the project. Refer to Section 7.II-2.4.3 of the Model WQMP. (NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis? YES NO If yes, describe WIHMP feasibility criteria or regional/sub-regional LID opportunities. N/A Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 11 Project Performance Criteria If HCOC exists, list applicable hydromodification control performance criteria (Section 7.II- 2.4.2.2 in MWQMP) Project site not located within an area listed as susceptible to erosion, habitat, & physical structure susceptibility. See Susceptibility Analysis Map for Newport Bay included in Section II.3 of this report. List applicable LID performance criteria (Section 7.II-2.4.3 from MWQMP) The LID treatment hierarchy analysis is as follows: 1. Infiltration: Onsite infiltration is infeasible due to a historic high groundwater level of 10 feet below ground surface. See Soil’s Report included in Attachment D. Geotech report will be provided in next submittal. 2. Harvest and Use: Not proposed due to limited irrigated landscaping. 3. Evapotranspiration: Not proposed as stand-alone BMP due to the infeasibility of onsite infiltration. Proposed landscaped areas allow evapotranspiration to the maximum extent possible. 4. Biotreatment: The project does not have sufficient onsite landscaping to implement bioretention BMPs. The project proposes a two proprietary biotreatment system (Modular Wetland System model MWS-L-6-8-C & MWS-L-8-8) to fulfil the Design Capture Volume requirement. MWS-L-6-8-C system is a 6 ft by 8 ft concrete box that pre-treats and treats runoff. MWS-L-8-8 is an 8 ft by 8 ft concrete box that pre-treats and treats runoff. The proprietary system is sized per TGD Worksheet D in Attachment A. List applicable treatment control BMP performance criteria (Section 7.II- 3.2.2 from MWQMP) Proprietary biotreatment systems include a pre-treatment chamber to treat pollutants of concern (Suspended Solid/Sediments, Nutrients, Pathogens (Bacteria/Virus), Pesticides, Oil and Grease, and Trash and Debris). Water Quality flows will be treated and outlet to the existing public storm drain line at the southwest corner of the property. MWS BMPs remove TSS, oil and grease, soluble metals, ammonium, herbicides and pesticides, and total phosphorus. The flow-thru treatment device is sized per TGD Worksheet D: Capture Efficiency Method for Flow-Based BMPs in Attachment A. This treats flows from the 24-hour, 85th percentile storm for the proposed development. MWS BMP includes and internal bypass for flow rates higher than the 25-year storm event. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 12 Calculate LID design storm capture volume for Project. The design capture volume (DCV) for the project’s BMP area is calculated per Appendix III.3.1 of the TGD. DMA-1 DCV is approximately 1,114 cu-ft with a minimum 0.123 cfs treatment flow rate. DMA-2 DCV is approximately 1,748 cu-ft with a minimum 0.193 cfs treatment flow rate. The total DCV is 2,861 cu-ft. See complete TGD Worksheet B: Simple Design Capture Volume located in Attachment A. The LID treatment requirement for DMA-1 & -2 will be fulfilled via Flow-Based BMP with a minimum treatment flow rate of 0.123 cfs and 0.193 cfs. See TGD Worksheet D calculations included in Attachment A. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 13 IV.2. Site Design and Drainage Refer to Section 2.4.2 in the Technical Guidance Document (TGD). The primary goal of site design principles and techniques is to reduce land development impacts on water quality and downstream hydrologic conditions. Benefits of site design include reductions in the size of downstream BMPs, conveyance systems, and pollutant loading. Proposed site design BMPs include minimizing impervious areas, maximizing natural infiltration in within landscaped areas, disconnecting roof downspouts from the underground storm drain system to allow runoff to surface flow to onsite inlets, protecting existing vegetation and sensitive areas, and re-vegetating disturbed areas. Harvest and Use BMPs are not proposed due to limited irrigated landscaping. Onsite infiltration is infeasible due to a historic high groundwater level of 10 feet below surface (see Section VIII). Evapotranspiration BMPs are not proposed as a stand-alone BMP due to the infeasibility of onsite infiltration and the limited landscaped areas. Standard biotreatment BMPs are infeasible due to insufficient landscaped area. Therefore, infiltration-related hydrologic source control and LID BMPs are not proposed for the project and DMA-1 & -2 will implement proprietary biotreatment via Modular Wetland System by Contech prior to discharging to the public storm drain system. A summary of the DMA characteristics and corresponding BMPs is included in the table below. See attached WQMP Site Plan exhibit for site design and drainage. DMA A (ac) DCV (cf) QReq (cfs) LID BMP ID & TYPE BMP Model No. VBMP (cf) QBMP (cfs) 1 0.93 1,114 0.123 BMP-1: Proprietary Biotreatment MWS-L-6-8-C --- 0.147 2 0.86 1,748 0.193 BMP-2: Proprietary Biotreatment MWS-L-8-8-V --- 0.230 Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 14 IV.3 LID BMP Selection and Project Conformance Analysis Each sub-section below documents that the proposed design features conform to the applicable project performance criteria via check boxes, tables, calculations, narratives, and/or references to worksheets. Refer to Section 2.4.2.3 in the Technical Guidance Document (TGD) for selecting LID BMPs and Section 2.4.3 in the Technical Guidance Document (TGD) for conducting conformance analysis with project performance criteria. IV.3.1 Hydrologic Source Controls (HSCs) If required HSCs are included, fill out applicable check box forms. If the retention criteria are otherwise met with other LID BMPs, include a statement indicating HSCs not required. Name Included? Localized on-lot infiltration Impervious area dispersion (e.g. roof top disconnection) Street trees (canopy interception) Residential rain barrels (not actively managed) Green roofs/Brown roofs Blue roofs Impervious area reduction (e.g. permeable pavers, site design BMPs) Natural infiltration was determined to be infeasible for this project due to a shallow historic high groundwater level of 10 feet below surface (see soils report in Attachment D). See Infiltration BMP Feasibility Worksheet (Table 2.7) in Attachment A of this report. Therefore, all infiltration-related HSC’s are infeasible for this project. Site Design BMPs proposed for the project site include: Roof down drains are disconnected from the underground storm drain system and runoff will surface flow to onsite inlets around the property perimeter. Concrete walkways and AC pavement drive aisles are proposed with minimum widths to minimize impervious area total. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 15 IV.3.2 Infiltration BMPs Identify infiltration BMPs to be used in project. If design volume cannot be met, state why. Name Included? Bioretention without underdrains Rain gardens Porous landscaping Infiltration planters Retention swales Infiltration trenches Infiltration basins Drywells Subsurface infiltration galleries French drains Permeable asphalt Permeable concrete Permeable concrete pavers Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with infiltration BMPs. If not, document how much can be met with infiltration and document why it is not feasible to meet the full volume with infiltration BMPs. Infiltration BMPs are not proposed for this project. Onsite soils consist of hydrologic soils group D. As a result, the site’s infiltration rate is below the county’s minimum required infiltration rate for infiltration BMPs. Natural infiltration was determined to be infeasible for this project due to a shallow historic high groundwater level of 10 feet below surface. See Infiltration BMP Feasibility Worksheet (Table 2.7) in Attachment A and Soils Report included in Attachment D. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 16 IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, describe any evapotranspiration and/or rainwater harvesting BMPs included. Name Included? All HSCs; See Section IV.3.1 Surface-based infiltration BMPs Biotreatment BMPs Above-ground cisterns and basins Underground detention Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with evapotranspiration and/or rainwater harvesting BMPs in combination with infiltration BMPs. If not, document below how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. Natural infiltration was determined to be infeasible for this project due to a shallow historic high groundwater level of 10 feet below surface (see soils report in Attachment D). See Infiltration BMP Feasibility Worksheet (Table 2.7) in Attachment A of this report. Therefore, all infiltration-related HSCs are infeasible for this project. The project site’s landscaped area is located around the project site’s perimeter or in small parking lot islands. As a result, the project site lacks sufficient landscaping area required to implement evapotranspiration and surfaced-based infiltration BMPs. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 17 IV.3.4 Biotreatment BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, and/or evapotranspiration and rainwater harvesting BMPs, describe biotreatment BMPs included. Include sections for selection, suitability, sizing, and infeasibility, as applicable. Name Included? Bioretention with underdrains Stormwater planter boxes with underdrains Rain gardens with underdrains Constructed wetlands Vegetated swales Vegetated filter strips Proprietary vegetated biotreatment systems Wet extended detention basin Dry extended detention basins Other: Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with infiltration, evapotranspiration, rainwater harvesting and/or biotreatment BMPs. If not, document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. Natural infiltration was determined to be infeasible for this project due to a shallow historic high groundwater level of 10 feet below surface (see soils report in Attachment D). See Infiltration BMP Feasibility Worksheet (Table 2.7) in Attachment A of this report. Therefore, all infiltration-related HSCs are infeasible for this project. The project site’s proposed use is an auto dealership and therefore lacks sufficient landscaped area to implement bioretention BMPs. Project flows will be treated via proprietary biofiltration and discharge to the public storm drain system in West Coast Highway. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 18 IV.3.5 Hydromodification Control BMPs Describe hydromodification control BMPs. See Section 5 of the Technical Guidance Document (TGD). Include sections for selection, suitability, sizing, and infeasibility, as applicable. Detail compliance with Prior Conditions of Approval (if applicable). Hydromodification Control BMPs BMP Name BMP Description NONE NONE IV.3.6 Regional/Sub-Regional LID BMPs Describe regional/sub-regional LID BMPs in which the project will participate. Refer to Section 7.II- 2.4.3.2 of the Model WQMP. Regional/Sub-Regional LID BMPs NOT APPLICABLE Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 19 IV.3.7 Treatment Control BMPs Treatment control BMPs can only be considered if the project conformance analysis indicates that it is not feasible to retain the full design capture volume with LID BMPs. Describe treatment control BMPs including sections for selection, sizing, and infeasibility, as applicable. Treatment Control BMPs BMP Name BMP Description N/A N/A Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 20 IV.3.8 Non-structural Source Control BMPs Fill out non-structural source control check box forms or provide a brief narrative explaining if non- structural source controls were not used. Non-Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable N1 Education for Property Owners, Tenants and Occupants N2 Activity Restrictions N3 Common Area Landscape Management N4 BMP Maintenance N5 Title 22 CCR Compliance (How development will comply) Project will not generate or store hazardous materials as defined by Title 22 of CCR. N6 Local Industrial Permit Compliance Generally applies to fuel dispensing facilities; none proposed for this project N7 Spill Contingency Plan N8 Underground Storage Tank Compliance None proposed for this project. N9 Hazardous Materials Disclosure Compliance Not proposed for this project. N10 Uniform Fire Code Implementation N11 Common Area Litter Control N12 Employee Training N13 Housekeeping of Loading Docks Not proposed for this project N14 Common Area Catch Basin Inspection N15 Street Sweeping Private Streets and Parking Lots N16 Retail Gasoline Outlets Not proposed for this project. A discussion of each selected Non‐Structural Source Control BMP is provided in the following section. The implementation of each BMP is described in the Inspection and Maintenance Responsibility Matrix provided in Section V of this WQMP as well as the Operation and Maintenance Plan provided in Attachment E. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 21 Routine Non‐Structural BMPs: (N1) Education for Property Owners, Tenants, and Occupants Environmental awareness education materials, including, but not limited to those included in this WQMP, shall be provided to all members of Newport Beach Genesis. Educational materials will include information regarding landscape maintenance, maintenance of irrigation systems, proper disposal of pet wastes and illegal dumping of toxic substances (oil, paints, electronics, etc.). The Owner will ensure that all tenants will be given a copy of the recorded CC&Rs which will contain a section outlining the environmental awareness education materials. The Project Owner will establish requirements for the implementation of a community awareness program that informs the impacts of dumping oil, paints, solvents or other potentially harmful chemicals into the storm drain; the proper use and management of fertilizers, pesticides and herbicides in landscaping and gardening practices; the impacts of littering and improper watering. (N2) Activity Restrictions Within the CC&Rs that will be prepared by the owner, language will be included to identify surface water quality protection requirements. Surface water quality activities will also be conducted in conformance with the WQMP as it relates to the handling and disposal of contaminants. This document shall address Use Restrictions including nuisances, parking and vehicular restrictions, and drainage and pollutant control. (N3) Common Area Landscape Management Management programs will be designed and established by the owner, which will own and maintain all the project site. These programs will include how to mitigate the potential dangers of fertilizer and pesticide usage. Ongoing maintenance will be consistent with City Water Efficient Landscape Requirements, the County Water Conservation Resolution (Ordinance. No. 3802) and State of California Model Water‐Efficient Landscape Ordinance. Fertilizer and Pesticide usage shall be consistent with County Management Guidelines for use of Fertilizers and Pesticides. The Educational Materials in Attachment E includes copies of these requirements and ordinances. (N4) BMP Maintenance As indicated in (N2) above, the CC&Rs shall identify the Owner as being responsible for implementation of each applicable non‐structural BMP as well as scheduling inspection and maintenance cleaning of all applicable structural BMP facilities. The owner, through the landscape maintenance contractor, will be responsible for inspection and maintenance activities in landscape areas. Debris and other water pollutants will be controlled, contained, and disposed of in a proper manner by the maintenance contractor. See Section V Inspection/Maintenance Responsibility for BMPs for further information. (N11) Common Area Litter Control The owner, through the site maintenance contractor, will be required to maintain weekly sweeping and trash pick‐up within the project area. Daily inspection will be made of trash receptacles to make sure lids are closed and pick‐up of any excess trash on the ground has occurred. Owner shall be responsible for common area litter control. Pursuant to BMP Inspection/Maintenance, responsibility shall include the emptying of trash receptacles, noting of disposal violations by tenants and homeowners, and reporting such violations to the Owner for investigation, as appropriate. (N12) Employee Training An annual employee training/education program will be established by Owner and would apply to future employees, contractors, and volunteers. The Owner to inform and train employees engaged in maintenance Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 22 activities regarding the impact of dumping oil, paints, solvents or other potentially harmful chemicals into storm drain; the proper use of fertilizers and pesticides in landscaping maintenance practices; and the impacts of littering and improper water disposal (see attached Matrix & Section VII Educational Materials). Project Owner will be responsible for these activities as they relate to employees, subcontractors, and contractors. The Owner shall also be responsible for providing tenants and homeowners with educational materials regarding the impact of dumping oil, paints, solvents or other potentially harmful chemicals into storm drain; the proper use of fertilizers and pesticides in landscaping maintenance practices; and the impacts of littering and improper waste disposal. (N14) Common Area Catch Basin Inspection Onsite catch basins shall be inspected and maintained by Project Owner prior to, during, and following the rainy season, or at least three times per year. (N15) Street Sweeping Private Streets and Parking Lots The project’s private driving aisles and parking lot shall be swept, at minimum, on a weekly basis. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 23 IV.3.9 Structural Source Control BMPs Fill out structural source control check box forms or provide a brief narrative explaining if structural source controls were not used. Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable S1 Provide storm drain system stenciling and signage S2 Design and construct outdoor material storage areas to reduce pollution introduction Not proposed for this project. S3 Design and construct trash and waste storage areas to reduce pollution introduction S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control S5 Protect slopes and channels and provide energy dissipation Not proposed for this project. Incorporate requirements applicable to individual priority project categories (from SDRWQCB NPDES Permit) Not part of SDRWQCB NPDES Permit. S6 Dock areas Not proposed for this project. S7 Maintenance bays S8 Vehicle wash areas S9 Outdoor processing areas Not proposed for this project. S10 Equipment wash areas Not proposed for this project. S11 Fueling areas Not proposed for this project. S12 Hillside landscaping Not proposed for this project. S13 Wash water control for food preparation areas Not proposed for this project. S14 Community car wash racks Not proposed for this project. A discussion of each selected Structural Source Control BMP is provided in the following section. The implementation of each BMP and the responsible party are described in the Inspection and Maintenance Responsibility Matrix provided in Section V of this WQMP as well as the Operation and Maintenance Plan provided in Attachment E. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 24 Routine Structural BMPs: (S1) Storm Drain System Stenciling and Signage All storm drain inlets and catch basins, constructed, or modified, within the project site shall be stenciled or labeled. Signs (“No Dumping – Drains to River” or similar language) which prohibit illegal dumping shall be posted legibly adjacent to each catch basin. Legibility of stencils and signs shall be maintained by the Owner. (S3) Trash Storage Areas Trash enclosures will be provided. Trash enclosures shall be enclosed (roofed) with contents prevented from contact with rain and storm water run‐on. Additionally, nuisance flows from trash enclosures or any spilled material will not be allowed to enter the storm drain system, but rather, conveyed to the sanitary sewer system. All enclosures will be constructed per city guidelines, including a sump condition to and drain to capture and detain any leaked materials from the dumpster. The Project Owner will designate a maintenance firm that will be responsible for initiating a program to ensure that the parking lots and driveway of the project are swept and cleaned on a regular basis. Daily inspection will be made of trash receptacles to make sure lids are closed and pick‐up of any excess trash on the ground. These activities will become the responsibility of the designated maintenance firm. The maintenance firm will be responsible for the implementation of trash management programs and litter control procedures in the common areas aimed at reducing pollution of drainage water. Responsibility shall include the emptying of trash receptacles, noting of disposal violations by users, and reporting such violations to the owner for investigation. (S4) Landscape and Irrigation System Design As a part of the design of all common area landscape irrigation, implementation of the City Water Conservation Ordinance including, but not limited to, such provisions as water sensors, programmable irrigation times (for short cycles), rain shutoff devices, flow reducers or shut off valves will be used. As a part of the design of all private area landscape areas, similar planting material with similar water requirements will be used in order to reduce excess irrigation runoff and promote surface filtration. Such landscape areas will be maintained by the owner (See O&M Table). (S7) Maintenance Bays Maintenance areas are to remain covered and any incidental runoff within the service area is to be captured and discharged to the sewer system. Runoff is prohibited from leaving the service area and entering the storm drain system. Project Owner is responsible for ensuring compliance. (S8) Vehicle Wash Areas All vehicle washing is to be conducted in the enclosed vehicle wash area connected to the showroom/service center building. All vehicle wash water to drain to drain to the sewer system and is prohibited from discharging outside and entering the storm drain system. Stormwater and non-stormwater will accumulate in containment areas and sumps with impervious surfaces. Contaminated accumulated water must be disposed of in accordance with applicable laws and cannot be discharged directly to the storm drain or sanitary sewer system without the appropriate permit. Project Owner is responsible for ensuring compliance. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 25 IV.4 Alternative Compliance Plan (If Applicable) Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the WQMP. IV.4.1 Water Quality Credits Determine if water quality credits are applicable for the project. Refer to Section 3.1 of the Model WQMP for description of credits and Appendix VI of the Technical Guidance Document (TGD) for calculation methods for applying water quality credits. Description of Proposed Project Project Types that Qualify for Water Quality Credits (Select all that apply): Redevelopment projects that reduce the overall impervious footprint of the project site. Brownfield redevelopment, meaning redevelopment, expansion, or reuse of real property which may be complicated by the presence or potential presence of hazardous substances, pollutants or contaminants, and which have the potential to contribute to adverse ground or surface WQ if not redeveloped. Higher density development projects which include two distinct categories (credits can only be taken for one category): those with more than seven units per acre of development (lower credit allowance); vertical density developments, for example, those with a Floor to Area Ratio (FAR) of 2 or those having more than 18 units per acre (greater credit allowance). Mixed use development, such as a combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that can demonstrate environmental benefits that would not be realized through single use projects (e.g. reduced vehicle trip traffic with the potential to reduce sources of water or air pollution). Transit-oriented developments, such as a mixed use residential or commercial area designed to maximize access to public transportation; similar to above criterion, but where the development center is within one half mile of a mass transit center (e.g. bus, rail, light rail or commuter train station). Such projects would not be able to take credit for both categories, but may have greater credit assigned Redevelopment projects in an established historic district, historic preservation area, or similar significant city area including core City Center areas (to be defined through mapping). Developments with dedication of undeveloped portions to parks, preservation areas and other pervious uses. Developments in a city center area. Developments in historic districts or historic preservation areas. Live-work developments, a variety of developments designed to support residential and vocational needs together – similar to criteria to mixed use development; would not be able to take credit for both categories. In-fill projects, the conversion of empty lots and other underused spaces into more beneficially used spaces, such as residential or commercial areas. Calculation of Water Quality Credits (if applicable) NOT APPLICABLE Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section IV North OC Priority WQMP Template August 17 2011 Page 26 IV.4.2 Alternative Compliance Plan Information Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the Model WQMP. NOT APPLICABLE Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section V North OC Priority WQMP Template August 17 2011 Page 27 Section V Inspection/Maintenance Responsibility for BMPs Fill out information in table below. Prepare and attach an Operation and Maintenance Plan. Identify the funding mechanism through which BMPs will be maintained. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Refer to Section 7.II 4.0 in the Model WQMP. All improvements throughout the site shall be improved and maintained by the Owner, US Auto Trust See O&M Plan included in Attachment E of WQMP. BMP Inspection/Maintenance BMP Reponsible Party(s) Inspection / Maintenance Activities Required Minimum Frequency of Activities (N1) Education for Property Owners Owner Proper education will help reduce all potential and anticipated pollutant from the site. Practical information shall be provided by the property owner to the employees on general good housekeeping BMP’s and other practices that contribute to protection of storm water quality. Ongoing. Information to be provided to employees. (N2) Activity Restrictions Owner There shall be no discharges of fertilizer, pesticides, or wastes to streets or storm drains. There shall be no blowing or sweeping of debris into storm drain. All debris shall be collected and relocated to an approved trash area. Ongoing. Information to be provided to employees. (N3) Common Area Landscape Management Owner The owner shall be responsible for ensuring landscape maintenance per the County Water Conservation Resolution with fertilizer and/or pesticide usage consistent with Management Guidelines for Use of Fertilizers (DAMP Section 5.5). Ongoing (N4) BMP Maintenance Owner The Owner shall be responsible for implementation of the applicable non-structural, structural BMP as well as scheduling inspection and maintenance cleaning of all applicable structural BMP facilities. Site management shall be responsible for inspection and maintenance activities. Debris and other water pollutants will be controlled, contained and disposed of in a proper manner by staff or the maintenance contractor. Per this table. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section V North OC Priority WQMP Template August 17 2011 Page 28 (N7) Spill Contingency Plan Owner The tenant is responsible for preparing a Spill Contingency Plan for use by the auto dealership service center. The plan is to describe how occupants will prepare for and respond to spills of hazardous materials. Ongoing (N10) Uniform Fire Code Implementation Owner Owner and tenants to comply with Article 80 of the Uniform Fire Code enforced by the fire protection agency. Ongoing (N11) Common Area Litter Control Owner The Owner, through the site maintenance contractor, will be required to maintain weekly sweeping and trash pick-up within the project area. Daily inspection will be made of trash receptacles to make sure lids are closed and pick-up of any excess trash on the ground has occurred. The Owner shall be responsible for common area litter controls; Responsibility shall include the emptying of trash receptacles, noting of disposal violations by tenants and employees, and reporting such violations to the management for investigation, as appropriate. Daily/Weekly (N12) Employee Training Owner An employee training/education program will be established as it would apply to all employees and contractors of the site to inform and train employees engaged in maintenance activities regarding the impact of improper disposal of sediments, wastes, chemicals and other potential pollutants. Ongoing. Ensure all employees are adhering to the training/ education program and are not engaged in activities that have a negative impact on storm water. (N14) Common Area Catch Basin Inspection Owner Trench drain to be inspected for defects and possible illegal dumping. Collected materials are to be removed and medium pouches shall be inspected for defects and continued serviceability. At least three times per year. Inspect prior to start of rainy season (10/1) and after significant storm events. (N15) Private Sweeping, Private Streets and Parking Lot Owner Streets and parking lots shall be vacuum swept on a weekly basis, at minimum. Weekly Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section V North OC Priority WQMP Template August 17 2011 Page 29 (S1) Storm Drain System Stencilling and Signage Owner Provide stencilling or labelling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language and/or graphical icons to discourage illegal dumping. Identify the party responsible for maintaining the legibility of stencils and signs (the Owner). The stencils contain a brief statement that prohibits dumping into the MS4. Stencils and signs alert the public to the destination of pollutants discharged into Urban Runoff. Continuous (S3) Trash and Waste Storage Areas Owner Trash areas will be designed with enclosures to prevent runoff of storm water at the storage area. Drainage from adjacent areas will be diverted around each trash storage area to avoid contact. Trash will be removed on a weekly basis and disposed of properly offsite by a City approved waste management company. In addition, these areas will be checked on a daily basis for debris and overfill. Trash area shall be inspected daily (S4) Common Area Efficient Irrigation Owner In conjunction with routine maintenance activities, verify that landscape design continues to function properly by adjusting properly to eliminate overspray to hardscape areas, and to verify that irrigation timing and cycle lengths are adjusted in accordance with water demands, given time of year, weather, day or night-time temperatures based on system specifications and local climate patterns. Monthly (S7) Maintenance Bays Owner Maintenance bays shall be indoors and designed so bays do not receive stormwater run-on. Bays are to have drainage system to capture all wash water, leaks, and spills and connect to sump for disposal. Ongoing (S8) Vehicle Wash Areas Owner Vehicle wash areas are to be self- contained and covered with a roof. The wash areas are to be equipped with wash racks and a clarifier or other pre-treatment facility. Ongoing Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section V North OC Priority WQMP Template August 17 2011 Page 30 (BMP-1) Modular Wetland System MWS (model MWS-L-6-8-C ) Owner Remove accumulated sediment and debris as necessary. Maintain in conformance with the manufacturer’s guidelines included at the end of this section. At least once per year. Inspect prior to start of rainy season (10/1) and after significant storm events. (BMP-2) Modular Wetland System MWS (model MWS-L-8-8-V) Owner Remove accumulated sediment and debris as necessary. Maintain in conformance with the manufacturer’s guidelines included at the end of this section. At least once per year. Inspect prior to start of rainy season (10/1) and after significant storm events. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section VI North OC Priority WQMP Template August 17 2011 Page 31 Section VI BMP Exhibit (Site Plan) VI.1 BMP Exhibit (Site Plan) Include a BMP Exhibit (Site Plan), at a size no less than 24” by 36,” which includes the following minimum information: • Insert in the title block (lower right hand corner) of BMP Exhibit: the WQMP Number (assigned by staff) and the grading/building or Planning Application permit numbers • Project location (address, tract/lot number(s), etc.) • Site boundary • Land uses and land covers, as applicable • Suitability/feasibility constraints • Structural BMP locations • Drainage delineations and flow information • Delineate the area being treated by each structural BMP • GIS coordinates for LID and Treatment Control BMPs • Drainage connections • BMP details • Preparer name and stamp Please do not include any areas outside of the project area or any information not related to drainage or water quality. The approved BMP Exhibit (Site Plan) shall be submitted as a plan sheet on all grading and building plan sets submitted for plan check review and approval. The BMP Exhibit shall be at the same size as the rest of the plan sheets in the submittal and shall have an approval stamp and signature prior to plan check submittal. VI.2 Submittal and Recordation of Water Quality Management Plan Following approval of the Final Project-Specific WQMP, three copies of the approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be submitted. In addition, these documents shall be submitted in a PDF format. Each approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be recorded in the Orange County Clerk-Recorder’s Office, prior to close-out of grading and/or building permit. Educational Materials are not required to be included. X X GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS MTE EC 0.32' 5' 5' 10.54FS 26 24 22 18 16 14 20 28 38 36 34 32 40 30 48 46 50 44 42 56 54 52 58 62 60 64 66 44 42 3836 34 32 28 26 24 22 18 16 14 40 30 20 32 2826 24 22 18 16 30 20 28 34 32 30 36 1820 24 22 26 30 28 32 16 16 14 14 1 4 14 12 12 12 12 12 12 12 12 10 10 WEST COAST HIGHWAY N88°58'28"E 550.08 S88°12'05"W 550.03' S0 1 ° 4 7 ' 5 5 " E 1 3 8 . 1 0 ' N88°12'05"E 686.80' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N88°58'28"E 550.08 S0 1 ° 4 7 ' 5 5 " E 1 4 5 . 5 2 ' S88°12'05"W 550.03' N88°58'28"E 250.06' S88°12'05"W 250.03' N88°58'28"E 250.06' 18 17 16 15 18 1716 15 15 12 12 131416 12 13 12 12 13 13 13 11 11 11 11 2019 12 11 1 2 11 11 13 12 14 14 14 1415161718 MWS W W W W W W W W W W W W W W W FW FW FW FW FW FW SS SS SS SS SS SS SS SS SS SS MWS W DMA-2 0.86 ACDMA-1 0.93 AC WEST COAST HIGHWAYWEST COAST HIGHWAY PROPOSED DEALERSHIP BUILDING EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) 10.84 RIM8.50 INV 11.00TG9.00 INV INSERT FILTER PER DETAIL B HEREON 16.25TG14.00INV 13.75TG11.75INV 19.25TG 17.00INV 36.25TG18.00 INV 22.09TG20.00INV PROPOSED SD LINEFOR OFFSITE RUNON& UNDISTURBEDLANDSCAPE AREA EX RCP PUBLIC SD LINE PROPOSED GUTTER TO CONVEY OFFSITE RUNON TO PUBLIC SD PROP. ROOF DOWN DRAIN PROP. ROOF DOWN DRAIN PROPOSED COVERED TRASH ENCLOSURE BMP-2: PROPRIETARY BIOTREATMENT SYSTEM PER DETAIL "C", HEREON 7.90INV-IN, 6.55INV-OUT PROPOSED SD OUTLET ONSITE UNDISTURBED LANDSCAPE WILL BYPASS ONSITE BMPS. HOWEVER, BMP SIZING CALCULATIONS ACCOUNT FOR THIS AREA BMP-1: PROPRIETARY BIOTREATMENT SYSTEM PER DETAIL "A", THIS SHEET 8.00INV-IN, 6.67INV-OUT PROPOSED SD OUTLET PROPOSED SD OUTLET PROPOSED GUTTER TO CONVEY OFFSITE RUNON TO PUBLIC SD PROP. ROOF DOWN DRAIN PROPOSED SD OUTLET EX PUBLIC CATCH BASIN 11.06TG 9.00INV 10.64TC10.14FL8.00INV 10.74TG8.50INV 12.00TG10.00INV 11.19 TG 27.50TG19.00INV 11.54TG9.02 INV INSERT FILTER PER DETAIL B HEREON 11.47TG9.20 INV INSERT FILTERPER DETAIL B HEREON 11.46TG 9.29 INV INSERT FILTERPER DETAIL B HEREON 11.45TG 9.50 INV INSERT FILTERPER DETAIL B HEREON PROPOSED GUTTER TO CONVEY UNDISTURBED AREA RUNOFF TO PUBLIC SD NEWPORT BEACH PORSCHE 445 E PACIFIC COAST HIGHWAY NEWPORT BEACH, CA 92660 APN: 049-280-86 US AUTO TRUST 10250 CONSTELLATION BOULEVARD SUITE 2850 LOS ANGELES, CA 90067 CONTACT: MATT KAISER TEL: (310) 275-8944 PREPARED FOR:PREPARED BY: LID DCV & BMP SUMMARY: PROJECT SITE AREAS: ELEMENT EXISTING PROPOSED TOTALPROJECT SITE IMPERVIOUSAREA PERVIOUSAREA 78,001 SF(1.79 AC) 52,448 SF(67%) 25,553 SF(33%) 78,001 SF(1.79 AC) 53,769 SF(69%) 24,232 SF(31%) LANDSCAPE AREA (PERVIOUS) BUILDING/ROOF AREA (IMPERVIOUS) PROPERTY LINE CENTERLINE DIRECTION OF SURFACE FLOW (OFFSITE) DIRECTION OF SURFACE FLOW (ONSITE) PRIVATE STORM DRAIN LINE PROPRIETARY BIOTREATMENT BMP UNDERGROUND DETENTION SYSTEM ROOF DOWN DRAIN DMA BOUNDARY LIMITS OF GRADING LEGEND: ALL ROOF DRAINS SHOWN ARE IN APPROXIMATE LOCATIONS. REFER TO SEPARATE PLUMBING PLANS (SEPARATE PERMIT, BY OTHERS). ROOF DRAIN NOTE: SITE-WIDE BMP'S: N-1 N-2 N-11 N-12 EDUCATION FOR PROPERTY OWNERS, TENANTS AND OCCUPANTS ACTIVITY RESTRICTIONS COMMON AREA LITTER CONTROL EMPLOYEE TRAINING OWNER OWNER OWNER OWNER BMP DESCRIPTION RESPONSIBLE PARTY BMP KEY NOTES: N-3 N-4 N-8 N-14 N-15 S-1 S-3 S-4 COMMON AREA LANDSCAPE MANAGEMENT BMP MAINTENANCE UNDERGROUND STORAGE CONTAINER COMPLIANCE COMMON AREA CATCH BASIN INSPECTION STREET SWEEPING PRIVATE STREETS AND PARKING LOTS PROVIDE STORM DRAIN SYSTEM STENCILING/SIGNAGE DESIGN AND CONSTRUCT TRASH AND WASTE STORAGE AREAS USE EFFICIENT IRRIGATION SYSTEMS & LANDSCAPE DESIGN, WATER CONSERVATION, SMART CONTROLLERS, AND SOURCE CONTROL. OWNER OWNER OWNER OWNER OWNER OWNER OWNER OWNER BMP SYMBOL DESCRIPTION RESPONSIBLE PARTY WQMP BMP SITE PLAN SD DMA LID REQ.VBMPBMP ID & TYPE 0.123 CFS1BMP-1: PROPRIETARY BIOTREATMENT --- QBMP 0.147 CFS INSERT FILTER NOT TO SCALE B BMP-1: PROPRIETARY BIOTREATMENT SYSTEM (MWS-L-6-8-C) NOT TO SCALE A RUNON 14,115 SF(0.32 AC) 0 SF(0%) 14,115 SF(100%) 0.193 CFS2BMP-2: PROPRIETARY BIOTREATMENT 0.230 CFS BMP-2: PROPRIETARY BIOTREATMENT SYSTEM (MWS-L-8-8-V) NOT TO SCALE C --- DCV 1,114 CF 1,748 CF Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership US Auto Trust Section VII North OC Priority WQMP Template August 17 2011 Page 32 Section VII Educational Materials Refer to the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. Please only attach the educational materials specifically applicable to this project. Other materials specific to the project may be included as well and must be attached. Education Materials Residential Material (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If Applicable The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable Water Use Proper Maintenance Practices for Your Business Household Tips Other Material Check If Attached Proper Disposal of Household Hazardous Waste Recycle at Your Local Used Oil Collection Center (North County) Recycle at Your Local Used Oil Collection Center (Central County) Recycle at Your Local Used Oil Collection Center (South County) Tips for Maintaining a Septic Tank System Responsible Pest Control Sewer Spill Tips for the Home Improvement Projects Tips for Horse Care Tips for Landscaping and Gardening Tips for Pet Care Tips for Pool Maintenance Tips for Residential Pool, Landscape and Hardscape Drains Tips for Projects Using Paint For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Proper Maintenance Practices for Your Business The Ocean Beginsat Your Front Door PROJECT PREVENTION Help Prevent Ocean Pollution: Preventing water pollution at your commercial/industrial site Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many landscape and building maintenance activities can lead to water pollution if you’re not careful. Paint, chemicals, plant clippings and other materials can be blown or washed into storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour soap or fertilizers into the ocean, so why would you let them enter the storm drains? Follow these easy tips to help prevent water pollution. Some types of industrial facilities are required to obtain coverage under the State General Industrial Permit. For more information visit: www.swrcb.ca.gov/stormwater/industrial.html Printed on Recycled Paper Tips for Pool Maintenance Call your trash hauler to replace leaking dumpsters. Do not dump any toxic substance or liquid waste on the pavement, the ground, or near a storm drain. Even materials that seem harmless such as latex paint or biodegradable cleaners can damage the environment. Recycle paints, solvents and other materials. For more information about recycling and collection centers, visit www.oclandfills.com. Store materials indoors or under cover and away from storm drains. Use a construction and demolition recycling company to recycle lumber, paper, cardboard, metals, masonry, carpet, plastic, pipes, drywall, rocks, dirt, and green waste. For a listing of construction and demolition recycling locations in your area, visit www.ciwmb.ca.gov/recycle. Properly label materials. Familiarize employees with Material Safety Data Sheets. Landscape Maintenance Compost grass clippings, leaves, sticks and other vegetation, or dispose of it at a permitted landfill or in green waste containers. Do not dispose of these materials in the street, gutter or storm drain. Irrigate slowly and inspect the system for leaks, overspraying and runoff. Adjust automatic timers to avoid overwatering. Follow label directions for the use and disposal of fertilizers and pesticides. Do not apply pesticides or fertilizers if rain is expected within 48 hours or if wind speeds are above 5 mph. Do not spray pesticides within 100 feet of waterways. Fertilizers should be worked into the soil rather than dumped onto the surface. If fertilizer is spilled on the pavement or sidewalk, sweep it up immediately and place it back in the container. Building Maintenance Never allow washwater, sweepings or sediment to enter the storm drain. Sweep up dry spills and use cat litter, towels or similar materials to absorb wet spills. Dispose of it in the trash. If you wash your building, sidewalk or parking lot, you must contain the water. Use a shop vac to collect the water and contact your city or sanitation agency for proper disposal information. Do not let water enter the street, gutter or storm drain. Use drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of materials in the trash. Use a ground cloth or oversized tub for mixing paint and cleaning tools. Use a damp mop or broom to clean floors. Cover dumpsters to keep insects, animals, rainwater and sand from entering. Keep the area around the dumpster clear of trash and debris. Do not overfill the dumpster. PROJECT PREVENTION Proper Maintenance Practices for your Business Never Dispose of Anything in the Storm Drain. Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities such as pest control can lead to water pollution if you’re not careful. Pesticide treatments must be planned and applied properly to ensure that pesticides do not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump pesticides into the ocean, so don’t let it enter the storm drains. Pesticides can cause significant damage to our environment if used improperly. If you are thinking of using a pesticide to control a pest, there are some important things to consider. For more information, please call University of California Cooperative Extension Master Gardeners at (714) 708-1646 or visit these Web sites: www.uccemg.org www.ipm.ucdavis.edu For instructions on collecting a specimen sample visit the Orange County Agriculture Commissioner’s website at: http://www.ocagcomm.com/ser_lab.asp To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Information From: Cheryl Wilen, Area IPM Advisor; Darren Haver, Watershed Management Advisor; Mary Louise Flint, IPM Education and Publication Director; Pamela M. Geisel, Environmental Horticulture Advisor; Carolyn L. Unruh, University of California Cooperative Extension staff writer. Photos courtesy of the UC Statewide IPM Program and Darren Haver. Funding for this brochure has been provided in full or in part through an agreement with the State Water Resources Control Board (SWRCB) pursuant to the Costa-Machado Water Act of 2000 (Prop. 13). Help Prevent Ocean Pollution: The Ocean Beginsat Your Front Door Responsible Pest Control Printed on Recycled Paper Key Steps to Follow: Step 1: Correctly identify the pest (insect, weed, rodent, or disease) and verify that it is actually causing the problem. This is important because beneficial insects are often mistaken for pests and sprayed with pesticides needlessly. Consult with a Certified Nursery Professional at a local nursery or garden center or send a sample of the pest to the Orange County Agricultural Commissioner’s Office. Determine if the pest is still present – even though you see damage, the pest may have left. Step 2: Determine how many pests are present and causing damage. Small pest populations may be controlled more safely using non- pesticide techniques. These include removing food sources, washing off leaves with a strong stream of water, blocking entry into the home using caulking and replacing problem plants with ones less susceptible to pests. Step 3: If a pesticide must be used, choose the least toxic chemical. Obtain information on the least toxic pesticides that are effective at controlling the target pest from the UC Statewide Integrated Pest Management (IPM) Program’s Web site at www.ipm.ucdavis.edu. Seek out the assistance of a Certified Nursery Professional at a local nursery or garden center when selecting a pesticide. Purchase the smallest amount of pesticide available. Apply the pesticide to the pest during its most vulnerable life stage. This information can be found on the pesticide label. Step 4: Wear appropriate protective clothing. Follow pesticide labels regarding specific types of protective equipment you should wear. Protective clothing should always be washed separately from other clothing. Step 5: Continuously monitor external conditions when applying pesticides such as weather, irrigation, and the presence of children and animals. Never apply pesticides when rain is predicted within the next 48 hours. Also, do not water after applying pesticides unless the directions say it is necessary. Apply pesticides when the air is still; breezy conditions may cause the spray or dust to drift away from your targeted area. In case of an emergency call 911 and/or the regional poison control number at (714) 634-5988 or (800) 544-4404 (CA only). For general questions you may also visit www.calpoison.org. Step 6: In the event of accidental spills, sweep up or use an absorbent agent to remove any excess pesticides. Avoid the use of water. Be prepared. Have a broom, dust pan, or dry absorbent material, such as cat litter, newspapers or paper towels, ready to assist in cleaning up spills. Contain and clean up the spill right away. Place contaminated materials in a doubled plastic bag. All materials used to clean up the spill should be properly disposed of according to your local Household Hazardous Waste Disposal site. Step 7: Properly store and dispose of unused pesticides. Purchase Ready-To- Use (RTU) products to avoid storing large concentrated quantities of pesticides. Store unused chemicals in a locked cabinet. Unused pesticide chemicals may be disposed of at a Household Hazardous Waste Collection Center. Empty pesticide containers should be triple rinsed prior to disposing of them in the trash. Household Hazardous Waste Collection Center(714) 834-6752www.oclandfills.com Integrated Pest Management (IPM) usually combines several least toxic pest control methods for long-term prevention and management of pest problems without harming you, your family, or the environment. Three life stages of the common lady beetle, a beneficial insect. Tips for Pest Control Sewage Spill Regulatory Requirements This brochure was designed courtesy of the Orange County Sanitation District (OCSD). For additional information, call (714) 962-2411, or visit their website at www.ocsd.com Your Responsibilities as a Private Property Owner Reference Guide Sewage Spill Allowing sewage to discharge to a gutter or storm drain may subject you to penalties and/or out-of- pocket costs to reimburse cities or public agencies for clean-up efforts. Here are the pertinent codes, fines, and agency contact information that apply. Orange County Stormwater Program 24 Hour Water Pollution Reporting Hotline 1-877-89-SPILL (1-877-897-7455) !County and city water quality ordinances prohibit discharges containing pollutants. California Health and Safety Code, Sections 5410-5416 !No person shall discharge raw or treated sewage or other waste in a manner that results in contamination, pollution or a nuisance. !Any person who causes or permits a sewage discharge to any state waters: •must immediately notify the local health agency of the discharge. •shall reimburse the local health agency for services that protect the public’s health and safety (water-contact receiving waters). •who fails to provide the required notice to the local health agency is guilty of a misdemeanor and shall be punished by a fine (between $500–$1,000) and/or imprisonment for less than one year. !Requires the prevention, mitigation, response to and reporting of sewage spills. California Water Code, Article 4, Chapter 4, Sections 13268-13271 California Code of Regulations, Title 23, Division 3, Chapter 9.2, Article 2, Sections 2250-2260 !Any person who causes or permits sewage in excess of 1,000 gallons to be discharged to state waters shall immediately notify the Office of Emergency Services. !Any person who fails to provide the notice required by this section is guilty of a misdemeanor and shall be punished by a fine (less than $20,000) and/or imprisonment for not more than one year. Orange County Health Care Agency Environmental Health (714) 433-6419 Regional Water Quality Control Board Santa Ana Region San Diego Region (951) 782-4130 (858) 467-2952 California Office of Emergency Services (800) 852-7550 What is a Sewage Spill? You Are Responsible for a Sewage Spill Caused by a Blockage or Break in Your Sewer Lines! Grease builds up inside and eventually blocks sewer pipes. Grease gets into the sewer from food establishments, household drains, as well as from poorly maintained commercial grease traps and interceptors. Structure problems caused by tree roots in the lines, broken/cracked pipes, missing or broken cleanout caps or undersized sewers can cause blockages. Infiltration and inflow (I/I) impacts pipe capacity and is caused when groundwater or rainwater enters the sewer system through pipe defects and illegal connections. Time is of the essence in dealing with sewage spills. You are required to immediately: Control and minimize the spill. Keep spills contained on private property and out of gutters, storm drains and public waterways by shutting off or not using the water. Use sandbags, dirt and/or plastic sheeting to prevent sewage from entering the storm drain system. Clear the sewer blockage. Always wear gloves and wash your hands. It is recommended that a plumbing professional be called for clearing blockages and making necessary repairs. Always notify your city sewer/public works department or public sewer district of sewage spills. If the spill enters the storm drains also notify the Health Care Agency. In addition, if it exceeds 1,000 gallons notify the Office of Emergency Services. Refer to the numbers listed in this brochure. Caution Allowing sewage from your home, business or property to discharge to a gutter or storm drain may subject you to penalties and/or out-of-pocket costs to reimburse cities or public agencies for clean-up and enforcement efforts. See Regulatory Codes & Fines section for pertinent codes and fines that apply. What to Look For You Could Be Liable Sewage spills can be a very noticeable gushing of water from a manhole or a slow water leak that may take time to be noticed. Don’t dismiss unaccounted-for wet areas. Look for: !Drain backups inside the building. !Wet ground and water leaking around manhole lids onto your street. !Leaking water from cleanouts or outside drains. !Unusual odorous wet areas: sidewalks, external walls or ground/landscape around a building. Rev 4/06printed on recycled paper Common Causes of Sewage Spills Overflowing cleanout pipe located on private property Keep people and pets away from the affected area. Untreated sewage has high levels of disease-causing viruses and bacteria. Call your local health care agency listed on the back for more information. DTP113 Sewage spills occur when the wastewater being transported via underground pipes overflows through a manhole, cleanout or broken pipe. Sewage spills can cause health hazards, damage to homes and businesses, and threaten the environment, local waterways and beaches. Health Care Agency Environmental Health C A AILINFOR FO OYRTANN GU EOC If You See a Sewage Spill Occurring, Notify Your City Sewer/Public Works Department or Public Sewer District IMMEDIATELY! www.ocwatersheds.com P R O J E C T P R E V E N T I O N Residences Businesses Homeowner/Condominium Associations Federal and State Complexes Military Facilities Orange County Sanitation District How a Sewer System Works Orange County Agency Responsibilites You Could Be Liable for Not Protecting the Environment Local and state agencies have legal jurisdic- tion and enforcement authority to ensure that sewage spills are remedied. They may respond and assist with contain- ment, relieving pipe blockages, and/or clean-up of the sewage spill, especially if the spill is flowing into storm drains or onto public property. A property owner may be charged for costs incurred by these agencies responding to spills from private properties . How You Can Prevent Sewage Spills A property owner's sewer pipes are called service laterals and are connected to larger local main and regional trunk lines. Service laterals run from the connection at the home to the connection with the public sewer (including the area under the street). These laterals are the responsibility of the property owner and must be maintained by the property owner. Many city agencies have adopted ordinances requiring maintenance of service laterals. Check with your city sewer/local public works department for more information. Operation and maintenance of local and regional sewer lines are the responsi- bility of the city sewer/public works depart- ments and public sewer districts. Preventing Grease Blockages The drain is not a dump! Recycle or dispose of grease properly and never pour grease down the drain. Homeowners should mix fats, oils and grease with absor- bent waste materials such as paper, coffee grounds, or kitty litter and place it in the trash. Wipe food scraps from plates and pans and dump them in the trash. Restaurants and commercial food service establishments should always use “Kitchen Best Management Practices.” These include: !Collecting all cooking grease and liquid oil from pots, pans and fryers in covered grease containers for recycling. !Scraping or dry-wiping excess food and grease from dishes, pots, pans and fryers into the trash. !Installing drain screens on all kitchen drains. !Having spill kits readily available for cleaning up spills. !Properly maintaining grease traps or interceptors by having them serviced regularly. Check your local city codes. !City Sewer/Public Works Departments— Responsible for protecting city property and streets, the local storm drain system, sewage collection system and other public areas. !Pub l i c Sewe r/Sanitation District— Responsible for collecting, treating and disposing of wastewater. !County of Orange Health Care Agency— Responsible for protecting public health by closing ocean/bay waters and may close food-service businesses if a spill poses a threat to public health. !Regional Water Quality Control Boards— Responsible for protecting State waters. !Orange County Stormwater Program— Responsible for preventing harmful pollutants from being discharged or washed by stormwater runoff into the municipal storm drain system, creeks, bays and the ocean. 2 3 1 Never put grease down garbage disposals, drains or toilets. Perform periodic cleaning to eliminate grease, debris and roots in your service laterals. Repair any structural problems in your sewer system and eliminate any rainwater infiltration/inflow leaks into your service laterals. Sewage spills can cause damage to the environment. Help prevent them! Regional Trunk line Sewer WastewaterTreatment Plant Cleanout CleanoutGreaseTrap Downspout (rain water goes into the storm drain system,not the sewer) RESIDENCE BUSINESS Manhole Local Main Sewer Line Private Service Laterals Manhole City Sewer/Public Works Departments Aliso Viejo .........................(949) 425-2500 Anaheim...........................(714) 765-6860 Brea ..............................(714) 990-7691 Buena Park ........................(714) 562-3655 Costa Mesa ........................(949) 645-8400 Cypress ...........................(714) 229-6760 Dana Point .........................(949) 248-3562 Fountain Valley .....................(714) 593-4600 Fullerton...........................(714) 738-6897 Garden Grove.......................(714) 741-5375 Huntington Beach ...................(714) 536-5921 Irvine .............................(949) 453-5300 Laguna Beach ......................(949) 497-0765 Laguna Hills ........................(949) 707-2650 Laguna Niguel ......................(949) 362-4337 Laguna Woods......................(949) 639-0500 La Habra...........................(562) 905-9792 Lake Forest ....................(949) 461-3480 La Palma ..........................(714) 690-3310 Los Alamitos .......................(562) 431-3538 Mission Viejo.......................(949) 831-2500 Newport Beach.....................(949) 644-3011 Orange............................(714) 532-6480 Orange County......................(714) 567-6363 Placentia ..........................(714) 993-8245 Rancho Santa Margarita............(949) 635-1800 San Clemente.......................(949) 366-1553 San Juan Capistrano ................(949) 443-6363 Santa Ana .........................(714) 647-3380 Seal Beach.........................(562) 431-2527 Stanton ...........................(714) 379-9222 Tustin.............................(714) 962-2411 Villa Park ..........................(714) 998-1500 Westminster .......................(714) 893-3553 Yorba Linda ........................(714) 961-7170 Public Sewer/Water Districts Costa Mesa Sanitary District ..........(714) 393-4433/ (949) 645-8400 El Toro Water District ................(949) 837-0660 Emerald Bay Service District ..........(949) 494-8571 Garden Grove Sanitary District .........(714) 741-5375 Irvine Ranch Water District ............(949) 453-5300 Los Alamitos/Rossmoor Sewer District ...(562) 431-2223 Midway City Sanitary District (Westminster)(714) 893-3553 Moulton Niguel Water District .........(949) 831-2500 Orange County Sanitation District.......(714) 962-2411 Santa Margarita Water District ........(949) 459-6420 South Coast Water District ............(949) 499-4555 South Orange County Wastewater Authority (949) 234-5400 Sunset Beach Sanitary District.........(562) 493-9932 Trabuco Canyon Sanitary District .......(949) 858-0277 Yorba Linda Water District ............(714) 777-3018 Other Agencies Orange County Health Care Agency .....(714) 433-6419 Office of Emergency Services..........(800) 852-7550 Report Sewage Spills! For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com UCCE Master Gardener Hotline: (714) 708-1646 To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while landscaping or gardening. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. C lean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Fertilizers, pesticides and other chemicals that are left on yards or driveways can be blown or washed into storm drains that flow to the ocean. Overwatering lawns can also send materials into storm drains. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour gardening products into the ocean, so don’t let them enter the storm drains. Follow these easy tips to help prevent water pollution. Printed on Recycled Paper Tips for Landscape and GardeningTips for Landscape & Gardening Never allow gardening products or polluted water to enter the street, gutter or storm drain. General Landscaping Tips Protect stockpiles and materials from wind and rain by storing them under tarps or secured plastic sheeting. Prevent erosion of slopes by planting fast-growing, dense ground covering plants. These will shield and bind the soil. Plant native vegetation to reduce the amount of water, fertilizers, and pesticide applied to the landscape. Never apply pesticides or fertilizers when rain is predicted within the next 48 hours. Garden & Lawn Maintenance Do not overwater. Use irrigation practices such as drip irrigation, soaker hoses or micro spray systems. Periodically inspect and fix leaks and misdirected sprinklers. Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain. Instead, dispose of green waste by composting, hauling it to a permitted landfill, or recycling it through your city’s program. Use slow-release fertilizers to minimize leaching, and use organic fertilizers. Read labels and use only as directed. Do not over-apply pesticides or fertilizers. Apply to spots as needed, rather than blanketing an entire area. Store pesticides, fertilizers and other chemicals in a dry covered area to prevent exposure that may result in the deterioration of containers and packaging. Rinse empty pesticide containers and re-use rinse water as you would use the product. Do not dump rinse water down storm drains. Dispose of empty containers in the trash. When available, use non-toxic alternatives to traditional pesticides, and use pesticides specifically designed to control the pest you are targeting. For more information, visit www.ipm.ucdavis.edu. If fertilizer is spilled, sweep up the spill before irrigating. If the spill is liquid, apply an absorbent material such as cat litter, and then sweep it up and dispose of it in the trash. Take unwanted pesticides to a Household Hazardous Waste Collection Center to be recycled. Locations are provided below. Household Hazardous Waste Collection Centers Anaheim: 1071 N. Blue Gum St. Huntington Beach: 17121 Nichols St. Irvine: 6411 Oak Canyon San Juan Capistrano: 32250 La Pata Ave. For more information, call (714) 834-6752 or visit www.oclandfills.com For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while using, storing and disposing of paint. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities such as painting can lead to water pollution if you’re not careful. Paint must be used, stored and disposed of properly to ensure that it does not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump paint into the ocean, so don’t let it enter the storm drains. Follow these easy tips to help prevent water pollution. Printed on Recycled Paper Tips for Pool Maintenance Paint can cause significant damage to our environment. Whether you hire a contractor or do it yourself, it is important to follow these simple tips when purchasing, using, cleaning, storing and disposing of paint. Purchasing Paint Measure the room or object to be painted, then buy only the amount needed. Whenever possible, use water-based paint since it usually does not require hazardous solvents such as paint thinner for cleanup. Painting Use only one brush or roller per color of paint to reduce the amount of water needed for cleaning. Place open paint containers or trays on a stable surface and in a position that is unlikely to spill. Always use a tarp under the area or object being painted to collect paint drips and contain spills. Cleaning Never clean brushes or rinse paint containers in the street, gutter or storm drain. For oil-based products, use as much of the paint on the brushes as possible. Clean brushes with thinner. To reuse thinner, pour it through a fine filter (e.g. nylon, metal gauze or filter paper) to remove solids such as leftover traces of paint. For water-based products, use as much of the paint on the brushes as possible, then rinse in the sink. Collect all paint chips and dust. Chips and dust from marine paints or paints containing lead, mercury or tributyl tin are hazardous waste. Sweep up and dispose of at a Household Hazardous Waste Collection Center (HHWCC). Storing Paint Store paint in a dry location away from the elements. Store leftover water-based paint, oil-based paint and solvents separately in original or clearly marked containers. Avoid storing paint cans directly on cement floors. The bottom of the can will rust much faster on cement. Place the lid on firmly and store the paint can upside- down to prevent air from entering. This will keep the paint usable longer. Oil-based paint is usable for up to 15 years. Water-based paint remains usable for up to 10 years. Alternatives to Disposal Use excess paint to apply another coat, for touch-ups, or to paint a closet, garage, basement or attic. Give extra paint to friends or family. Extra paint can also be donated to a local theatre group, low-income housing program or school. Take extra paint to an exchange program such as the “Stop & Swap” that allows you to drop off or pick up partially used home care products free of charge. “Stop & Swap” programs are available at most HHWCCs. For HHWCC locations and hours, call 1-877-897-7455 or visit www.oclandfills.com. Disposing of Paint Never put wet paint in the trash. For water-based paint: If possible, brush the leftover paint on cardboard or newspaper. Otherwise, allow the paint to dry in the can with the lid off in a well-ventilated area protected from the elements, children and pets. Stirring the paint every few days will speed up the drying. Large quantities of extra paint should be taken to a HHWCC. Once dried, paint and painted surfaces may be disposed of in the trash. When setting a dried paint can out for trash collection, leave the lid off so the collector will see that the paint has dried. For oil-based paint: Oil-based paint is a household hazardous waste. All leftover paint should be taken to a HHWCC. Aerosol paint: Dispose of aerosol paint cans at a HHWCC. Spills Never hose down pavement or other impermeable surfaces where paint has spilled. Clean up spills immediately by using an absorbent material such as cat litter. Cat litter used to clean water-based paint spills can be disposed of in the trash. When cleaning oil-based paint spills with cat litter, it must be taken to a HHWCC. Immediately report spills that have entered the street, gutter or storm drain to the County’s 24-Hour Water Pollution Problem Reporting Hotline at 1-877-897-7455 or visit www.ocwatersheds.com to fill out an incident reporting form. Tips for Projects Using Paint The Ocean Beginsat Your Front Door Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common automotive activities can lead to water pollution if you are not careful. Automotive work areas must be maintained to ensure that oil, gas, antifreeze, lubricants, grease and other fluids do not enter the street, gutter or storm drain. Rain or other water could wash Tips for the Automotive Industry Help Prevent Ocean Pollution: The tips contained in this brochure provide useful information to help prevent water pollution while performing automotive work. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Printed on recycled paper For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455) For emergencies dial 911 the materials into the storm drain and eventually into our waterways and the ocean. In addition, hazardous waste must not be poured into the sanitary sewer (sinks and toilets). You would never dump vehicle fluids into the ocean, so don’t let them enter the storm drains. Follow these tips to help prevent water pollution. Engine and Parts Cleaning Clean parts in a self-contained unit, solvent sink, or parts washer to prevent solvents and grease from entering a sewer or storm drain. Allow parts to drain over a contained area, rather than allowing materials to drip or spill onto the floor. Never discharge the rinse solution into the storm drain or sanitary sewer system. Inspect part-washing units daily for leaks and make repairs immediately. Use water-based cleaning solutions instead of solvents. Recycle used solutions through a licensed hazardous waste hauler. Avoid using hose-off degreasers and never allow runoff to enter the street, gutter or storm drain. Instead, brush off loose debris and use damp rags to wipe down parts. Clean used rags through a rag service or dispose of them as hazardous waste. Storage Materials and waste such as vehicle parts, fuels, solvents, batteries and oils should be stored off the ground and in areas where they will not be exposed to rainwater. Contain cracked batteries to prevent hazardous spills. If possible, provide overhead coverage for all outside hazardous materials or waste storage areas. If overhead coverage is not available, cover stored materials with an impervious material prior to a rain event. Label waste containers and drums in accordance with all local, state and federal laws and regulations. This will also help remind employees to separate wastes and to recycle them. Store liquid waste (hazardous or otherwise) in covered, labeled containers. Waste Recycling and Disposal When possible, recycle and reuse solvents, paints, oil filters, antifreeze, motor oil, batteries, metal scraps, water-based paints, used tires, paper, cardboard, container glass, aluminum, tin, water and lubricants. For a list of recycling locations in your area, visit www.ciwmb.ca.gov/recycle. Combining different types of hazardous waste will limit your recycling options and can be dangerous. A licensed hazardous waste hauler can provide information on hazardous waste storage and disposal costs. Tips for the Automotive Industry Local, state and federal laws prohibit businesses from allowing anything but rain to enter the storm drains. To help the automotive industry comply with requirements for reducing pollution and protecting water quality, this brochure describes the Best Management Practices (BMPs) and pollution prevention tips you and your employees should follow. Your compliance with these requirements will be examined during future inspections. Failure to comply may result in criminal prosecution or monetary fines. Please review this information and incorporate these practices into your daily activities. Work Site Locate the storm drains on or near your property. Do not allow materials to flow into these drains. Examine your business for sources of pollution. Perform automotive projects under cover and in a controlled area. Identify specific activities with the potential to cause spills or release pollutants such as oil, grease, fuel, etc. Post signs and train employees on how to prevent and clean up spills during these activities. Place large pans under wrecked cars until all fluids are drained. Promptly dispose of collected fluids into a hazardous waste drum. To learn more, visit: www.ocwatersheds.com/ StormWater/documents_bmp_ existing_development.asp#ind Cleaning Spills Clean up spills immediately by using absorbents such as rags, cat litter or sand. If the material spilled is hazardous, dispose of the rag, litter or sand in the same manner as hazardous waste. If the material spilled is non- hazardous, dispose of it in the trash. Immediately report spills that have entered the street, gutter or storm drain to the County’s 24-Hour Water Pollution Problem Reporting Hotline at (714) 567-6363 or visit www. ocwatersheds.com to fill out an incident report. Report emergencies to 911. Body Repair and Painting Clean work areas using dry methods. Use a shop vacuum or broom to sweep up dust, metal and debris. Consider investing in a sander with an attached vacuum system to capture dust at the source. Do not vacuum flammable liquids. Allow wet debris to dry overnight on the shop floor and sweep or vacuum it the next day. Liquid must not be discharged into the storm drain system. Paint only in approved, enclosed areas equipped with vacuum hoods and filters. Minimize paint and thinner waste by carefully calculating needs based on surface area and by using the proper sprayer cup size. Fueling Areas Operate fueling areas so that spills can be contained and runoff cannot carry spills into the street, gutter or storm drain. Service drain filters beneath the fueling canopy and replace absorbents annually. Post signs instructing customers not to overfill or top-off gas tanks. Vehicle Fluid Management Vehicle fluids are hazardous waste and must be stored and disposed of in accordance with all local, state and federal laws. Designate an area to drain vehicle fluids away from storm drains and sanitary drains. When possible, drain vehicle fluids indoors or within covered areas, and only over floors that are constructed of a non-porous material such as concrete. Asphalt and dirt floors absorb spilled or leaked fluids, making the cleanup extremely difficult. Collect water used to control over-spray or dust in the paint booth and recycle or dispose of it properly. Clean spray guns in a self-contained unit and recycle or properly dispose of the cleaning solution. Prevent all washwater from entering the street, gutter or storm drain. Vehicle and Equipment Cleaning Wash vehicles and equipment in designated areas. Never discharge washwater into the street, gutter or storm drain. Contact your local sewer agency for information on discharging to the sanitary sewer. Oil/water separators and washwater recycling systems may have special discharge requirements. Use a spray nozzle or rinse bucket to conserve water and minimize wastewater. Consider the use of a washwater recycling system to minimize wastewater from washing cars. Use a commercial car wash facility whenever possible. Sweep or vacuum the shop floor daily. Use a damp mop to clean work areas. Never hose down surfaces into the street, gutter or storm drain. Pour mop water into a sink, toilet or landscaped area. Never dispose of water in a parking lot, street, gutter or storm drain. Use non-toxic cleaning products whenever possible. Preventing Leaks and Spills Train employees on how to properly clean up spills and waste. Document employee training. Keep a spill kit with absorbent materials in the work area. Empty drip pans into a labeled, sealed container, before they are full. Check equipment, wipe up spills and repair leaks on a daily basis. Help Prevent Ocean Pollution: The Tips contained in this brochure provide useful information about how you can keep materials and washwater from entering the storm drain system. If you have other suggestions for how water and materials may be contained, please contact your city’s stormwater representative or call the Orange County Stormwater Program. Tips for Using Concrete and Mortar C lean beaches and healthy creeks, rivers, bays, and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Materials and excess concrete or mortar can be blown or washed into the storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never throw building materials into the ocean, so don’t let them enter the storm drains. Follow these easy tips to help prevent water pollution. For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com. To report a spill, call the Orange County 24-Hour Water Pollution Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The Ocean Begins at Your Front Door Never allow materials or washwater to enter the street or storm drain. Before the Project •Schedule projects for dry weather. •Store materials under cover, with temporary roofs or plastic sheets, to eliminate or reduce the possibility that the materials can be carried from the project site to streets, storm drains or adjacent properties via rainfall, runoff or wind. •Minimize waste by ordering only the amount of materials needed to complete the job. •Take measures to block nearby storm drain inlets. During the Project •Set up and operate small mixers on tarps or heavy drop cloths. •Do not mix more fresh concrete or cement than is needed for the job. •When breaking up pavement, pick up all chunks and pieces and recycle them at a local construction and demolition recycling company. (See information to the right) •When making saw cuts in pavement, protect nearby storm drain inlets during the saw-cutting operation and contain the slurry. Collect the slurry residue from the pavement or gutter and remove from the site. Clean-Up •Dispose of small amounts of dry concrete, grout or mortar in the trash. •Never hose materials from exposed aggregate concrete, asphalt or similar treatments into a street, gutter, parking lot, or storm drain. •Wash concrete mixers and equipment in designated washout areas where the water can flow into a containment area or onto dirt. Small amounts of dried material can be disposed of in the trash. Large amounts should be recycled at a local construction and demolition recycling company. (See information below) •Recycle cement wash water by pumping it back into cement mixers for reuse. Spills •Never hose down pavement or impermeable surfaces where fluids have spilled. Use an absorbent material such as cat litter to soak up a spill, then sweep and dispose in the trash. •Clean spills on dirt areas by digging up and properly disposing of contaminated dry soil in trash. •Immediately report significant spills to the County’s 24-Hour Water Pollution Problem Reporting Hotline at 1-877-897-7455 or log onto the County’s website at www.ocwatersheds.com and fill out an incident reporting form. For a list of construction and demolition recycling locations in your area visit www.ciwmb.ca.gov/Recycle/. For additional information on how to control, prevent, remove, and reduce pollution refer to the Stormwater Best Management Practice Handbook, available on-line at www.cabmphandbooks.com. Tips for Using Concrete and Mortar Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership ATTACHMENTS ATTACHMENT A: TGD Worksheets and Maps P: \ 9 5 2 6 E \ 6 - G I S \ M x d s \ S u c e p t a b i l i t y M a p s _ 2 0 1 0 0 5 0 5 \ 9 5 2 6 E _ N e w p o r t B a y S u s c e p t i b i l i t y _ 2 0 1 0 0 4 3 0 . m x d Riverside County Santa Ana RiverWatershed Santa Ana RiverWatershed South OrangeCounty Anaheim Bay-Huntington HarborWatershed JohnWayneAirport Lower PetersCanyonRetarding Basin Hicks CanyonRetardingBasin SiphonReservoir Round CanyonRetardingBasin Bee CanyonRetardingBasin EastfootRetardingBasin Orchard EstatesRetention Basin Agua ChinonRetardingBasin VillagePond Park Sand CanyonReservoir San JoaquinReservoir LagunaReservoir Big CanyonReservoir BonitaCanyonReservoir BasinNumber 1 NorthLake SouthLake BasinNumber 2 El Modena-IrvineRetarding Basin HarborView Dam East HicksCanyonRetarding Basin RattlesnakeReservoir TrabucoRetardingBasin MarshburnRetardingBasin FIGURE 4 JO B TIT L E SC A L E 1" = 1 2 0 0 0 ' DE S I G N E D DR A W I N G CH E C K E D BM P 04 / 3 0 / 1 0 DA T E JO B N O . 95 2 6 - E THTH OR A N G E C O U N T Y WA T E R S H E D MA S T E R P L A N N I N G OR A N G E C O . CA SU S C E P T I B I L I T Y A N A L Y I S NE W P O R T B A Y - NE W P O R T C O A S T A L S T R E A M S !I 0 9,000 18,000 Feet Susceptibility Potential Areas of Erosion, Habitat, &Physical Structure Susceptibility Channel Type Earth (Unstable) Earth (Stabilized) Stabilized Tidel Influence <= Mean High Water Line (4.28') Water Body Basin Dam Lake Reservoir Other Lands Airport/Military SUSCEPTIBILITY MAP UPATE (FEB 2013) Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 1 of 4 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 37 2 0 0 4 0 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 33° 37' 0'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 37' 0'' N 11 7 ° 5 4 ' 3 0 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:524 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Orange County and Part of Riverside County, California Survey Area Data: Version 16, Sep 6, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 115 Beaches 0.5 45.6% 134 Calleguas clay loam, 50 to 75 percent slopes, eroded D 0.6 54.4% Totals for Area of Interest 1.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 4 of 4 TECHNICAL GUIDANCE DOCUMENT APPENDICES X-14 December 20, 2013 Worksheet J: Summary of Harvested Water Demand and Feasibility 13 Is partial capture potentially feasible? (Line 12 > Line 11?) For projects with only irrigation demand 14 What is the minimum irrigation area required based on conservation landscape design? ( Table X.8) ac 15 What is the proposed project irrigated area? (multiply conservation landscaping by 1; multiply active turf by 2) ac 16 Is partial capture potentially feasible? (Line 15 > Line 14?) Provide supporting assumptions and citations for controlling demand calculation: 1 What demands for harvested water exist in the tributary area (check all that apply): 2 Toilet and urinal flushing □ 3 Landscape irrigation □ 4 Other:_______________________________________________________ □ 5 What is the design capture storm depth? (Figure III.1) d inches 6 What is the project size? A ac 7 What is the acreage of impervious area? IA ac For projects with multiple types of demand ( toilet flushing, indoor demand, and/or other demand) 8 What is the minimum use required for partial capture? (Table X.6)gpd 9 What is the project estimated wet season total daily use? gpd 10 Is partial capture potentially feasible? (Line 9 > Line 8?) For projects with only toilet flushing demand 11 What is the minimum TUTIA for partial capture? (Table X.7) 12 What is the project estimated TUTIA? X X 0.66 1.79 1.23 662 8.538 gpd (per Aimp) x 1.23 ac = 662 gpd 9.[2.93 in/mo (STA=Santa Ana) x 0.40 x 24,232 SF x 0.015 ] / (0.90) = 473 gpd 11.108.5 TU (per Aimp) x 1.23 ac = 134 TU 12.7 TU (per employee) x 10 employees =70 TU 14. 0.74 ac (per Aimp) x 1.23 ac = 0.91 ac 473 NO 134 TU 70 TU NO 0.91 0.56 NO LID DCV & BMP CALCULATIONS PROJECT:Newport Beach Genesis per North OC TGD Manual LOCATION:Newport Beach, CA DATE:04/17/23 BY:SD Per Worksheet "B": Simple DCV Sizing Method Area (ft2) Area (ac) Ap (ft2) Ai (ft2) Ai (%) AP (%)C d (in) VDCV (ft3) 40,551 0.931 21,665 18,886 46.6% 53.4% 0.499 0.66 1,114 37,451 0.860 2,568 34,883 93.1% 6.9% 0.849 0.66 1,748 78,001 1.79 24,232 53,769 69% 31% 2,861 Per Worksheet "D": Capture Efficiency Method for Flow‐Based BMPs Area (ft2) Area (ac) Ap (ft2) Ai (%) AP (%)C Tc (min) i design (in/hr) Q design (cfs) 40,551 0.931 21,665 46.6% 53% 0.499 5 0.265 0.123 37,451 0.860 2,568 93.1% 7% 0.849 5 0.265 0.193 78,001 1.79 24,232 0.317 DMA‐2: Proprietary Biotreatment DMA‐2: Proprietary Biotreatment DMA DMA‐1: Proprietary Biotreatment DMA DMA‐1: Proprietary Biotreatment TOTAL TOTAL TECHNICAL GUIDANCE DOCUMENT APPENDICES III-24 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1 I1= in/hr 3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches 4 Enter capture efficiency corresponding to dHSC, Y2 (Worksheet A) Y2= % 5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2 I2= 6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign= Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp= 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations Provide time of concentration assumptions: 5.0 min 0 0 0 Using conservative time of concentration where Tc = 5.0 min. Describe system: Proprietary biofiltration via Modular Wetland System (MWS) model MWS-L-6-8-C by Contech (BMP-1) to treat required runoff from DMA-1. 0.265 0.265 in/hr in/hr 0.93 0.466 0.499 0.123 TECHNICAL GUIDANCE DOCUMENT APPENDICES III-24 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1 I1= in/hr 3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches 4 Enter capture efficiency corresponding to dHSC, Y2 (Worksheet A) Y2= % 5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2 I2= 6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign= Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp= 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations Provide time of concentration assumptions: 5.0 min 0 0 0 Using conservative time of concentration where Tc = 5.0 min. Describe system: Proprietary biofiltration via Modular Wetland System (MWS) model MWS-L-8-8-C by Contech (BMP-2) to treat required runoff from DMA-2. 0.265 0.265 in/hr in/hr 0.86 0.931 0.849 0.193 TECHNICAL GUIDANCE DOCUMENT APPENDICES III-25 December 20, 2013 Worksheet D: Capture Efficiency Method for Flow-Based BMPs Graphical Operations Provide supporting graphical operations. See Example III.7. Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership ATTACHMENTS ATTACHMENT B: BMP Calculations and Details Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership ATTACHMENTS ATTACHMENT C: Copy of Project’s Hydrology Study - i - April 19, 2023 PRELIMINARY HYDROLOGY STUDY For Newport Beach Genesis 400 West Coast Highway Newport Beach, CA 92663 APN: 049-280-86 Prepared For: US Auto Trust 10250 Constellation Boulevard, Suite 2850 Los Angeles, CA 90067 Contact: Matt Kaiser Tel: (310) 275-8944 Prepared by: Today’s Ideas. Tomorrow’s Reality. 695 Town Center Drive, Suite 110 ______________________________ Costa Mesa, CA 92626 Hannah Lancaster, P.E. Tel: (949) 610-8985 R.C.E. 93718, Exp. 06/30/24 Preliminary Hydrology Study Newport Beach Genesis - i - TABLE OF CONTENTS SECTION I. INTRODUCTION .......................................................................................................... 1 II. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 III. DISCUSSION ............................................................................................................. 3 A. Existing Conditions B. Proposed Conditions C. Water Quality and LID Considerations IV. CONCLUSION ........................................................................................................... 6 V. REFERENCES ............................................................................................................ 7 ATTACHMENTS ATTACHMENT 1 – Vicinity Map, Soil Map, & NOAA Rainfall Data ATTACHMENT 2 – Existing Drainage Map & Runoff Calculations ATTACHMENT 3 – Proposed Drainage Map & Runoff Calculations ATTACHMENT 4 – Storm Drain System Calculations ATTACHMENT 5 – Referenced Storm Drain Plans and Reports Preliminary Hydrology Study Newport Beach Genesis - 1 - I. INTRODUCTION Background/Purpose The purpose of this study is to provide a hydrologic analysis for the proposed redevelopment and analyze the post-development hydrologic impacts, if any, for a 2-, 25-, and 100-year storm event. Proposed redevelopment is being completed by US Auto Trust. Project site is located at 400 West Coast Highway Newport Beach, CA 92663 and consists of approximately 1.79 acres (78,001SF). Existing site receives run-on from approximately 0.32 acres (14,115 SF) of landscape area along the north property line. Proposed redevelopment is bounded by Pacific Coast Highway to the south, commercial developments to the east and west, and residential developments to the north. Existing project site consists of six (6) buildings, onsite parking, and landscaping. The demolition scope of work includes the removal of all buildings and hardscape/landscape areas. Existing underground utilities will be adjusted as necessary. Proposed redevelopment includes the construction of a Genesis dealership with exterior parking and one enclosed trash enclosure as well as paved sidewalks and driveways. The dealership will also have landscape along the west and north property lines. A new storm drain system will capture, convey, and treat runoff prior to discharging to the public storm drain system on Pacific Coast Highway. See referenced water plan which shows the existing storm drain line in West Coast Highway in Attachment 5. Project site is zoned as Commercial General (CG) and will remain the same. Site elevations range from approximately 26 to 11 feet above mean sea level (MSL). See Vicinity Map in Attachment 1. The project site is located within the Lower Newport Bay watershed. The public storm drain system in West Coast Highway discharges directly to Lower Newport Bay and flows to the Pacific Ocean. Preliminary Hydrology Study Newport Beach Genesis - 2 - II. DESIGN CRITERIA AND ASSUMPTIONS Hydrology Methodology Hydrologic calculations are based on the County of Orange criteria and requirements. Hydrologic calculations were performed to determine the 2, 25, and 100-year discharges at critical locations using the Orange County Rational Method. A technical description of the rational method is provided in the Orange County Hydrology Manual dated October 1986. As recommended in the Manual, the rational method was used to calculate the design discharge for the local drainage areas due to the watershed area to the proposed storm drain system being less than one square mile. The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a specified recurrence interval. The rational method equation assumes that the peak flow rate is directly proportional to the drainage area, rainfall intensity and a loss coefficient which describes the effects of land use and soil type. The design discharges were computed by generating a hydrologic “link-node” model which divides the area into subareas, each tributary to a concentration point or hydrologic “node” point determined by the proposed terrain or site layout. The hydrologic calculations were prepared using the Advanced Engineering Software (A.E.S.) Rational Method computer program. The results of the hydrologic calculations were used to design proposed storm drain facilities and are in Attachment 4 of this report. Hydrologic Parameters/Assumptions • The rational Method Hydrology includes the effects of infiltration caused by soil surface characteristics. Hydrologic soils ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the NRCS Soil Map (see Attachment 1), onsite soils consist of type D. • The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surface. Existing land use was analyzed as Mobile Home Park land use and proposed development was analyzed as Commercial land use. • Standard intensity-duration curve data was taken from the Orange County Hydrology Manual, dated October, 1986. Preliminary Hydrology Study Newport Beach Genesis - 3 - III. DISCUSSION A. Existing Condition Existing site is currently developed with six buildings, onsite parking, and landscaping. Studied area for proposed development is 1.79 acres and consists of 1 drainage area (DA-A). Existing condition receives run-on from 0.32 acres of landscape area along the north property line. The area generating run-on to the project site is contained in drainage area B (DA-B). Runoff from the existing project site surface flows in a north to south drainage pattern and discharges onto West Coast Highway. Existing grade across the site is approximately 4%. The public storm drain system in West Coast highway collects and conveys runoff to Lower Newport Bay and ultimately the Pacific Ocean. DA-A is classified as “Mobile Home Park” land use. The studied area (1.79 ac) consists of 67% impervious (1.20 ac) and 33% pervious (0.59 ac) surfaces in the existing condition. Run-on from the landscape area in DA-B surface flows in a north to south drainage pattern and continues across the project site. Existing grade across DA-B is approximately 37% (landscape area is on hillside). DA-B is classified as “Undeveloped – good cover” land use and is approximately 0.32 acres with 100% pervious area. Surface runoff conditions for the existing project site are summarized in the following sub-section. A map of the existing drainage patterns and the runoff calculation results are included in Attachment 2. B. Proposed Condition The studied area for the proposed condition consists of 1.79 acres of onsite area and 0.32 acres of offsite area that generates runon. All areas used in the analysis are contained four drainage areas: DA-A, DA-B, DA-C, and DA-D. DA-A includes 2 subdrainage areas separated by localized inlets and ridges. DA-B includes 4 subdrainage areas. All the area generating run-on to the project site is contained within DA-B subdrainage area B1. DA-C includes 4 subdrainage areas. DA-D includes 2 subdrainage areas. The overall existing onsite drainage pattern will be altered to collect and treat onsite runoff. However, treated runoff and overflows will continue to discharge to the public storm drain in West Coast Highway existing curb inlet catch basin and discharge to Lower Newport Bay as it does in the existing condition. Proposed development area Preliminary Hydrology Study Newport Beach Genesis - 4 - (1.79 ac) consists of 69% impervious (1.23 ac) and 31% pervious (0.56 ac) surfaces. DA-A consists of AC pavement and concrete hardscape. Runoff from DA-A surface flows southwest to the proposed proprietary biotreatment system. DA-B consist of offsite & onsite undisturbed landscape area. Subdrainage area B1 includes the area that generates runon to the site. Runoff from B1 will surface flow to the proposed concrete gutter along the north property line. Runon will be collected by onsite catch basin and conveyed by a storm drain line dedicated to drain undisturbed landscape area to the public storm drain on West Coast Highway. Subdrainage areas B2-4 include onsite undisturbed landscape area. Runoff from B2-4 will be directed to the public storm drain on West Coast Highway. However, for water quality requirements, the area in B2-4 was included in the calculations to the size the proposed BMPs. DA-C consists of AC pavement, concrete hardscape, and the building’s roof area. AC pavement and concrete hardscape runoff is directed to onsite catch basins and conveyed to the proposed proprietary treatment system by the onsite storm drain. Roof runoff is collected by roof drains which are connected to the storm drain system. All DA- C runoff is conveyed to the proprietary treatment system. DA-D consists of AC pavement and concrete hardscape. DA-D runoff is directed to onsite catch basins which include an insert filter for water quality requirements. Treated and overflow runoff is conveyed to the public storm drain line in West Coast Highway by the proposed outlet. Runoff then continues to Lower Newport Bay, same as in the existing condition. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 3. Peak flows for the existing and proposed project site conditions are summarized in Table 1 below. Preliminary Hydrology Study Newport Beach Genesis - 5 - Table 1 – Summary of Peak Flowrates for DA-A, DA-B (B2-4), DA-C, & DA-D Drainage Area: onsite Area (ac) Q2 (cfs) Q25 (cfs) Q100 (cfs) Existing Condition 1.79 3.57 7.69 9.89 Proposed Condition 1.79 2.73 6.03 7.78 (Proposed – Existing) Existing 0% -24% -22% -21% DA-B (B1 only) Drainage Area: runon Area (ac) Q2 (cfs) Q25 (cfs) Q100 (cfs) Existing Condition 0.32 0.53 1.20 1.56 Proposed Condition 0.32 0.45 1.03 1.33 (Proposed – Existing) Existing 0% -15% -14% -15% C. Water Quality and Low Impact Development (LID) Requirements The project site will be re-graded so that project site runoff is treated prior to discharging to the public storm drain system. Proposed BMPs are provided for water quality treatment and to comply with local LID and Water Quality requirements. Proposed BMPs include a proprietary biotreatment system for treatment control prior to runoff discharging to public storm drain system. The water quality calculations are based on the Design Handbook for Low Impact Development Best Management Practices prepared by OCFCD dated May 2011. The water quality volumes, flowrates, and BMP sizing calculations for the proposed re-development can be found in the separate WQMP for this project. Preliminary Hydrology Study Newport Beach Genesis - 6 - IV. CONCLUSION The project’s storm drain system will be sized to convey flows from a 25-year storm event. Storm drain pipe and inlet sizing calculations will be included in Attachment 4 of the final report. The project’s proposed BMPs are sized based on the LID design capture volume (DCV) requirement for flow-thru and volume-based BMPs. Treated and overflow runoff will be conveyed to the public storm drain by the proposed outlet. DA-C runoff will be conveyed to the public storm drain by the proposed outlet in the site’s southeast driveway. Runoff will then continue to Lower Newport Bay as it does in the existing condition. The change in peak flow rates due to the proposed development results in a decrease of about 15-21% for all the storms analyzed. This is because the project site was previously developed as a commercial development with minimal landscaping and onsite inlets. Proposed development includes onsite landscape and storm drain system which increases the site’s time of concentration leading to a lower peak flow rate in all the storms analyzed. Additionally, the project site is located outside of areas susceptible to erosion and the downstream channels and conveyance system will not be at risk of increased erosion due to project site developments. Therefore, the proposed redevelopment is not anticipated to affect the watershed’s overall drainage characteristics or patterns. Preliminary Hydrology Study Newport Beach Genesis - 7 - VI. REFERENCES 1. Orange County Hydrology Manual (October 1986). 2. Web Soil Survey, Orange County, California. United States Natural Resource Conservation Service. 3. Advanced Engineering Software (AES), © 1982-2016 Version 23.0, 1986 Orange County Hydrology Criterion Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 1 Vicinity Map NRCS Geologic Soil Map NOAA Rainfall Data Vicnity Map 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 (NOT TO SCALE) N Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 1 of 4 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 37 2 0 0 4 0 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 33° 37' 0'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 37' 0'' N 11 7 ° 5 4 ' 3 0 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:524 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Orange County and Part of Riverside County, California Survey Area Data: Version 16, Sep 6, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 115 Beaches 0.5 45.6% 134 Calleguas clay loam, 50 to 75 percent slopes, eroded D 0.6 54.4% Totals for Area of Interest 1.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 4 of 4 NOAA Atlas 14, Volume 6, Version 2 Location name: Newport Beach, California, USA* Latitude: 33.6163°, Longitude: -117.909° Elevation: 12.62 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.110 (0.093‑0.133) 0.150 (0.125‑0.180) 0.206 (0.172‑0.248) 0.255 (0.212‑0.311) 0.329 (0.263‑0.415) 0.390 (0.305‑0.504) 0.458 (0.349‑0.607) 0.533 (0.394‑0.728) 0.644 (0.455‑0.920) 0.738 (0.502‑1.09) 10-min 0.158 (0.133‑0.190) 0.214 (0.180‑0.258) 0.295 (0.247‑0.356) 0.366 (0.303‑0.446) 0.471 (0.377‑0.595) 0.559 (0.437‑0.723) 0.656 (0.500‑0.870) 0.764 (0.564‑1.04) 0.923 (0.652‑1.32) 1.06 (0.720‑1.57) 15-min 0.191 (0.161‑0.230) 0.259 (0.218‑0.312) 0.357 (0.298‑0.431) 0.442 (0.367‑0.539) 0.570 (0.456‑0.720) 0.677 (0.529‑0.874) 0.793 (0.604‑1.05) 0.923 (0.682‑1.26) 1.12 (0.789‑1.59) 1.28 (0.871‑1.90) 30-min 0.267 (0.224‑0.321) 0.362 (0.304‑0.436) 0.498 (0.416‑0.601) 0.618 (0.512‑0.753) 0.795 (0.636‑1.00) 0.945 (0.739‑1.22) 1.11 (0.844‑1.47) 1.29 (0.953‑1.76) 1.56 (1.10‑2.23) 1.79 (1.22‑2.65) 60-min 0.356 (0.299‑0.429) 0.483 (0.405‑0.582) 0.664 (0.555‑0.802) 0.824 (0.683‑1.00) 1.06 (0.848‑1.34) 1.26 (0.985‑1.63) 1.48 (1.13‑1.96) 1.72 (1.27‑2.35) 2.08 (1.47‑2.97) 2.38 (1.62‑3.53) 2-hr 0.501 (0.421‑0.602) 0.678 (0.569‑0.816) 0.935 (0.782‑1.13) 1.16 (0.965‑1.42) 1.51 (1.21‑1.91) 1.80 (1.41‑2.33) 2.13 (1.62‑2.83) 2.50 (1.85‑3.42) 3.05 (2.16‑4.36) 3.52 (2.40‑5.23) 3-hr 0.615 (0.516‑0.739) 0.830 (0.696‑1.00) 1.14 (0.957‑1.38) 1.43 (1.18‑1.74) 1.85 (1.48‑2.34) 2.22 (1.73‑2.86) 2.62 (2.00‑3.48) 3.08 (2.28‑4.21) 3.77 (2.66‑5.39) 4.36 (2.97‑6.47) 6-hr 0.851 (0.715‑1.02) 1.14 (0.959‑1.38) 1.57 (1.31‑1.89) 1.94 (1.61‑2.37) 2.52 (2.01‑3.18) 3.00 (2.35‑3.88) 3.54 (2.70‑4.70) 4.15 (3.07‑5.67) 5.06 (3.58‑7.24) 5.85 (3.99‑8.68) 12-hr 1.13 (0.949‑1.36) 1.51 (1.26‑1.81) 2.04 (1.71‑2.46) 2.51 (2.08‑3.06) 3.21 (2.57‑4.06) 3.80 (2.97‑4.91) 4.44 (3.38‑5.89) 5.15 (3.81‑7.04) 6.20 (4.38‑8.86) 7.09 (4.83‑10.5) 24-hr 1.49 (1.32‑1.72) 1.98 (1.74‑2.29) 2.66 (2.34‑3.08) 3.26 (2.84‑3.81) 4.13 (3.49‑4.98) 4.85 (4.02‑5.97) 5.63 (4.56‑7.10) 6.49 (5.11‑8.40) 7.74 (5.86‑10.4) 8.79 (6.43‑12.2) 2-day 1.86 (1.64‑2.15) 2.46 (2.17‑2.85) 3.32 (2.92‑3.85) 4.07 (3.56‑4.76) 5.19 (4.39‑6.26) 6.12 (5.07‑7.53) 7.13 (5.77‑8.99) 8.25 (6.50‑10.7) 9.90 (7.50‑13.3) 11.3 (8.27‑15.7) 3-day 2.08 (1.84‑2.40) 2.75 (2.43‑3.18) 3.72 (3.28‑4.32) 4.58 (4.00‑5.35) 5.85 (4.95‑7.06) 6.92 (5.74‑8.52) 8.10 (6.56‑10.2) 9.41 (7.41‑12.2) 11.4 (8.59‑15.3) 13.0 (9.52‑18.1) 4-day 2.26 (2.00‑2.61) 3.00 (2.65‑3.47) 4.06 (3.57‑4.71) 4.99 (4.36‑5.84) 6.39 (5.40‑7.71) 7.56 (6.27‑9.31) 8.85 (7.16‑11.2) 10.3 (8.10‑13.3) 12.4 (9.40‑16.7) 14.2 (10.4‑19.8) 7-day 2.57 (2.27‑2.97) 3.41 (3.01‑3.94) 4.60 (4.05‑5.33) 5.64 (4.93‑6.59) 7.18 (6.07‑8.66) 8.46 (7.01‑10.4) 9.86 (7.98‑12.4) 11.4 (8.99‑14.8) 13.7 (10.4‑18.4) 15.6 (11.4‑21.7) 10-day 2.76 (2.44‑3.19) 3.66 (3.23‑4.23) 4.93 (4.34‑5.72) 6.05 (5.28‑7.06) 7.67 (6.49‑9.26) 9.02 (7.48‑11.1) 10.5 (8.49‑13.2) 12.1 (9.52‑15.7) 14.4 (10.9‑19.5) 16.4 (12.0‑22.8) 20-day 3.27 (2.89‑3.77) 4.38 (3.87‑5.07) 5.94 (5.23‑6.88) 7.28 (6.36‑8.51) 9.23 (7.80‑11.1) 10.8 (8.97‑13.3) 12.5 (10.1‑15.8) 14.4 (11.3‑18.6) 17.1 (12.9‑23.0) 19.3 (14.1‑26.8) 30-day 3.83 (3.38‑4.42) 5.16 (4.56‑5.97) 7.02 (6.18‑8.14) 8.62 (7.53‑10.1) 10.9 (9.23‑13.2) 12.8 (10.6‑15.7) 14.8 (12.0‑18.6) 16.9 (13.3‑21.9) 20.0 (15.1‑26.9) 22.5 (16.5‑31.4) 45-day 4.51 (3.98‑5.20) 6.10 (5.38‑7.05) 8.30 (7.30‑9.62) 10.2 (8.89‑11.9) 12.9 (10.9‑15.5) 15.0 (12.5‑18.5) 17.3 (14.0‑21.9) 19.8 (15.6‑25.6) 23.3 (17.6‑31.4) 26.1 (19.1‑36.4) 60-day 5.20 (4.60‑6.01) 7.03 (6.20‑8.13) 9.54 (8.40‑11.1) 11.7 (10.2‑13.6) 14.7 (12.4‑17.8) 17.2 (14.2‑21.1) 19.8 (16.0‑24.9) 22.5 (17.7‑29.2) 26.4 (20.0‑35.6) 29.6 (21.6‑41.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper boundsare not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 2 Existing Drainage Map & Runoff Calculations GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS MTE EC 10.54FS 26 24 22 18 16 14 20 28 38 36 34 32 40 30 4846 50 44 42 56 54 52 58 62 60 64 66 4442 3836 34 32 28 26 24 22 18 16 14 40 30 20 32 2826 2422 18 16 30 20 28 34 32 30 36 1820 24 22 26 30 28 32 16 16 14 14 14 14 12 12 12 12 12 1212 12 10 10 WEST COAST HIGHWAY N88°58'28"E 550.08 S88°12'05"W 550.03' S01 ° 4 7 ' 5 5 " E 1 3 8 . 1 0 ' N88°12'05"E 686.80' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N88°58'28"E 550.08 S01 ° 4 7 ' 5 5 " E 1 4 5 . 5 2 ' S88°12'05"W 550.03' WEST COAST HIGHWAY L= 1 2 6 ' L=65' EX BUILDING EX DEVELOPMENT (N.A.P.) EX BUILDING EX BUILDING EX BUILDING EX BUILDING EX BUILDING EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) A 1.79 B1 0.32 EX RCP PUBLIC SD LINEEX PUBLIC SD CATCH BASIN NODE 1.0116.83 EL NODE 2.0151.00 EL NODE 2.0227.00 ELTc=6.06minQ2=0.53cfsQ25=1.20cfsQ100=1.56cfs NODE 1.0211.58 ELTc=5.00minQ2=3.57cfsQ25=7.69cfsQ100=9.89cfs NEWPORT BEACH GENESIS 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 HYDROLOGY EXHIBIT: EX DRAINAGE AREA MAP AC PAVEMENT CONCRETE LANDSCAPE BUILDING/ROOF AREA DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE DA ID DA SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION LEGEND: # # US AUTO TRUST 10250 CONSTELLATION BOULEVARD, SUITE 2850 LOS ANGELES, CA 90067 CONTACT: MATT KAISER TEL: (310) 275-8944 PREPARED FOR: COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE, SUITE 110 COSTA MESA, CA 92626 CONTACT: HANNAH LANCASTER, PE TEL:(949) 610-8997 PREPARED BY: H. M . L . HYDROLOGY CALCULATION SUMMARY PROJECT:Newport Beach Genesis (Using Orange County Hydrology Manual and AES)LOCATION:Newport Beach, CA DATE:04/19/23 BY:SD EXISTING CONDITION: AES Data Input:AES Output: APERV AIMP ID SF AC Up Down (sf) (%)Tc (min)Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) A 78,001 1.791 1.01 →1.02 initial subarea 16.83 11.58 126 0.042 25,553 67% Mobile Home Park 5 3.57 3.57 7.69 7.04 9.89 9.89 B 14,115 0.324 2.01 →2.02 initial subarea 51.00 27.00 65 0.369 14,115 0% Undeveloped 6.06 0.53 0.53 1.2 1.20 1.56 1.56 25‐yr Storm 100‐yr Storm2‐yr Storm Hydrologic Soil Group Drainage Area AES Nodes D Action Elevation FL (ft) Slope (ft/ft)Cover Type ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Existing Condition: 2‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029EX.DAT TIME/DATE OF STUDY: 10:13 04/18/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 126.00 ELEVATION DATA: UPSTREAM(FEET) = 16.83 DOWNSTREAM(FEET) = 11.58 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.79 0.20 0.250 57 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 3.57 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 65.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.061 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.027 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 64 6.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 0.53 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.06 EFFECTIVE AREA(ACRES) = 0.32 AREA‐AVERAGED Fm(INCH/HR)= 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.53 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Existing Condition: 25‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029EX.DAT TIME/DATE OF STUDY: 10:09 04/18/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 126.00 ELEVATION DATA: UPSTREAM(FEET) = 16.83 DOWNSTREAM(FEET) = 11.58 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.79 0.20 0.250 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 7.69 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 7.69 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 65.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.061 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.326 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 81 6.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.20 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.06 EFFECTIVE AREA(ACRES) = 0.32 AREA‐AVERAGED Fm(INCH/HR)= 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 1.20 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Existing Condition: 100‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029EX.DAT TIME/DATE OF STUDY: 09:57 04/18/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 126.00 ELEVATION DATA: UPSTREAM(FEET) = 16.83 DOWNSTREAM(FEET) = 11.58 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.79 0.20 0.250 91 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 9.89 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 9.89 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 65.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.061 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.541 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 95 6.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.56 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.06 EFFECTIVE AREA(ACRES) = 0.32 AREA‐AVERAGED Fm(INCH/HR)= 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 1.56 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 3 Proposed Drainage Map & Runoff Calculations GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS MTE EC WEST COAST HIGHWAY 10.54FS 26 24 22 18 16 14 20 28 38 36 34 32 40 30 48 46 50 44 42 56 54 52 58 62 60 64 66 4442 383634 32 28 26 24 22 18 16 14 40 30 20 32 2826 24 22 18 16 30 20 28 34 3230 36 1820 24 22 26 30 28 32 16 16 14 14 14 14 12 12 12 12 12 12 12 12 10 10 WEST COAST HIGHWAY N88°58'28"E 550.08 S88°12'05"W 550.03' S01 ° 4 7 ' 5 5 " E 1 3 8 . 1 0 ' N88°12'05"E 686.80' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N88°58'28"E 550.08 S01 ° 4 7 ' 5 5 " E 1 4 5 . 5 2 ' S88°12'05"W 550.03' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD MWS SD S D SS SS SS SS SS MWS SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD L= 4 8 ' L=115' L=101' EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) L=210' L= 2 0 2 ' L= 2 5 ' L= 1 4 ' L=6 1 ' WEST COAST HIGHWAY PROP BUILDING NODE 4.0111.58 EL NODE 4.0211.46 TG9.29INVTc=5.00minQ2=0.09cfsQ25=0.19cfsQ100=0.24cfs NODE 4.038.50INVTc=5.00minSQ2=0.21CFSSQ25=0.42CFSSQ100=0.54CFS NODE 2.0151.00 EL NODE 2.0227.00 ELTc=7.90minQ2=0.45cfsQ25=1.03cfsQ100=1.33cfs NODE 1.0113.80 FS NODE 1.0210.14 EL8.00 INVTc=8.74minSQ2=0.69CFSSQ25=1.56CFSSQ100=2.02CFS NODE 2.036.13 INVTc=7.90minSQ2=1.14CFSSQ25=2.60CFSSQ100=3.36CFS NODE 3.0111.15 FF NODE 3.028.50 INVTc=6.24minQ2=0.39cfsQ25=0.83cfsQ100=1.07cfs NODE 3.038.37 INVTc=6.36minSQ2=0.64CFSSQ25=1.38CFSSQ100=1.77CFS NODE 3.048.30 INVTc=6.44minSQ2=0.95CFSSQ25=2.08CFSSQ100=2.63CFS NODE 3.058.02 INVTc=6.77minSQ2=1.14CFSSQ25=2.48CFSSQ100=3.18CFS NODE 2.03a14.00 INVQ2=0.32cfsQ25=0.74cfsQ100=0.96cfs NODE 2.03b11.75 INVQ2=0.14cfsQ25=0.32cfsQ100=0.42cfs NODE 2.03c10.00 INVQ2=0.23cfsQ25=0.51cfsQ100=0.66cfs PROPOSED SD OUTLET EX RCP PUBLICSD LINE EX PUBLIC SDCATCH BASIN PROPOSED SD LINEFOR OFFSITE RUNON& UNDISTURBEDAREA PROP OUTLET PROPOSED GUTTER TO CONVEY OFFSITERUNON TO PUBLICSD B1 0.32 A2 0.05 A1 0.47 C4 0.13 C3 0.18 C1 0.22 C2 0.15 B2 0.23 B3 0.10 B4 0.16 D1 0.04 D2 0.06 NODE 3.067.90 INVTc=6.89minQ2=1.14CFSQ25=2.48CFSQ100=3.18CFS PROPOSED GUTTER TOCONVEY UNDISTURBEDAREA RUNOFF TO PUBLIC SD L=23' HYDROLOGY EXHIBIT: PROP. DRAINAGE AREA MAP AC PAVEMENT CONCRETE LANDSCAPE BUILDING/ROOF AREA DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE DA ID DA SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION PRIVATE STORM DRAIN LINE LEGEND: # # COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE, SUITE 110 COSTA MESA, CA 92626 CONTACT: HANNAH LANCASTER, PE TEL:(949) 610-8997 PREPARED BY: SD H. M . L . US AUTO TRUST 10250 CONSTELLATION BOULEVARD, SUITE 2850 LOS ANGELES, CA 90067 CONTACT: MATT KAISER TEL: (310) 275-8944 PREPARED FOR: NEWPORT BEACH GENESIS 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 HYDROLOGY CALCULATION SUMMARY PROJECT:Newport Beach Genesis (Using Orange County Hydrology Manual and AES)LOCATION:Newport Beach, CA DATE:04/19/23 BY:SD PROPOSED CONDITION: AES Data Input:AES Output: APERV AIMP ID SF AC Up Down (sf) (%)Tc (min)Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) A1 20,383 0.468 1.01 →1.02 initial subarea 13.80 10.14 202 0.018 3,863 81% Apartments 8.74 0.62 (0.62) 1.41 (1.41) 1.82 (1.82) A2 2,089 0.048 1.02 →1.02 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐487 77% Mobile Home Park 8.74 0.07 0.69 0.15 1.56 0.2 2.02 DA‐A 22,472 0.516 8.74 0.69 1.56 2.02 B1 14,115 0.324 2.01 →2.02 initial subarea 51.00 27.00 101 0.238 14,115 0% Undeveloped 7.90 0.45 (0.45) 1.03 (1.03) 1.33 (1.33) B2 10,132 0.233 2.03a →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐9,694 4% Undeveloped 7.90 0.32 (0.77) 0.74 (1.77) 0.96 (2.29) B3 4,430 0.102 2.03b →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4,157 6% Undeveloped 7.90 0.14 (0.91) 0.32 (2.09) 0.42 (2.71) B4 6,940 0.159 2.03c →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐5,813 16% 1 Dwelling/Acre 7.90 0.23 1.14 0.51 2.60 0.66 3.36 DA‐B 35,617 0.818 7.90 1.14 2.60 3.36 C1 9,488 0.218 3.01 →3.02 initial subarea 11.15 8.50 210 0.013 0 100% Commercial 6.24 0.39 (0.39) 0.83 (0.81) 1.07 (1.07) ‐‐‐‐‐‐‐‐‐3.02 →3.03 pipe flow 8.50 8.37 25 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.36 ‐‐‐(0.39)‐‐‐(0.81)‐‐‐(1.07) C2 6,417 0.147 3.03 →3.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 6.36 0.26 (0.64) 0.56 (1.38) 0.71 (1.77) ‐‐‐‐‐‐‐‐‐3.03 →3.04 pipe flow 8.37 8.30 14 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.44 ‐‐‐(0.64)‐‐‐(1.38)‐‐‐(1.77) C3 7,882 0.181 3.04 →3.04 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 6.44 0.32 (0.95) 0.68 (2.08) 0.87 (2.63) ‐‐‐‐‐‐‐‐‐3.04 →3.05 pipe flow 8.30 7.99 61 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.77 ‐‐‐(0.95)‐‐‐(2.08)‐‐‐(2.63) C4 5,640 0.129 3.05 →3.05 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐218 96% Commercial 6.77 0.22 1.14 0.47 2.48 0.61 3.18 ‐‐‐‐‐‐‐‐‐3.05 →3.06 pipe flow 7.99 7.90 22.8 0.004 ‐‐‐ ‐‐‐ ‐‐‐6.89 ‐‐‐1.14 ‐‐‐2.48 ‐‐‐3.18 DA‐C 29,427 0.676 6.89 1.14 2.48 3.18 D1 1,908 0.044 4.01 →4.02 initial subarea 11.58 11.46 48 0.002 0 100% Commercial 5.00 0.09 (0.09) 0.19 (0.19) 0.24 (0.24) ‐‐‐‐‐‐‐‐‐4.02 →4.03 pipe flow 9.29 8.50 115 0.007 ‐‐‐ ‐‐‐ ‐‐‐5.00 ‐‐‐(0.09)‐‐‐(0.19)‐‐‐(0.24) D2 2,691 0.062 4.03 →4.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 5.00 0.13 0.21 0.25 0.42 0.32 0.54 DA‐D 4,600 0.106 5.00 0.21 0.42 0.54 Total Onsite 78,001 1.791 2.73 6.03 7.78 Total Runon 14,115 0.324 0.45 1.03 1.33 25‐yr Storm 100‐yr Storm2‐yr Storm Hydrologic Soil Group D Drainage Area AES Nodes Action Elevation FL (ft) Slope (ft/ft)Cover Type ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Proposed Condition: 2‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029P.DAT TIME/DATE OF STUDY: 11:15 04/19/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 202.00 ELEVATION DATA: UPSTREAM(FEET) = 13.80 DOWNSTREAM(FEET) = 10.14 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.744 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.642 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING/ACRE" D 0.47 0.20 0.800 57 8.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.642 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 0.05 0.20 0.250 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.07 EFFECTIVE AREA(ACRES) = 0.52 AREA‐AVERAGED Fm(INCH/HR) = 0.15 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 101.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.895 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 64 7.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.23 0.20 1.000 64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 0.56 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.10 0.20 1.000 64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 EFFECTIVE AREA(ACRES) = 0.66 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" D 0.16 0.20 0.800 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.23 EFFECTIVE AREA(ACRES) = 0.82 AREA‐AVERAGED Fm(INCH/HR) = 0.19 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 11.15 DOWNSTREAM(FEET) = 8.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.188 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.003 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.22 0.20 0.100 57 6.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 8.37 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.5 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 2.47 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.39 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.36 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 0.37 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.37 DOWNSTREAM(FEET) = 8.30 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.6 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 2.83 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.44 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 249.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.44 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.958 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.18 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 0.55 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.30 DOWNSTREAM(FEET) = 7.99 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.11 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.95 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.77 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.05 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.05 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.77 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.903 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.13 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.22 EFFECTIVE AREA(ACRES) = 0.68 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.99 DOWNSTREAM(FEET) = 7.90 FLOW LENGTH(FEET) = 22.80 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.14 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.06 = 332.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 48.00 ELEVATION DATA: UPSTREAM(FEET) = 11.58 DOWNSTREAM(FEET) = 11.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.04 0.20 0.100 57 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.09 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.06 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.13 EFFECTIVE AREA(ACRES) = 0.11 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.21 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA‐AVERAGED Fm(INCH/HR)= 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.21 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Proposed Condition: 25‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029P.DAT TIME/DATE OF STUDY: 11:13 04/19/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 202.00 ELEVATION DATA: UPSTREAM(FEET) = 13.80 DOWNSTREAM(FEET) = 10.14 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.744 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.516 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING/ACRE" D 0.47 0.20 0.800 75 8.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.74 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.516 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 0.05 0.20 0.250 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.15 EFFECTIVE AREA(ACRES) = 0.52 AREA‐AVERAGED Fm(INCH/HR) = 0.15 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 101.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.895 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 81 7.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.23 0.20 1.000 81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 0.56 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.10 0.20 1.000 81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 0.66 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.09 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" D 0.16 0.20 0.800 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.51 EFFECTIVE AREA(ACRES) = 0.82 AREA‐AVERAGED Fm(INCH/HR) = 0.19 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.60 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 11.15 DOWNSTREAM(FEET) = 8.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.188 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.275 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.22 0.20 0.100 75 6.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 8.37 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.05 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.32 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.32 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.223 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 0.37 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.38 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.37 DOWNSTREAM(FEET) = 8.30 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.42 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.38 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.39 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 249.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.18 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.68 EFFECTIVE AREA(ACRES) = 0.55 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.05 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.30 DOWNSTREAM(FEET) = 7.99 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.76 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 2.05 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.05 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.05 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.100 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.13 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 0.68 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.48 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.99 DOWNSTREAM(FEET) = 7.90 FLOW LENGTH(FEET) = 22.80 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.62 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 2.48 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.77 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.06 = 332.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 48.00 ELEVATION DATA: UPSTREAM(FEET) = 11.58 DOWNSTREAM(FEET) = 11.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.04 0.20 0.100 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.29 DOWNSTREAM(FEET) = 8.50 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 2.35 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 5.82 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 163.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.428 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.06 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.25 EFFECTIVE AREA(ACRES) = 0.11 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.42 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 5.82 EFFECTIVE AREA(ACRES) = 0.11 AREA‐AVERAGED Fm(INCH/HR)= 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.42 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983‐2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1631 Analysis prepared by: COMMERCIAL DEVELOPMENT RESOURCES 695 Town Center Drive, Suite 110 Costa Mesa, CA 92626 Tel:(949) 610‐8997 ************************** DESCRIPTION OF STUDY ************************** * Hydrology Study for Newport Beach Genesis * * In the County of Orange, CA * * Proposed Condition: 100‐year Storm Event * ************************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 22029P.DAT TIME/DATE OF STUDY: 16:01 03/08/2023 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS: 1. Relative Flow‐Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 199.00 ELEVATION DATA: UPSTREAM(FEET) = 13.80 DOWNSTREAM(FEET) = 9.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.546 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.831 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.26 0.20 0.100 91 5.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.38 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.831 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 0.04 0.20 0.250 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.20 EFFECTIVE AREA(ACRES) = 0.30 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.58 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 5.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.831 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.10 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.52 EFFECTIVE AREA(ACRES) = 0.40 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.10 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 101.00 ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 27.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.895 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.762 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" D 0.32 0.20 1.000 95 7.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.762 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.23 0.20 1.000 95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.96 EFFECTIVE AREA(ACRES) = 0.56 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.29 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.762 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.10 0.20 1.000 95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.42 EFFECTIVE AREA(ACRES) = 0.66 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.71 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.762 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" D 0.16 0.20 1.000 95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 0.82 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.36 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 213.00 ELEVATION DATA: UPSTREAM(FEET) = 11.15 DOWNSTREAM(FEET) = 8.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.241 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.449 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.21 0.20 0.100 91 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 8.34 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.8 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.42 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.04 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 239.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.387 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.16 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 0.37 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.80 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.04 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.34 DOWNSTREAM(FEET) = 8.26 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.8 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.95 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.42 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.04 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.04 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.360 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.18 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 0.55 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.26 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 4.31 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 2.66 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.58 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.05 = 293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.05 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.286 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.12 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 0.67 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.17 **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 54.00 ELEVATION DATA: UPSTREAM(FEET) = 11.13 DOWNSTREAM(FEET) = 11.04 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.388 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.928 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.03 0.20 0.100 91 5.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 8.59 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 1.89 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.13 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 6.10 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.519 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.05 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 0.07 AREA‐AVERAGED Fm(INCH/HR) = 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.04 IS CODE = 31 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.59 DOWNSTREAM(FEET) = 8.50 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.4 INCHES PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.17 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.36 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.04 = 144.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 6.15 EFFECTIVE AREA(ACRES) = 0.07 AREA‐AVERAGED Fm(INCH/HR)= 0.02 AREA‐AVERAGED Fp(INCH/HR) = 0.20 AREA‐AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.36 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 4 Storm Drain System Calculations Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 5 Referenced Storm Drain Plans Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership ATTACHMENTS ATTACHMENT D: Copy of Project’s Geotechnical Report Priority Project Water Quality Management Plan (WQMP) Newport Beach Genesis Dealership ATTACHMENTS ATTACHMENT E: BMP Operations & Maintenance (O&M) Plan