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Home My WebLink AboutPA2023-0040_20230214_Preliminary WQMP DATED 01-06-23Preliminary Water Quality Management Plan (PWQMP) Project Name: 1401 Quail Street Newport Beach, CA 92660 Prepared for: Intracorp SW, LLC 895 Dove Street, Suite 400 Newport Beach, CA 92660 949-757-8464 Prepared by: Adams-Streeter Civil Engineers, Inc. 16755 Von Karman Ave, Suite 150 Irvine, California 92606 (949) 474-2330 DATE PREPARED: 01-06-2023 Engineer Nicholas A. Streeter Registration No. C70862 Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Owner’s Certification Project Owner’s Certification Permit/Application No. Pending Grading Permit No. Pending Tract/Parcel Map No. Building Permit No. Pending CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract) This Preliminary Water Quality Management Plan (WQMP) has been prepared for Intracorp SW, LLC by Adams Streeter Civil Engineers. The WQMP is intended to comply with the requirements of the local 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 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: Rick Puffer Title Vice President Company Intracorp SW, LLC Address 895 Dove Street , Suite 400, Newport Beach, CA 92660 Email rpuffer@intracorphomes.com Telephone # 949-757-8464 Signature Date Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Owner’s Certification Contents Page No. Section I Discretionary Permit(s) and Water Quality Conditions ..................................... 3 Section II Project Description .......................................................................................... 4 Section III Site Description ........................................................................................... 10 Section IV Best Management Practices (BMPs) ............................................................. 12 Section V Inspection/Maintenance Responsibility for BMPs .......................................... 24 Section VI Site Plan and Drainage Plan ......................................................................... 26 Section VII Educational Materials .................................................................................. 27 Attachments Attachment A . ............................................................................................. BMP Site Plan Attachment B . ........................................................................................BMP Calculations Attachment C . .................................... TGD and Orange County Drainage Structures Map Attachment D……………………………………………………...Drainage Maps and Calculations Attachment E . ....................................................................................... Infiltration Study Attachment F . ................................................................................. Educational Materials Attachment G . ................................................... Operation and Maintenance Information Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section I Page 3 Section I Discretionary Permit(s) and Water Quality Conditions Project Infomation Permit/Application No. Pending Tract/Parcel Map No. 427-332-04 Additional Information/ Comments: Water Quality Conditions Water Quality Conditions (list verbatim) 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. A project water quality management plan (WQMP) conforming to the current water discharge requirements permit for the county of orange (order no. R8-2009-0030) (MS4 permit) prepared by a licensed civil engineer, shall be submitted to the department of public works for review and acceptance. The WQMP shall address section XII of the MS4 permit and all current surface water quality issues. The project WQMP shall include the permit and all current surface water quality issues Watershed-Based Plan Conditions Provide applicable conditions from watershed - based plans including WIHMPs and TMDLS. WIHMP: Not Applicable 303(d) Listed Impairments for San Diego Creek and Newport Bay: Selenium, Toxaphene, Fecal Coliform, Metals, Copper, Sediment Toxicity, Chlordane, DDT, PCB’s (Polychlorinated Biphenyls), Indicator Bacteria, Nutrients, Pesticides, Sedimentation/Siltation TMDL’s for San Diego Creek and Newport Bay: Bacteria Indicators/Pathogens, Nutrients, Pesticides, Sedimentation/Siltation Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 4 Section II Project Description II.1 Project Description Description of Proposed Project Development Category (Verbatim from WQMP): 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): 74,212 Number of Dwelling Units: 78 SIC Code: 6513 Narrative Project Description: This project is a residential redevelopment. The project site consists of the demolition of one existing commercial building, paved parking lot, and certain utilities. The proposed includes the construction of a multi-story building above an underground parking garage. Proposed BMP, location as shown on WQMP plan in Attachment C, will treat runoff for the entire site. Entrances will be constructed for ingress/egress along Spruce Avenue. Project Area Pervious Impervious Area (acres or sq ft) Percentage Area (acres or sq ft) Percentage Pre-Project Conditions 10,060 sq ft 13.6% 64,152 sq ft 86.4% Post-Project Conditions 14,041 sq ft 18.9% 60,171sq ft 81.1% Drainage Patterns/Connections The existing site drainage pattern is generally flowing from the south corner of the site to the north corner of the site with surface slopes of around 0.3% to 4.0%. The majority of the site is graded to flow to an existing concrete swale which discharges at the north corner of the site to Quail Street. The runoff will then flow southeasterly alongside the curb and gutter where it will eventually drain into an existing catch basin located at the northwest corner of the intersection of Quail Street and Spruce Avenue. The east side of the building ‘s runoff flows perpendicularly away from the building, towards the City right-of-way. The runoff will also eventually drain into the existing catch basin as described above. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 5 The catch basin discharges through a public 18” RCP storm drain that connects to a public 42” RCP storm drain. The storm drain eventually discharges to San Diego Creek which leads to Upper Newport Bay. II.2 Potential Stormwater Pollutants Pollutants of Concern Pollutant Circle One: E=Expected to be of concern N=Not Expected to be of concern Additional Information and Comments Suspended-Solid/ Sediment E N Landscaping will exist. Nutrients E N Landscaping will exist. Heavy Metals E N Pathogens (Bacteria/Virus) E N Land use does not involve food or animal waste products. Pesticides E N Landscaping will exist. Oil and Grease E N Vehicle traffic expected. Toxic Organic Compounds E N Landcape maintenance and waste handling areas will exist. Trash and Debris E N Trash and debris expected. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 6 II.3 Hydrologic Conditions of Concern No – Show map – OCFD Drainage Map is included in Attachment C. Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the TGD. The project site is located in area that is potentially susceptible to hydromodification impacts. The site discharge also does not remain in an engineered or stabilized channel in its entire path to a receiving water body. In order to address the hydrologic conditions of concern. The 2 year, 24-hr post-development runoff volume does not exceed the pre-development runoff volume by more than 5 percent. The totals for the runoff volume can be seen below. Pre-Development: 6,316 cubic feet Post-Development: 6,011 cubic feet Post-Development: 4.8% Decrease Hydrology calculations and map can be found in Attachment D of this report for reference. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 7 II.4 Post Development Drainage Characteristics The proposed drainage is to have two different DMA’s, DMA-A and DMA-B. They are split by a ridgeline located approximately at the middle of the proposed building. The area located north of the ridge line will be DMA-A. DMA-A will drain towards a catch basin located at the north end of the proposed round-a-bout. The catch basin will direct the runoff to the site’s storm drain system. The area located south of the ridge line will be DMA-B. DMA-B will drain towards a catch basin located near the main driveway entrance to the project site. The catch basin will direct the runoff to the site’s storm drain system. The site’s storm drain system will direct the runoff of the site to a modular wetland system, unit MWS-L-8- 12. After the runoff is treated by the MWS, the runoff will flow through a connection to the existing city catch basin located at the northwest corner of the intersection of Quail Street and Spruce Avenue. Any stormwater exceeding the treatment volume of the MWS units will be able to by-pass the treatment system through the overflow mechanism of the units. The stormwater will then flow through and connect to the existing city catch basin as described above. II.5 Property Ownership/Management The project site is owned by Intracorp SW, LLC. The project site is to be developed into an Apartment complex. A blanket easement will be recorded over the site for access and maintenance. A property management company will be formed and will be responsible for the maintenance of all proposed infrastructure and BMP’s. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 8 Section III Site Description III.1 Physical Setting Planning Area/ Community Name N/A Location/Address West corner of Quail Street and Spruce Avenue 1401 Quail Street Newport Beach, CA 92660 Land Use Proposed Apartment Complex Zoning Planned Community – PC11 Newport Place Acreage 1.71 acres Predominant Soil Type Soil Type D III.2 Site Characteristics Precipitation Zone 0.70 inch Design Capture Storm Depth (per TGD Figure XVI-1) Topography The existing site is generally flat. The surrounding areas of the project site are a commercial building and parking lot to the northwest, a commercial building and parking lot to the southwest, Spruce Avenue to the southeast, and Quail Street to the northeast. Drainage Patterns/Connections The drainage pattern is generally from north to south. In the site’s existing condition, there are no on-site drainage systems and the runoff would eventually flow off-site to a catch basin located at the northwest corner of the intersection of Quail Street and Spruce Avenue. Soil Type, Geology, and Infiltration Properties The upper 20 feet of the site is predominantly clay with low permeability which may not be suitable for infiltration. Although the soil after 20 feet is sand and has good infiltration rates, groundwater Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 9 was encountered at ~25 feet, therefor infiltration is not recommended. The maps in the TGD indicate that the site has soil Type D. Based on this, infiltration is not feasible for the project as well. Site Characteristics (continued) Hydrogeologic (Groundwater) Conditions Groundwater was encountered at approximately 25 feet below site grade. Geotechnical Conditions (relevant to infiltration) The site is not in favor of infiltration. This is due to the site having soil type D and having mostly clay with low permeability within the upper 20 feet of the ground. Although infiltration tested well after 20 feet, groundwater is located shortly after at approximately 25 feet below grade. Due to this, the site is not suitable for an infiltration bmp. Off-Site Drainage There are no concerns of off-site run on to the project. Utility and Infrastructure Information In the site’s existing condition, there are no on-site drainage systems. The runoff would eventually flow off-site to a catch basin located at the northwest corner of the intersection of Quail Street and Spruce Avenue. III.3 Watershed Description Receiving Waters San Diego Creek Reach 1 Newport Bay, Upper (Ecological Reserve) Newport Bay, Lower 303(d) Listed Impairments San Diego Creek (Reach 1): Nutrients, Pesticides, Sedimentation/Siltation, Selenium, Toxaphene, and Indicator Bacteria. Upper Newport Bay (Ecological Reserve): Chlordane, Copper, DDT, Indicator Bacteria, Metals, Nutrients, PCBs (Polychlorinated biphenyls), Pesticides, Sediment Toxicity, and Sedimentation/Siltation. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 10 Lower Newport Bay: Copper, Sediment Toxicity, Chlordane, DDT, PCB’s, Indicator Bacteria, Nutrients, Pesticides, Other Organics Applicable TMDLs San Diego Creek (Reach 1): Metals, Nutrients, Pesticides and Turbidity/Siltation. Upper Newport Bay (Ecological Reserve): Bacteria Indicators/Pathogens, Metals, Nutrients, Pesticides, and Turbidity/Siltation. Lower Newport Bay: Nutrients, Pesticides Pollutants of Concern for the Project Pollutants of concern: Suspended Solid/Sediments, Nutrients, Pathogens, Pesticides, Oil & Grease, Trash & Debris. Primary Pollutants of Concern: Suspended Solid/Sediments, Nutrients, Pathogens and Pesticides. Environmentally Sensitive and Special Biological Significant Areas There is no ESA within 200 feet of the project site. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 11 Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria (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 Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 12 Project Performance Criteria (continued) If HCOC exists, list applicable hydromodification control performance criteria (Section 7.II-2.4.2.2 in MWQMP) HCOC is not applicable for this project. The Map on appendix B shows a stable storm drain / channel from the project site to the receiving watershed, Upper Newport Bay. List applicable LID performance criteria (Section 7.II-2.4.3 from MWQMP) Priority Projects must infiltrate, harvest and re-use, evapotranspire, or bio treat/bio filter, the 85th percentile, 24- hour storm event (Design Capture Volume). A properly designed Bio treatment system may only be considered if infiltration harvest re-use and evapotranspiration (ET) cannot be feasibly implemented for the full design capture volume. In this case, infiltration, harvest re-use, and ET practices must be implemented to the greatest extent feasible and bio treatment may be provided for the remaining design capture volume. List applicable treatment control BMP performance criteria (Section 7.II-3.2.2 from MWQMP) Satisfaction of LID performance criteria also fully satisfies treatment control performance criteria. If it is not feasible to meet LID performance criteria through retention and/ or bio treatment provided on site or at a sub- regional scale, then treatment control of treatment control BMP’s shall be provided on site or offsite prior to discharge to waters of the US Calculate LID design storm capture volume for Project. DCV = design storm capture volume, cu-ft C = runoff coefficient = (0.75 × imp + 0.15) Imp = impervious fraction of drainage area (ranges from 0 to 1) d = storm depth (inches) A = tributary area (acres) Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 13 DMA A: Imp = 79.5% d = 0.70 inches A = 0.83 acres DCV = (0.75 x 0.795 +0.15) x 0.70 inches x 0.83 ac x 43560 sf/ac x 1/12 in/ft = 1,574 ft3 DMA B: Imp = 81.8% d = 0.70 inches A = 0.88 acres DCV = (0.75 x 0.818 +0.15) x 0.70 inches x 0.88 ac x 43560 sf/ac x 1/12 in/ft = 1,707 ft3 DCV = design storm capture volume (flow-based), cfs C = runoff coefficient = (0.75 × imp + 0.15) Imp = impervious fraction of drainage area (ranges from 0 to 1) Idesign = Design Intensity (in/hr) A = tributary area (acres) Total Area (DMA 1 + DMA 2): Imp = 81.1% d = 0.20 in/hr A = 1.71 acres DCV = (0.75 x 0.811 +0.15) x 0.20 in/hr x 1.71 ac = 0.26 cfs Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 14 IV.2. SITE DESIGN AND DRAINAGE PLAN The following section describes the site design BMPs used in this project and the methods used to incorporate them. Careful consideration of site design is a critical first step in storm water pollution prevention from new developments and redevelopments. Site Design BMPs Minimize Impervious Area • Impervious surfaces have been minimized by incorporating landscaped areas throughout the site surrounding the proposed building. Landscaping will be provided throughout the site within the common areas as well as around the perimeter of the building. Preserve Existing Drainage Patterns and Time of Concentration • Runoff from the site will continue to flow similar to existing conditions. Low-flows and first- flush runoff will drain to a Modular Wetland Units. The Modular Wetland Units are sized to be able to treat the required DCV of their respective DMA’s. Disconnect Impervious Areas • Landscaping will be provided adjacent to sidewalks and along the perimeter of the building. Low-flows will drain to the proposed detention basin and modular wetland system. Protect Existing Vegetation and Sensitive Areas, and Revegetate Disturbed Areas • There are no existing vegetated or sensitive areas to preserve on the project site. All disturbed areas will either be paved or landscaped. Drainage Management Areas: • In accordance with the MS4 permit and the 2013 OC TGD, the project site has been divided into Drainage Management Areas (DMAs) to be utilized for defining drainage areas and sizing LID and other treatment control BMPs. DMAs have been delineated based on the proposed site grading patterns, drainage patterns, storm drain and catch basin locations. The Drainage Management Areas (DMA) locations, design capture volumes (DCV) and treatment flow rates (QDesign) for each DMA are illustrated and calculated in Attachment A-BMP Site Plan and Attachment B-BMP Calculations. These have been derived utilizing the “Simple Method” in accordance with the TGD Section III.1.2. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 15 IV.3 LID BMP SELECTION AND PROJECT CONFORMANCE ANALYSIS . IV.3.1 Hydrologic Source Controls HSC’s are not utilized for this project. The total DCV will be treated by Bio-filtration. 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) Other: Other: Other: Other: Other: Other: Other: Other: Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 16 IV.3.2 Infiltration BMPs 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 Other: Other: Per the soils report, infiltration is not feasible due to high groundwater and poor infiltration rates. Also, the TGD Map in Attachment C indicates presence of Type D soils which are not suitable for infiltration. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 17 IV.3.4 Biotreatment BMPs 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: Modular Wetland System / Biofiltration Other: Since the project soils are not suitable for infiltration and the required DCV is anticipated to exceed the landscape irrigation, bio-filtration is proposed for this project. The project will utilize bio-filtration in the form of a Modular Wetlands System. The proposed unit MWS-L-8-12 has the capacity to treat up to 0.346 CFS, exceeding the DCV rate of 0.26 CFS. See attachment B for calculations. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 18 IV.3.8 Non-structural Source Control BMPs 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) Not required onsite N6 Local Industrial Permit Compliance Does not pertain to site N7 Spill Contingency Plan No spill concern onsite N8 Underground Storage Tank Compliance Not present onsite N9 Hazardous Materials Disclosure Compliance Not present onsite N10 Uniform Fire Code Implementation N11 Common Area Litter Control N12 Employee Training N13 Housekeeping of Loading Docks N14 Common Area Catch Basin Inspection N15 Street Sweeping Private Streets and Parking Lots N16 Retail Gasoline Outlets Not present onsite Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 19 IV.3.9 Structural Source Control BMPs 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 Outdoor storage is not anticipated 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 No slopes anticipated onsite Incorporate requirements applicable to individual priority project categories (from SDRWQCB NPDES Permit) Project not located in SDRWQCB S6 Dock areas Not present onsite S7 Maintenance bays Not present onsite S8 Vehicle wash areas Not present onsite S9 Outdoor processing areas Not present onsite S10 Equipment wash areas Not present onsite S11 Fueling areas Not present onsite S12 Hillside landscaping Not present onsite S13 Wash water control for food preparation areas Not present onsite S14 Community car wash racks Not present onsite Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 20 IV.4 ALTERNATIVE COMPLIANCE PLAN (IF APPLICABLE) IV.4.1 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) N/A Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 21 IV.4.2 Alternative Compliance Plan Information Not Applicable Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 22 Section V Inspection/Maintenance Responsibility for BMPs BMP Inspection/Maintenance BMP Responsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Modular Wetland System (MWS) Linear Unit Owner -Remove trash from screen device, average maintenance interval is 6 to 12 months. (5 minute average service time). -Replace cartridge filter media, average maintenance interval is 12 to 24 months. (10-15 minute per cartridge average service time). -Replace Drain Down Filter Media, average maintenance interval is 12 to 24 months. (5 minute average service time). Per manufacturer’s recommendation s, every 3-5 years Education for Property Owners, Tenants and Occupants Owner Educational materials will be provided to tenants annually. Materials to be distributed are found in Attachment F. Tenants will be provided these materials by the Owner prior to occupancy and periodically thereafter Annually Activity Restrictions Owner The Owner will prescribe activity restrictions to protect surface water quality, through lease terms or other equally effective measure, for the property. Ongoing Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 23 Restrictions include, but are not limited to, prohibiting vehicle maintenance or vehicle washing. Common Area Landscape Management Owner Maintenance shall be consistent with City requirements. Fertilizer and/or pesticide usage shall be consistent with County Management Guidelines for Use of Fertilizers (OC DAMP Section 5.5) as well as local requirements. Maintenance includes mowing, weeding, and debris removal on a weekly basis. Trimming, replanting, and replacement of mulch shall be performed on an as-needed basis to prevent exposure of erodible surfaces. Trimmings, clippings, and other landscape wastes shall be properly disposed of in accordance with local regulations. Materials temporarily stockpiled during maintenance activities shall be placed away from water courses and storm drain inlets. Monthly Common Area Litter Control Owner Litter patrol and other litter control activities shall be performed on a weekly basis and in conjunction with routine maintenance activities. Weekly Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 24 Employee Training Owner Educate all new employees/ managers on storm water pollution prevention, particularly good housekeeping practices, prior to the start of the rainy season (October 1). Refresher courses shall be conducted on an as needed basis. Annually Street Sweeping Private Streets and Parking Lots Owner Drive aisles & parking areas must be swept at least quarterly (every 3 months), including prior to the start of the rainy season (October 1). Quarterly Common Area Catch Basin Inspection Owner Catch basin inlets and other drainage facilities shall be inspected after each storm event and once per year. Inlets and other facilities shall be cleaned prior to the rainy season, by October 1 each year. Annually Storm Drain Stencilling and Signage Owner Storm drain stencils shall be inspected for legibility, at minimum, once prior to the storm season, no later than October 1 each year. Those determined to be illegible will be re-stencilled as soon as possible. Annually Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control 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 Twice per year Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 25 with water demands, given time of year, weather, and day or night time temperatures. System testing shall occur twice per year. Water from testing/flushing shall be collected and properly disposed to the sewer system and shall not discharge to the storm drain system. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section VII Page 26 Section VI Site Plan and Drainage Plan VI.1 SITE PLAN AND DRAINAGE PLAN • Refer to Attachment A Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section VII Page 27 Section VII Educational Materials 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 ATTACHMENT A BMP SITE PLAN SPRUCE AVENUE QU A I L S T R E E T SD SD S D 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 16755 Von Karman Ave, Suite 150, Irvine, CA 92606 | 949.474.2330 | adams-streeter.com SD - - ATTACHMENT B BMP CALCULATIONS 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 Describe system: Provide time of concentration assumptions: 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.65 3.70 3.75 3.80 3.85 3.90 3.95 MWS‐L‐4‐4 6.70 1.0 0.022 0.023 0.025 0.026 0.028 0.029 0.031 0.032 0.034 0.035 0.037 0.038 0.040 0.042 0.043 0.045 0.046 0.048 0.049 0.051 0.052 0.054 0.055 0.056 0.057 0.058 0.058 0.059 0.060 0.061 MWS‐L‐3‐6 10.06 1.0 0.032 0.035 0.037 0.039 0.042 0.044 0.046 0.048 0.051 0.053 0.055 0.058 0.060 0.062 0.065 0.067 0.069 0.072 0.074 0.076 0.078 0.081 0.083 0.084 0.085 0.087 0.088 0.089 0.090 0.091 MWS‐L‐4‐6 9.30 1.0 0.030 0.032 0.034 0.036 0.038 0.041 0.043 0.045 0.047 0.049 0.051 0.053 0.055 0.058 0.060 0.062 0.064 0.066 0.068 0.070 0.073 0.075 0.077 0.078 0.079 0.080 0.081 0.082 0.083 0.084 MWS‐L‐4‐8 14.80 1.0 0.048 0.051 0.054 0.058 0.061 0.065 0.068 0.071 0.075 0.078 0.082 0.085 0.088 0.092 0.095 0.099 0.102 0.105 0.109 0.112 0.115 0.119 0.122 0.124 0.126 0.127 0.129 0.131 0.132 0.134 MWS‐L‐4‐13 18.40 1.0 0.059 0.063 0.068 0.072 0.076 0.080 0.084 0.089 0.093 0.097 0.101 0.106 0.110 0.114 0.118 0.122 0.127 0.131 0.135 0.139 0.144 0.148 0.152 0.154 0.156 0.158 0.160 0.163 0.165 0.167 MWS‐L‐4‐15 22.40 1.0 0.072 0.077 0.082 0.087 0.093 0.098 0.103 0.108 0.113 0.118 0.123 0.129 0.134 0.139 0.144 0.149 0.154 0.159 0.165 0.170 0.175 0.180 0.185 0.188 0.190 0.193 0.195 0.198 0.200 0.203 MWS‐L‐4‐17 26.40 1.0 0.085 0.091 0.097 0.103 0.109 0.115 0.121 0.127 0.133 0.139 0.145 0.151 0.158 0.164 0.170 0.176 0.182 0.188 0.194 0.200 0.206 0.212 0.218 0.221 0.224 0.227 0.230 0.233 0.236 0.239 MWS‐L‐4‐19 30.40 1.0 0.098 0.105 0.112 0.119 0.126 0.133 0.140 0.147 0.153 0.160 0.167 0.174 0.181 0.188 0.195 0.202 0.209 0.216 0.223 0.230 0.237 0.244 0.251 0.255 0.258 0.262 0.265 0.269 0.272 0.276 MWS‐L‐4‐21 34.40 1.0 0.111 0.118 0.126 0.134 0.142 0.150 0.158 0.166 0.174 0.182 0.189 0.197 0.205 0.213 0.221 0.229 0.237 0.245 0.253 0.261 0.268 0.276 0.284 0.288 0.292 0.296 0.300 0.304 0.308 0.312 MWS‐L‐6‐8 18.80 1.0 0.060 0.065 0.069 0.073 0.078 0.082 0.086 0.091 0.095 0.099 0.104 0.108 0.112 0.116 0.121 0.125 0.129 0.134 0.138 0.142 0.147 0.151 0.155 0.157 0.160 0.162 0.164 0.166 0.168 0.170 MWS‐L‐8‐8 29.60 1.0 0.095 0.102 0.109 0.115 0.122 0.129 0.136 0.143 0.149 0.156 0.163 0.170 0.177 0.183 0.190 0.197 0.204 0.211 0.217 0.224 0.231 0.238 0.245 0.248 0.251 0.255 0.258 0.262 0.265 0.268 MWS‐L‐8‐12 44.40 1.0 0.143 0.153 0.163 0.173 0.183 0.194 0.204 0.214 0.224 0.234 0.245 0.255 0.265 0.275 0.285 0.296 0.306 0.316 0.326 0.336 0.346 0.357 0.367 0.372 0.377 0.382 0.387 0.392 0.397 0.402 MWS‐L‐8‐16 59.20 1.0 0.190 0.204 0.217 0.231 0.245 0.258 0.272 0.285 0.299 0.312 0.326 0.340 0.353 0.367 0.380 0.394 0.408 0.421 0.435 0.448 0.462 0.476 0.489 0.496 0.503 0.509 0.516 0.523 0.530 0.537 MWS‐L‐8‐20 74.00 1.0 0.238 0.255 0.272 0.289 0.306 0.323 0.340 0.357 0.374 0.391 0.408 0.425 0.442 0.459 0.476 0.493 0.509 0.526 0.543 0.560 0.577 0.594 0.611 0.620 0.628 0.637 0.645 0.654 0.662 0.671 MWS‐L‐10‐20 or MWS‐L‐8‐24 88.80 1.0 0.285 0.306 0.326 0.346 0.367 0.387 0.408 0.428 0.448 0.469 0.489 0.509 0.530 0.550 0.571 0.591 0.611 0.632 0.652 0.673 0.693 0.713 0.734 0.744 0.754 0.764 0.774 0.785 0.795 0.805 4'x'4 media cage 14.80 1.0 0.048 0.051 0.054 0.058 0.061 0.065 0.068 0.071 0.075 0.078 0.082 0.085 0.088 0.092 0.095 0.099 0.102 0.105 0.109 0.112 0.115 0.119 0.122 0.124 MWS MODEL SIZE WETLAND PERMITER LENGTH LOADING RATE GPM/SF HGL HEIGHT SHALLOW MODELS STANDARD HEIGHT MODEL HIGH CAPACITY MODELS MWS Linear 2.0 HGL Sizing Calculations PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW SITE SPECIFIC DATA GENERAL NOTES INSTALLATION NOTES STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-8-12-V FOR PATENT INFORMATION, GO TO www.ContechES.com/IP ATTACHMENT C ORANGE COUNTY RAINFALL ZONES MAP O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORA N G E C O U N T Y ORA N G E C O U N T Y LOS A N G E L E S C O U N T Y LOS A N G E L E S C O U N T Y 1.05 0.7 10 . 9 5 0 . 9 0 . 8 5 0 . 8 0 . 7 5 0 . 7 0 . 6 5 0.9 5 0.7 0. 9 0.9 0.7 5 P: \ 9 5 2 6 E \ 6 - G I S \ M x d s \ R e p o r t s \ I n f i l t r a t i o n F e a s a b i l i t y _ 2 0 1 1 0 2 1 5 \ 9 5 2 6 E _ F i g u r e X V I - 1 _ R a i n f a l l Z o n e s _ 2 0 1 1 0 2 1 5 . m x d FIGURE JO B TI T L E SC A L E 1" = 1 . 8 m i l e s DE S I G N E D DR A W I N G CH E C K E D BM P 04 / 2 2 / 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 TE C H N I C A L G U I D A N C E DO C U M E N T OR A N G E C O . CA RA I N F A L L Z O N E S SUBJECT TO FURTHER REVISION 0 3.6 7.21.8 Miles 0 6 123 Kilometers LEGEND Orange County Precipitation Stations 24 Hour, 85th Percentile Rainfall (Inches) 24 Hour, 85th Percentile Rainfall (Inches) - Extrapolated City Boundaries Rainfall ZonesDesign Capture Storm Depth (inches) 0.65" 0.7 0.75 0.80 0.85 0.90 0.95 1.00 1.10" Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall. For areas outside of available data coverage, professional judgment shall be applied. XVI-1 O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY ORA N G E C O U N T Y ORA N G E C O U N T Y LOS A N G E L E S C O U N T Y LOS A N G E L E S C O U N T Y P: \ 9 5 2 6 E \ 6 - G I S \ M x d s \ R e p o r t s \ I n f i l t r a t i o n F e a s a b i l i t y _ 2 0 1 1 0 2 1 5 \ 9 5 2 6 E _ F i g u r e X V I - 2 a _ H y d r o S o i l s _ 2 0 1 1 0 2 1 5 . m x d FIGURE XVI-2a JO B TI T L E SC A L E 1" = 1 . 8 m i l e s DE S I G N E D DR A W I N G CH E C K E D BM P 02 / 0 9 / 1 1 DA T E JO B N O . 95 2 6 - E THTH OR A N G E C O U N T Y IN F I L T R A T I O N S T U D Y OR A N G E C O . CA NR C S H Y D R O L O G I C SO I L S G R O U P S SUBJECT TO FURTHER REVISION Source: Soils: Natural Resources Conservation Service (NRCS) Soil Survey - soil_ca678, Orange County & Western Riverside Date of publication: 2006-02-08 !I 0 3.6 7.21.8 Miles 0 5 102.5 Kilometers LEGEND City Boundaries Hydrologic Soil Groups A Soils B Soils C Soils D Soils http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORA N G E C O U N T Y ORA N G E C O U N T Y LOS A N G E L E S C O U N T Y LOS A N G E L E S C O U N T Y 10 10 3 5 10 30 10 30 10 20 10 10 5 50 3 30 30 30 3 0 20 5 10 20 30 50 10 30 20 P: \ 9 5 2 6 E \ 6 - G I S \ M x d s \ R e p o r t s \ I n f i l t r a t i o n F e a s a b i l i t y _ 2 0 1 1 0 2 1 5 \ 9 5 2 6 E _ F i g u r e X V I - 2 d _ D e p t h T o G r o u n d w a t e r O v e r v i e w _ 2 0 1 1 0 2 1 5 . m x d FIGURE XVI-2d JO B TI T L E SC A L E 1" = 1 . 2 5 m i l e s DE S I G N E D DR A W I N G CH E C K E D BM P 02 / 0 9 / 1 1 DA T E JO B N O . 95 2 6 - E THTH OR A N G E C O U N T Y IN F I L T R A T I O N S T U D Y OR A N G E C O . CA NO R T H O R A N G E C O U N T Y MA P P E D D E P T H T O F I R S T GR O U N D W A T E R SUBJECT TO FURTHER REVISION Note: Data are not available for South Orange County at this time. Source: Sprotte, Fuller and Greenwood, 1980. California Division of Mines and Geology; California Geological Survey !I 0 2.5 51.25 Miles 0 4 82 Kilometers LEGEND Depth To First Groundwater Contours City Boundaries OCWD Groundwater Basin Protection Boundary 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 0 9,000 18,000Feet 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 PRELIMINARY MAP – SUBJECT TO FURTHER REVISION SUSCEPTIBILITY MAP UPDATE (DEC 2012) ATTACHMENT C ORANGE COUNTY RAINFALL ZONES MAP ∑ ∑ ∑ ∑ PREPARED BY: 16755 Von Karman, Suite 150, Irvine, CA 92606 | 949.474.2330 | adams-streeter.com 1401 QUAIL STREET PRE-CONSTRUCTION HYDROLOGY MAP SHEET 1 OF 2 LEGEND ? ? SPRUCE AVENUE QU A I L S T R E E T ∑ ∑ ∑ ∑ ∑ ∑ ∑ ∑ ∑ ∑ PREPARED BY: 16755 Von Karman, Suite 150, Irvine, CA 92606 | 949.474.2330 | adams-streeter.com 1401 QUAIL STREET POST-CONSTRUCTION HYDROLOGY MAP SHEET 2 OF 2 LEGEND ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1204 ************************** DESCRIPTION OF STUDY ************************** * PRE-DEVELOPMENT * * 2 YEAR STORM ANALYSIS * * 22-2434 QUAIL 1401 * ************************************************************************** FILE NAME: 2434E.DAT TIME/DATE OF STUDY: 10:21 12/13/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 0.0312 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 425.00 ELEVATION DATA: UPSTREAM(FEET) = 48.50 DOWNSTREAM(FEET) = 45.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.041 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.611 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 1.21 0.20 0.100 57 9.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) = 1.73 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.04 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.611 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 1.71 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 2.45 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 9.04 EFFECTIVE AREA(ACRES) = 1.71 AREA-AVERAGED Fm(INCH/HR)= 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.45 =========================================================================== END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1204 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: PRE-DEVELOPMENT HYDROGRAPH 2 YEAR STORM ANALYSIS 22-2434 QUAIL 1401 ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.71 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.020 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 9.04 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.22 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.07 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.03 0.0000 0.00 Q . . . . 0.18 0.0002 0.04 Q . . . . 0.33 0.0007 0.04 Q . . . . 0.48 0.0012 0.04 Q . . . . 0.63 0.0016 0.04 Q . . . . 0.78 0.0021 0.04 Q . . . . 0.93 0.0026 0.04 Q . . . . 1.08 0.0030 0.04 Q . . . . 1.23 0.0035 0.04 Q . . . . 1.39 0.0040 0.04 Q . . . . 1.54 0.0045 0.04 Q . . . . 1.69 0.0050 0.04 Q . . . . 1.84 0.0055 0.04 Q . . . . 1.99 0.0060 0.04 Q . . . . 2.14 0.0065 0.04 Q . . . . 2.29 0.0070 0.04 Q . . . . 2.44 0.0075 0.04 Q . . . . 2.59 0.0080 0.04 Q . . . . 2.74 0.0085 0.04 Q . . . . 2.89 0.0090 0.04 Q . . . . 3.04 0.0095 0.04 Q . . . . 3.19 0.0101 0.04 Q . . . . 3.34 0.0106 0.04 Q . . . . 3.49 0.0111 0.04 Q . . . . 3.65 0.0116 0.04 Q . . . . 3.80 0.0122 0.04 Q . . . . 3.95 0.0127 0.04 Q . . . . 4.10 0.0133 0.04 Q . . . . 4.25 0.0138 0.04 Q . . . . 4.40 0.0144 0.04 Q . . . . 4.55 0.0149 0.05 Q . . . . 4.70 0.0155 0.05 Q . . . . 4.85 0.0161 0.05 Q . . . . 5.00 0.0167 0.05 Q . . . . 5.15 0.0172 0.05 Q . . . . 5.30 0.0178 0.05 Q . . . . 5.45 0.0184 0.05 Q . . . . 5.60 0.0190 0.05 Q . . . . 5.75 0.0196 0.05 Q . . . . 5.91 0.0202 0.05 Q . . . . 6.06 0.0208 0.05 Q . . . . 6.21 0.0214 0.05 Q . . . . 6.36 0.0221 0.05 Q . . . . 6.51 0.0227 0.05 Q . . . . 6.66 0.0233 0.05 Q . . . . 6.81 0.0240 0.05 Q . . . . 6.96 0.0246 0.05 Q . . . . 7.11 0.0253 0.05 Q . . . . 7.26 0.0259 0.05 Q . . . . 7.41 0.0266 0.05 Q . . . . 7.56 0.0273 0.05 Q . . . . 7.71 0.0280 0.06 Q . . . . 7.86 0.0286 0.06 Q . . . . 8.01 0.0293 0.06 Q . . . . 8.17 0.0300 0.06 Q . . . . 8.32 0.0308 0.06 Q . . . . 8.47 0.0315 0.06 Q . . . . 8.62 0.0322 0.06 Q . . . . 8.77 0.0330 0.06 Q . . . . 8.92 0.0337 0.06 Q . . . . 9.07 0.0345 0.06 Q . . . . 9.22 0.0353 0.06 Q . . . . 9.37 0.0360 0.06 Q . . . . 9.52 0.0368 0.06 Q . . . . 9.67 0.0376 0.06 Q . . . . 9.82 0.0385 0.07 Q . . . . 9.97 0.0393 0.07 Q . . . . 10.12 0.0401 0.07 Q . . . . 10.27 0.0410 0.07 Q . . . . 10.43 0.0418 0.07 Q . . . . 10.58 0.0427 0.07 Q . . . . 10.73 0.0436 0.07 Q . . . . 10.88 0.0445 0.07 Q . . . . 11.03 0.0455 0.08 Q . . . . 11.18 0.0464 0.08 Q . . . . 11.33 0.0474 0.08 Q . . . . 11.48 0.0484 0.08 Q . . . . 11.63 0.0494 0.08 Q . . . . 11.78 0.0504 0.08 Q . . . . 11.93 0.0515 0.09 Q . . . . 12.08 0.0525 0.09 Q . . . . 12.23 0.0538 0.11 Q . . . . 12.38 0.0552 0.12 Q . . . . 12.53 0.0567 0.12 Q . . . . 12.69 0.0582 0.12 Q . . . . 12.84 0.0598 0.13 Q . . . . 12.99 0.0614 0.13 Q . . . . 13.14 0.0631 0.14 Q . . . . 13.29 0.0648 0.14 Q . . . . 13.44 0.0666 0.15 Q . . . . 13.59 0.0684 0.15 Q . . . . 13.74 0.0704 0.16 Q . . . . 13.89 0.0724 0.16 Q . . . . 14.04 0.0745 0.17 Q . . . . 14.19 0.0767 0.19 Q . . . . 14.34 0.0791 0.20 Q . . . . 14.49 0.0817 0.21 Q . . . . 14.64 0.0843 0.22 Q . . . . 14.79 0.0872 0.23 Q . . . . 14.95 0.0902 0.26 .Q . . . . 15.10 0.0935 0.27 .Q . . . . 15.25 0.0971 0.31 .Q . . . . 15.40 0.1011 0.33 .Q . . . . 15.55 0.1053 0.34 .Q . . . . 15.70 0.1098 0.39 .Q . . . . 15.85 0.1158 0.58 . Q . . . . 16.00 0.1244 0.80 . Q . . . . 16.15 0.1446 2.45 . Q. . . . 16.30 0.1627 0.46 .Q . . . . 16.45 0.1676 0.32 .Q . . . . 16.60 0.1714 0.29 .Q . . . . 16.75 0.1747 0.24 Q . . . . 16.90 0.1776 0.22 Q . . . . 17.05 0.1801 0.19 Q . . . . 17.21 0.1824 0.17 Q . . . . 17.36 0.1844 0.15 Q . . . . 17.51 0.1862 0.14 Q . . . . 17.66 0.1880 0.13 Q . . . . 17.81 0.1896 0.13 Q . . . . 17.96 0.1911 0.12 Q . . . . 18.11 0.1925 0.11 Q . . . . 18.26 0.1937 0.08 Q . . . . 18.41 0.1947 0.08 Q . . . . 18.56 0.1957 0.08 Q . . . . 18.71 0.1967 0.07 Q . . . . 18.86 0.1976 0.07 Q . . . . 19.01 0.1985 0.07 Q . . . . 19.16 0.1993 0.07 Q . . . . 19.31 0.2002 0.07 Q . . . . 19.47 0.2010 0.06 Q . . . . 19.62 0.2017 0.06 Q . . . . 19.77 0.2025 0.06 Q . . . . 19.92 0.2032 0.06 Q . . . . 20.07 0.2040 0.06 Q . . . . 20.22 0.2047 0.06 Q . . . . 20.37 0.2054 0.05 Q . . . . 20.52 0.2060 0.05 Q . . . . 20.67 0.2067 0.05 Q . . . . 20.82 0.2074 0.05 Q . . . . 20.97 0.2080 0.05 Q . . . . 21.12 0.2086 0.05 Q . . . . 21.27 0.2092 0.05 Q . . . . 21.42 0.2098 0.05 Q . . . . 21.57 0.2104 0.05 Q . . . . 21.73 0.2110 0.05 Q . . . . 21.88 0.2116 0.05 Q . . . . 22.03 0.2121 0.04 Q . . . . 22.18 0.2127 0.04 Q . . . . 22.33 0.2132 0.04 Q . . . . 22.48 0.2138 0.04 Q . . . . 22.63 0.2143 0.04 Q . . . . 22.78 0.2148 0.04 Q . . . . 22.93 0.2153 0.04 Q . . . . 23.08 0.2158 0.04 Q . . . . 23.23 0.2163 0.04 Q . . . . 23.38 0.2168 0.04 Q . . . . 23.53 0.2173 0.04 Q . . . . 23.68 0.2178 0.04 Q . . . . 23.83 0.2182 0.04 Q . . . . 23.99 0.2187 0.04 Q . . . . 24.14 0.2192 0.04 Q . . . . 24.29 0.2194 0.00 Q . . . . ---------------------------------------------------------------------------- ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1204 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POST-DEVELOPMENT * * 2 YEAR STORM ANALYSIS * * 22-2434 QUAIL 1401 * ************************************************************************** FILE NAME: 2434P.DAT TIME/DATE OF STUDY: 17:40 12/12/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 0.0312 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 ELEVATION DATA: UPSTREAM(FEET) = 51.50 DOWNSTREAM(FEET) = 49.80 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.) APARTMENTS D 0.29 0.20 0.200 57 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 44.50 DOWNSTREAM(FEET) = 41.00 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 6.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.10 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.954 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.54 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 0.83 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 41.00 DOWNSTREAM(FEET) = 38.00 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.24 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.43 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 135.00 ELEVATION DATA: UPSTREAM(FEET) = 51.50 DOWNSTREAM(FEET) = 49.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.161 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.223 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.) APARTMENTS D 0.31 0.20 0.200 57 5.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.10 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 44.60 DOWNSTREAM(FEET) = 38.30 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.61 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 6.19 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.10 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.10 TO NODE 21.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.19 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.002 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.57 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 1.55 **************************************************************************** FLOW PROCESS FROM NODE 21.10 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 38.30 DOWNSTREAM(FEET) = 38.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.55 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.55 6.30 1.982 0.20( 0.04) 0.20 0.9 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 490.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.43 6.63 1.925 0.20( 0.04) 0.20 0.8 10.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 524.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.95 6.30 1.982 0.20( 0.04) 0.20 1.7 20.00 2 2.94 6.63 1.925 0.20( 0.04) 0.20 1.7 10.00 TOTAL AREA(ACRES) = 1.7 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.95 Tc(MIN.) = 6.303 EFFECTIVE AREA(ACRES) = 1.67 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 524.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 6.30 EFFECTIVE AREA(ACRES) = 1.67 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 2.95 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.95 6.30 1.982 0.20( 0.04) 0.20 1.7 20.00 2 2.94 6.63 1.925 0.20( 0.04) 0.20 1.7 10.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1204 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: POST-DEVELOPMENT HYDROGRAPH 2 YEAR STORM ANALYSIS 22-2434 QUAIL 1401 ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.71 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.040 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 6.30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.21 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.08 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.04 0.0000 0.00 Q . . . . 0.14 0.0002 0.04 Q . . . . 0.25 0.0005 0.04 Q . . . . 0.35 0.0008 0.04 Q . . . . 0.46 0.0011 0.04 Q . . . . 0.56 0.0015 0.04 Q . . . . 0.67 0.0018 0.04 Q . . . . 0.77 0.0021 0.04 Q . . . . 0.88 0.0024 0.04 Q . . . . 0.98 0.0028 0.04 Q . . . . 1.09 0.0031 0.04 Q . . . . 1.19 0.0034 0.04 Q . . . . 1.30 0.0038 0.04 Q . . . . 1.40 0.0041 0.04 Q . . . . 1.51 0.0045 0.04 Q . . . . 1.61 0.0048 0.04 Q . . . . 1.72 0.0051 0.04 Q . . . . 1.82 0.0055 0.04 Q . . . . 1.93 0.0058 0.04 Q . . . . 2.03 0.0062 0.04 Q . . . . 2.14 0.0065 0.04 Q . . . . 2.24 0.0069 0.04 Q . . . . 2.35 0.0072 0.04 Q . . . . 2.45 0.0076 0.04 Q . . . . 2.56 0.0079 0.04 Q . . . . 2.66 0.0083 0.04 Q . . . . 2.77 0.0086 0.04 Q . . . . 2.87 0.0090 0.04 Q . . . . 2.98 0.0094 0.04 Q . . . . 3.08 0.0097 0.04 Q . . . . 3.19 0.0101 0.04 Q . . . . 3.29 0.0105 0.04 Q . . . . 3.40 0.0108 0.04 Q . . . . 3.50 0.0112 0.04 Q . . . . 3.61 0.0116 0.04 Q . . . . 3.71 0.0119 0.04 Q . . . . 3.82 0.0123 0.04 Q . . . . 3.92 0.0127 0.04 Q . . . . 4.03 0.0131 0.04 Q . . . . 4.13 0.0135 0.04 Q . . . . 4.24 0.0139 0.04 Q . . . . 4.34 0.0142 0.04 Q . . . . 4.45 0.0146 0.05 Q . . . . 4.55 0.0150 0.05 Q . . . . 4.66 0.0154 0.05 Q . . . . 4.76 0.0158 0.05 Q . . . . 4.87 0.0162 0.05 Q . . . . 4.97 0.0166 0.05 Q . . . . 5.08 0.0170 0.05 Q . . . . 5.18 0.0174 0.05 Q . . . . 5.29 0.0178 0.05 Q . . . . 5.39 0.0182 0.05 Q . . . . 5.50 0.0187 0.05 Q . . . . 5.61 0.0191 0.05 Q . . . . 5.71 0.0195 0.05 Q . . . . 5.82 0.0199 0.05 Q . . . . 5.92 0.0203 0.05 Q . . . . 6.02 0.0208 0.05 Q . . . . 6.13 0.0212 0.05 Q . . . . 6.23 0.0216 0.05 Q . . . . 6.34 0.0221 0.05 Q . . . . 6.44 0.0225 0.05 Q . . . . 6.55 0.0229 0.05 Q . . . . 6.65 0.0234 0.05 Q . . . . 6.76 0.0238 0.05 Q . . . . 6.86 0.0243 0.05 Q . . . . 6.97 0.0247 0.05 Q . . . . 7.07 0.0252 0.05 Q . . . . 7.18 0.0257 0.05 Q . . . . 7.28 0.0261 0.05 Q . . . . 7.39 0.0266 0.05 Q . . . . 7.49 0.0271 0.05 Q . . . . 7.60 0.0275 0.05 Q . . . . 7.70 0.0280 0.06 Q . . . . 7.81 0.0285 0.06 Q . . . . 7.91 0.0290 0.06 Q . . . . 8.02 0.0295 0.06 Q . . . . 8.12 0.0300 0.06 Q . . . . 8.23 0.0305 0.06 Q . . . . 8.34 0.0310 0.06 Q . . . . 8.44 0.0315 0.06 Q . . . . 8.55 0.0320 0.06 Q . . . . 8.65 0.0325 0.06 Q . . . . 8.76 0.0330 0.06 Q . . . . 8.86 0.0335 0.06 Q . . . . 8.96 0.0341 0.06 Q . . . . 9.07 0.0346 0.06 Q . . . . 9.18 0.0351 0.06 Q . . . . 9.28 0.0357 0.06 Q . . . . 9.38 0.0362 0.06 Q . . . . 9.49 0.0368 0.06 Q . . . . 9.60 0.0373 0.07 Q . . . . 9.70 0.0379 0.07 Q . . . . 9.80 0.0385 0.07 Q . . . . 9.91 0.0391 0.07 Q . . . . 10.01 0.0396 0.07 Q . . . . 10.12 0.0402 0.07 Q . . . . 10.23 0.0408 0.07 Q . . . . 10.33 0.0414 0.07 Q . . . . 10.43 0.0420 0.07 Q . . . . 10.54 0.0427 0.07 Q . . . . 10.65 0.0433 0.07 Q . . . . 10.75 0.0439 0.07 Q . . . . 10.85 0.0446 0.07 Q . . . . 10.96 0.0452 0.08 Q . . . . 11.06 0.0459 0.08 Q . . . . 11.17 0.0465 0.08 Q . . . . 11.27 0.0472 0.08 Q . . . . 11.38 0.0479 0.08 Q . . . . 11.48 0.0486 0.08 Q . . . . 11.59 0.0493 0.08 Q . . . . 11.70 0.0500 0.08 Q . . . . 11.80 0.0507 0.08 Q . . . . 11.90 0.0515 0.09 Q . . . . 12.01 0.0522 0.09 Q . . . . 12.11 0.0531 0.11 Q . . . . 12.22 0.0540 0.11 Q . . . . 12.32 0.0549 0.11 Q . . . . 12.43 0.0559 0.11 Q . . . . 12.53 0.0569 0.11 Q . . . . 12.64 0.0579 0.12 Q . . . . 12.74 0.0589 0.12 Q . . . . 12.85 0.0599 0.12 Q . . . . 12.95 0.0610 0.12 Q . . . . 13.06 0.0620 0.12 Q . . . . 13.16 0.0631 0.13 Q . . . . 13.27 0.0642 0.13 Q . . . . 13.38 0.0654 0.13 Q . . . . 13.48 0.0665 0.13 Q . . . . 13.59 0.0677 0.14 Q . . . . 13.69 0.0689 0.14 Q . . . . 13.80 0.0702 0.15 Q . . . . 13.90 0.0714 0.15 Q . . . . 14.01 0.0727 0.15 Q . . . . 14.11 0.0741 0.16 Q . . . . 14.22 0.0755 0.17 Q . . . . 14.32 0.0770 0.17 Q . . . . 14.43 0.0785 0.18 Q . . . . 14.53 0.0801 0.18 Q . . . . 14.63 0.0817 0.20 Q . . . . 14.74 0.0835 0.20 Q . . . . 14.85 0.0853 0.22 Q . . . . 14.95 0.0872 0.23 Q . . . . 15.05 0.0893 0.25 Q . . . . 15.16 0.0914 0.26 .Q . . . . 15.27 0.0938 0.29 .Q . . . . 15.37 0.0964 0.30 .Q . . . . 15.48 0.0990 0.29 .Q . . . . 15.58 0.1016 0.32 .Q . . . . 15.68 0.1047 0.40 .Q . . . . 15.79 0.1085 0.47 .Q . . . . 15.90 0.1135 0.69 . Q . . . . 16.00 0.1207 0.96 . Q . . . . 16.10 0.1379 3.00 . . Q . . . 16.21 0.1533 0.55 . Q . . . . 16.32 0.1572 0.35 .Q . . . . 16.42 0.1601 0.30 .Q . . . . 16.52 0.1625 0.27 .Q . . . . 16.63 0.1647 0.24 Q . . . . 16.73 0.1667 0.21 Q . . . . 16.84 0.1684 0.19 Q . . . . 16.94 0.1700 0.18 Q . . . . 17.05 0.1714 0.16 Q . . . . 17.16 0.1728 0.15 Q . . . . 17.26 0.1741 0.14 Q . . . . 17.36 0.1753 0.14 Q . . . . 17.47 0.1764 0.13 Q . . . . 17.58 0.1776 0.13 Q . . . . 17.68 0.1786 0.12 Q . . . . 17.78 0.1797 0.12 Q . . . . 17.89 0.1807 0.11 Q . . . . 17.99 0.1816 0.11 Q . . . . 18.10 0.1825 0.09 Q . . . . 18.20 0.1832 0.08 Q . . . . 18.31 0.1840 0.08 Q . . . . 18.42 0.1847 0.08 Q . . . . 18.52 0.1854 0.08 Q . . . . 18.62 0.1860 0.08 Q . . . . 18.73 0.1867 0.07 Q . . . . 18.83 0.1873 0.07 Q . . . . 18.94 0.1879 0.07 Q . . . . 19.05 0.1885 0.07 Q . . . . 19.15 0.1891 0.07 Q . . . . 19.26 0.1897 0.07 Q . . . . 19.36 0.1903 0.06 Q . . . . 19.47 0.1908 0.06 Q . . . . 19.57 0.1914 0.06 Q . . . . 19.67 0.1919 0.06 Q . . . . 19.78 0.1924 0.06 Q . . . . 19.89 0.1929 0.06 Q . . . . 19.99 0.1934 0.06 Q . . . . 20.09 0.1939 0.06 Q . . . . 20.20 0.1944 0.06 Q . . . . 20.31 0.1949 0.06 Q . . . . 20.41 0.1954 0.05 Q . . . . 20.52 0.1959 0.05 Q . . . . 20.62 0.1963 0.05 Q . . . . 20.73 0.1968 0.05 Q . . . . 20.83 0.1972 0.05 Q . . . . 20.93 0.1977 0.05 Q . . . . 21.04 0.1981 0.05 Q . . . . 21.14 0.1985 0.05 Q . . . . 21.25 0.1989 0.05 Q . . . . 21.36 0.1994 0.05 Q . . . . 21.46 0.1998 0.05 Q . . . . 21.57 0.2002 0.05 Q . . . . 21.67 0.2006 0.05 Q . . . . 21.77 0.2010 0.05 Q . . . . 21.88 0.2014 0.05 Q . . . . 21.98 0.2018 0.04 Q . . . . 22.09 0.2022 0.04 Q . . . . 22.19 0.2025 0.04 Q . . . . 22.30 0.2029 0.04 Q . . . . 22.41 0.2033 0.04 Q . . . . 22.51 0.2037 0.04 Q . . . . 22.61 0.2040 0.04 Q . . . . 22.72 0.2044 0.04 Q . . . . 22.83 0.2047 0.04 Q . . . . 22.93 0.2051 0.04 Q . . . . 23.03 0.2055 0.04 Q . . . . 23.14 0.2058 0.04 Q . . . . 23.25 0.2061 0.04 Q . . . . 23.35 0.2065 0.04 Q . . . . 23.45 0.2068 0.04 Q . . . . 23.56 0.2072 0.04 Q . . . . 23.67 0.2075 0.04 Q . . . . 23.77 0.2078 0.04 Q . . . . 23.88 0.2081 0.04 Q . . . . 23.98 0.2085 0.04 Q . . . . 24.08 0.2088 0.04 Q . . . . 24.19 0.2090 0.00 Q . . . . ---------------------------------------------------------------------------- ATTACHMENT C ORANGE COUNTY RAINFALL ZONES MAP 1299 4 9 11 5 11 12 6813 8 13 21 3510 14 20 28 48 16 SM CL CL CL CL CL ML SP BB-1 R-1 R-2 R-3 R-4 R-5 S-6 R-7 S-8 @Surface: 3" asphalt over 8" CLAY w/ Sand base Undocumented Artificial Fill (Afu) @2': Silty SAND, reddish brown, medium dense, predominantlyfine sand, trace medium and coarse sand, some rootlets,slightly moist @4': Sandy CLAY, dark yellow brown, very stiff, fine sand, lowplasticity, weakly laminated, moist @6': Sandy CLAY, reddish brown, very stiff, fine sand, low tomedium plasticity, laminated, moist @8': CLAY, reddish brown mottled gray, very stiff, some finesand, low to medium plasticity, trace MnO, moist @10': CLAY, reddish brown mottled gray, very stiff, some finesand, low to medium plasticity, some MnO and carbonateblebs, moist @15': CLAY, gray brown mottled white, very stiff, trace finesand, low plasticity, large carbonate blebs, moist @20': Sandy SILT, gray brown mottled yellow and orange(heavily Fe-stained), dense, predominantly fine sand, tracemedium sand, friable, very moist @25': Poorly-graded SAND, gray brown, dense, predominantlymedium sand, trace fine and coarse sand, Fe-stained,micaceous, friable, wet Hole Diameter Mo i s t u r e Ground Elevation De p t h Bl o w s El e v a t i o n Pe r 6 I n c h e s Page 1 of 2 44' BULK SAMPLE CORE SAMPLEGRAB SAMPLERING SAMPLESPLIT SPOON SAMPLETUBE SAMPLE BCGR ST LFO Hollow Stem Auger - 140lb - Autohammer - 30" Drop So i l C l a s s . 5-20-22 SOIL DESCRIPTION Sampled By Drilling Co.Drilling Co. Project Project No. See Figure 2 - Geotechnical Map Intracorp Quail St 13542.001 Drilling Method 8" Sa m p l e N o . Fe e t At t i t u d e s SAMPLE TYPES: Martini Drilling Corp * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co n t e n t , % Logged By Date Drilled LFO Fe e t S (U . S . C . S . ) Lo g Ty p e o f T e s t s Gr a p h i c pc f Location Dr y D e n s i t y N This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locationsand may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may begradual. TYPE OF TESTS:-200 ALCN COCRCU % FINES PASSINGATTERBERG LIMITSCONSOLIDATIONCOLLAPSECORROSIONUNDRAINED TRIAXIAL DSEIH MDPP RV DIRECT SHEAR EXPANSION INDEXHYDROMETER MAXIMUM DENSITYPOCKET PENETROMETERR VALUE SASESG UC 40 35 30 25 20 15 0 5 10 15 20 25 30 SIEVE ANALYSISSAND EQUIVALENTSPECIFIC GRAVITYUNCONFINED COMPRESSIVESTRENGTH GEOTECHNICAL BORING LOG LB-1 2550/2" 9 24 30 1 2 2 PushPush2 Push Push 3 SP SP SP CH CH CH R-9 S-10 S-11 S-12 S-13 @30': Poorly-graded SAND, gray brown, very dense,predominantly medium sand, trace fine and coarse sand,Fe-stained, micaceous, friable, wet @35': Poorly-graded SAND, gray brown, very dense,predominantly medium sand, trace fine and coarse sand,Fe-stained, micaceous, friable, abundant white shellfragments, wet @40': Same as above @40.5': Fat CLAY, bluish gray, medium stiff, high plasticity,moist @45': Fat CLAY, bluish gray, soft, high plasticity, trace whiteshell fragments, wet @50': Same as above T.D. 51.5 feet bgsGroundwater encountered at 25 feet bgs.Borehole backfilled with soil cuttings and patched withcold-patch asphalt. Hole Diameter Mo i s t u r e Ground Elevation De p t h Bl o w s El e v a t i o n Pe r 6 I n c h e s Page 2 of 2 44' BULK SAMPLE CORE SAMPLEGRAB SAMPLERING SAMPLESPLIT SPOON SAMPLETUBE SAMPLE BCGR ST LFO Hollow Stem Auger - 140lb - Autohammer - 30" Drop So i l C l a s s . 5-20-22 SOIL DESCRIPTION Sampled By Drilling Co.Drilling Co. Project Project No. See Figure 2 - Geotechnical Map Intracorp Quail St 13542.001 Drilling Method 8" Sa m p l e N o . Fe e t At t i t u d e s SAMPLE TYPES: Martini Drilling Corp * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co n t e n t , % Logged By Date Drilled LFO Fe e t S (U . S . C . S . ) Lo g Ty p e o f T e s t s Gr a p h i c pc f Location Dr y D e n s i t y N This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locationsand may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may begradual. TYPE OF TESTS:-200 ALCN COCRCU % FINES PASSINGATTERBERG LIMITSCONSOLIDATIONCOLLAPSECORROSIONUNDRAINED TRIAXIAL DSEIH MDPP RV DIRECT SHEAR EXPANSION INDEXHYDROMETER MAXIMUM DENSITYPOCKET PENETROMETERR VALUE SASESG UC 10 5 0 -5 -10 -15 30 35 40 45 50 55 60 SIEVE ANALYSISSAND EQUIVALENTSPECIFIC GRAVITYUNCONFINED COMPRESSIVESTRENGTH GEOTECHNICAL BORING LOG LB-1 6810 10 12 14 7 14 23 81623 7 13 21 3612 13 20 25 513 20 SM CL SM CL CL CL ML SP BB-1 R-1 R-2 R-3 R-4 R-5 S-6 R-7 S-8 @Surface: 8" asphalt over 4" CLAY w/ Sand base Undocumented Artificial Fill (Afu) @2': Silty SAND, reddish brown, medium dense, fine sand, traceclay, slightly moist @4': Sandy CLAY, reddish brown mottled gray, very stiff, finesand, trace MnO, moist @6': Silty SAND, orange brown, dense, predominantly fine sand,trace medium sand, friable, moist @8': Lean CLAY, reddish brown, hard, low plasticity, some MnOstringers, moist @10': Lean CLAY, reddish brown, very stiff, low plasticity, someMnO blebs, moist @15': Sandy CLAY, gray brown, very stiff, fine sand, lowplasticity, abundant carbonate blebs, moist @20': Sandy SILT, gray brown mottled orange from Fe-staining,dense, fine sand, weakly laminated, friable, moist @25': Poorly-graded SAND, graybrown mottled orange fromFe-staining, dense, predominantly fine to medium sand, tracecoarse sand, very moist T.D. 26.5 feet bgsGroundwater encountered at 25 feet bgs.Borehole backfilled with soil cuttings and patched withcold-patch asphalt. Hole Diameter Mo i s t u r e Ground Elevation De p t h Bl o w s El e v a t i o n Pe r 6 I n c h e s Page 1 of 1 43' BULK SAMPLE CORE SAMPLEGRAB SAMPLERING SAMPLESPLIT SPOON SAMPLETUBE SAMPLE BCGR ST LFO Hollow Stem Auger - 140lb - Autohammer - 30" Drop So i l C l a s s . 5-20-22 SOIL DESCRIPTION Sampled By Drilling Co.Drilling Co. Project Project No. See Figure 2 - Geotechnical Map Intracorp Quail St 13542.001 Drilling Method 8" Sa m p l e N o . Fe e t At t i t u d e s SAMPLE TYPES: Martini Drilling Corp * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co n t e n t , % Logged By Date Drilled LFO Fe e t S (U . S . C . S . ) Lo g Ty p e o f T e s t s Gr a p h i c pc f Location Dr y D e n s i t y N This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locationsand may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may begradual. TYPE OF TESTS:-200 ALCN COCRCU % FINES PASSINGATTERBERG LIMITSCONSOLIDATIONCOLLAPSECORROSIONUNDRAINED TRIAXIAL DSEIH MDPP RV DIRECT SHEAR EXPANSION INDEXHYDROMETER MAXIMUM DENSITYPOCKET PENETROMETERR VALUE SASESG UC 40 35 30 25 20 15 0 5 10 15 20 25 30 SIEVE ANALYSISSAND EQUIVALENTSPECIFIC GRAVITYUNCONFINED COMPRESSIVESTRENGTH GEOTECHNICAL BORING LOG LB-2 5 13 22 9 14 21 71319 6 14 20 61015 4 8 9 717 21 SM SC CL CL CL SM SM SP BB-1 R-1 R-2 R-3 R-4 R-5 S-6 S-7 @Surface: 4" asphalt over 4" CLAY base Undocumented Artificial Fill (Afu) @3': Silty SAND, yellow brown, dense, predominantly fine sand,trace medium sand, trace clay, weakly laminated, moist @5': Clayey SAND, gray yellow brown, medium dense, finesand, low plasticity, moist @7': Sandy CLAY, orange brown, very stiff, fine sand, lowplasticity, trace MnO, some carbonate blebs, slightly moist @10': Sandy CLAY, reddish brown mottled gray brown, verystiff, fine sand, low plasticity, slightly moist @15': Sandy CLAY, gray brown, very stiff, fine sand, lowplasticity, abundant carbonate blebs, slightly moist @17': Changes to yellow Silty SAND in tailings @20': Silty SAND, gray mottled yellow and orange fromFe-staining, medium dense, fine sand, trace clay, friable, verymoist @25': Poorly-graded SAND, gray brown, very dense, fine sand,friable, micaceous, very moist T.D. 26.5 feet bgsGroundwater encountered at 25 feet bgs.Borehole backfilled with soil cuttings and patched withcold-patch asphalt. Hole Diameter Mo i s t u r e Ground Elevation De p t h Bl o w s El e v a t i o n Pe r 6 I n c h e s Page 1 of 1 42' BULK SAMPLE CORE SAMPLEGRAB SAMPLERING SAMPLESPLIT SPOON SAMPLETUBE SAMPLE BCGR ST LFO Hollow Stem Auger - 140lb - Autohammer - 30" Drop So i l C l a s s . 5-20-22 SOIL DESCRIPTION Sampled By Drilling Co.Drilling Co. Project Project No. See Figure 2 - Geotechnical Map Intracorp Quail St 13542.001 Drilling Method 8" Sa m p l e N o . Fe e t At t i t u d e s SAMPLE TYPES: Martini Drilling Corp * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co n t e n t , % Logged By Date Drilled LFO Fe e t S (U . S . C . S . ) Lo g Ty p e o f T e s t s Gr a p h i c pc f Location Dr y D e n s i t y N This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locationsand may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may begradual. TYPE OF TESTS:-200 ALCN COCRCU % FINES PASSINGATTERBERG LIMITSCONSOLIDATIONCOLLAPSECORROSIONUNDRAINED TRIAXIAL DSEIH MDPP RV DIRECT SHEAR EXPANSION INDEXHYDROMETER MAXIMUM DENSITYPOCKET PENETROMETERR VALUE SASESG UC 40 35 30 25 20 15 0 5 10 15 20 25 30 SIEVE ANALYSISSAND EQUIVALENTSPECIFIC GRAVITYUNCONFINED COMPRESSIVESTRENGTH GEOTECHNICAL BORING LOG LB-3 6 14 22 71115 8 13 19 71218 4 9 10 SP-SM SP-SM SP CL SP BB-1 R-1 R-2 R-3 R-4BB-2 S-5 @Surface: 4" asphalt over 5" CLAY base Undocumented Artificial Fill (Afu)Silty SAND w/ Clay, yellow brown, fine sand, low plasticity,friable, slightly moist @5': Poorly-graded SAND w/ Silt and Clay, yellow brown, dense,fine sand, low plasticity, friable, slightly moist @7': Poorly-graded SAND w/ Silt, yellow brown, medium dense,predominantly fine sand, trace medium sand, trace clay,slightly moist @10': Poorly-graded SAND, orange brown, predominantly fine tomedium sand, medium dense, micaceous, friable, slightlymoist @11': Lean CLAY, orange brown mottled gray brown, lowplasticity, trace MnO staining, moist @15': Lean CLAY, gray, very stiff, low plasticity, abundantcarbonate blebs, moist @20': Poorly-graded SAND, mustard yellow, medium dense,predominantly fine sand, friable, micaceous, moist T.D. 21.5 feet bgsNo groundwater encountered during drilling.Borehole backfilled with soil cuttings and patched withcold-patch asphalt. Hole Diameter Mo i s t u r e Ground Elevation De p t h Bl o w s El e v a t i o n Pe r 6 I n c h e s Page 1 of 1 41' BULK SAMPLE CORE SAMPLEGRAB SAMPLERING SAMPLESPLIT SPOON SAMPLETUBE SAMPLE BCGR ST LFO Hollow Stem Auger - 140lb - Autohammer - 30" Drop So i l C l a s s . 5-20-22 SOIL DESCRIPTION Sampled By Drilling Co.Drilling Co. Project Project No. See Figure 2 - Geotechnical Map Intracorp Quail St 13542.001 Drilling Method 8" Sa m p l e N o . Fe e t At t i t u d e s SAMPLE TYPES: Martini Drilling Corp * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co n t e n t , % Logged By Date Drilled LFO Fe e t S (U . S . C . S . ) Lo g Ty p e o f T e s t s Gr a p h i c pc f Location Dr y D e n s i t y N This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locationsand may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may begradual. TYPE OF TESTS:-200 ALCN COCRCU % FINES PASSINGATTERBERG LIMITSCONSOLIDATIONCOLLAPSECORROSIONUNDRAINED TRIAXIAL DSEIH MDPP RV DIRECT SHEAR EXPANSION INDEXHYDROMETER MAXIMUM DENSITYPOCKET PENETROMETERR VALUE SASESG UC 40 35 30 25 20 15 0 5 10 15 20 25 30 SIEVE ANALYSISSAND EQUIVALENTSPECIFIC GRAVITYUNCONFINED COMPRESSIVESTRENGTH GEOTECHNICAL BORING LOG LP-1 Project Number:13542.001 Test Hole Number:LP-1 Project Name:IntraCorp Quail Street Date Excavated: Earth Description:Alluvium Date Tested: Liquid Description:Tap water Depth of boring (ft):20 Tested By: BTM/LFO Radius of boring (in):4 Time Interval Standard Radius of casing (in):1 Start Time for Pre-Soak:8:21 AM Length of slotted of casing (ft):5 Start Time for Standard:8:59 AM Depth to Initial Water Depth (ft): 13 Porosity of Annulus Material, n :0.35 5 Bentonite Plug at Bottom:No Reading Time Time Interval, Δt (min.) Initial/Final Depth to Water (ft.) Initial/Final Water Height, H0/Hf (in.) Total Water Drop, Δd (in.) Infiltration Rate (in./hr.) 8:21 15.00 60.0 8:34 19.50 6.0 8:39 15.00 60.0 8:55 19.50 6.0 8:59 15.00 60.0 9:04 17.32 32.2 9:06 15.00 60.0 9:11 17.36 31.7 9:12 15.00 60.0 9:17 17.41 31.1 9:19 15.00 60.0 9:24 17.39 31.3 9:25 15.00 60.0 9:30 17.42 31.0 9:32 15.00 60.0 9:37 17.38 31.4 9:38 15.00 60.0 9:43 17.38 31.4 9:45 15.00 60.0 9:50 17.42 31.0 9:54 15.00 60.0 9:59 17.40 31.2 10:02 15.00 60.0 10:07 17.12 34.6 10:09 15.00 60.0 10:14 17.48 30.2 10:16 15.00 60.0 10:21 17.44 30.7 10:24 15.00 60.0 10:29 17.45 30.6 10:30 15.00 60.0 10:35 17.51 29.9 10:38 15.00 60.0 10:43 17.49 30.1 10:44 15.00 60.0 10:49 17.45 30.6 10:52 15.00 60.0 10:57 17.50 30.0 10:58 15.00 60.0 11:03 17.41 31.1 10:07 15.00 60.0 11:12 17.41 31.1 11:13 15.00 60.0 11:18 17.41 31.1 11:19 15.00 60.0 11:24 17.54 29.5 11:27 15.00 60.0 11:32 17.53 29.6 11:35 15.00 60.0 11:40 17.57 29.2 11:41 15.00 60.0 11:46 17.57 29.2 11:48 15.00 60.0 11:53 17.50 30.0 11:54 15.00 60.0 11:59 17.51 29.9 Measured Infiltration Rate, I (Average of Last 3 Readings) =6.07 in./hr. 20 5 30.8 6.21 19 5 30.8 6.21 18 5 30.4 6.08 17 5 30.5 6.11 12 5 29.3 5.80 11 5 29.8 5.92 10 5 25.4 4.84 9 5 28.8 5.67 8 5 29.0 5.73 7 5 28.6 5.61 6 5 28.6 5.61 5 5 29.0 5.73 4 5 28.7 5.64 3 5 28.9 5.70 2 5 28.3 5.55 1 5 27.8 5.43 18 5 28.9 5.70 17 5 30.0 5.98 16 5 29.4 5.83 15 5 29.9 5.95 14 5 30.1 6.02 13 5 29.4 5.83 P1 13 54.0 5.56 21 5.98 5.7028.9 Standard Time Interval Between Readings, mins: Field Percolation Data - Falling Head Test 20 5 28.9 5.70 P2 15 54.0 4.99 Boring Percolation Test Data Sheet 5/20/2022 5/20/2022 19 5 Infiltration Rate (I) = Discharge Volume/Surface Area of Test Section/Time Interval 22 5 30.1 6.02 5 30.0 ATTACHMENT E EDUCATIONAL MATERIALS Help Prevent Ocean 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 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. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Printed on Recycled Paper Tips for Residential Pool, Landscape and Hardscape Drains Pool Maintenance All pool water discharged to the curb, gutter or permitted pool drain from your property must meet the following water quality criteria: The residual chlorine does not exceed 0.1 mg/L (parts per million). The pH is between 6.5 and 8.5. The water is free of any unusual coloration. There is no discharge of filter media or acid cleaning wastes. Some cities have ordinances that do not allow pool water to be discharged to the storm drain. Check with your city. Landscape and Hardscape Drains The following recommendations will help reduce or prevent pollutants from your landscape and hardscape drains from entering the street, gutter or storm drain. Unlike water that enters the sewer (from sinks and toilets), water that enters a landscape or hardscape drain is not treated before entering our creeks, rivers, bays and ocean. Household Activities Do not rinse spills of materials or chemicals to any drain. Use dry cleanup methods such as applying cat litter or another absorbent material, then sweep it up and dispose of it in the trash. If the material is hazardous, dispose of it at a Household Hazardous Waste Collection Center (HHWCC). For locations, call (714) 834-6752 or visit www.oclandfills.com. Do not hose down your driveways, sidewalks or patios to your landscape or hardscape drain. Sweep up debris and dispose of it in the trash. Always pick up after your pet. Flush waste down the toilet or dispose of it in the trash. Tips for Residential Pool, Landscape and Hardscape Drains Do not store items such as cleaners, batteries, automotive fluids, paint products, TVs, or computer monitors uncovered outdoors. Take them to a HHWCC for disposal. Yard Maintenance Do not overwater. Water by hand or set automated irrigation systems to reflect seasonal water needs. Follow directions on pesticides and fertilizers (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. Cultivate your garden often to control weeds and reduce the need to use chemicals. Vehicle Maintenance Never pour oil or antifreeze down your landscape or hardscape drain. Recycle these substances at a service station, a waste collection center or used oil recycling center. For locations, contact the Used Oil Program at 1-800- CLEANUP or visit www.CLEANUP.org. Whenever possible, take your vehicle to a commercial car wash. If you do wash your vehicle at home, do not allow the washwater to go down your landscape or hardscape drain. Instead, dispose of it in the sanitary sewer (a sink or toilet) or onto an absorbent surface such as your lawn. Use a spray nozzle that will shut off the water when not in use. 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 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. 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. Modular Wetlands® Linear A Stormwater Biofiltration Solution A Forterra Company 64% REMOVAL OF TOTAL PHOSPHORUS 85% REMOVAL OF TSS 100% REMOVAL OF TRASH 45%67 % REMOVAL OF ORTHO PHOSPHORUS REMOVAL OF NITROGEN 66% REMOVAL OF DISSOLVED ZINC 38% REMOVAL OF DISSOLVED COPPER 69% REMOVAL OF TOTAL ZINC 50%REMOVALOF TOTALCOPPER 95% REMOVAL OF MOTOR OIL OVERVIEW The Modular Wetlands® Linear is the only biofiltration system to utilize patented horizontal flow, allowing for a smaller footprint, higher treatment capacity, and a wide range of adaptability. The Modular Wetlands® is also the only pre-packaged subsurface flow wetland for stormwater treatment. While most biofilters use little or no pretreatment, the Modular Wetlands Linear incorporates an advanced pretreatment chamber that includes separation and pre-filter boxes. In this chamber, sediment and hydrocarbons are removed from runoff before entering the biofiltration chamber, reducing maintenance costs and improving performance. Horizontal flow also gives the system the unique ability to adapt to the environment through a variety of configurations, bypass orientations, and diversion applications. The Urban Impact For hundreds of years, natural wetlands surrounding our shores have played an integral role as nature’s stormwater treatment system. But as cities grow and develop, our environment’s natural filtration systems are blanketed with impervious roads, rooftops, and parking lots. Bio Clean understands this loss and has spent years re-establishing nature’s presence in urban areas, and rejuvenating waterways with the Modular Wetlands Linear. *Also known as: Modular Wetlands®, Modular Wetlands® System Linear, Modwet™, or MWS Linear™. APPROVALS The Modular Wetlands® Linear has successfully met years of challenging technical reviews and testing from some of the most prestigious and demanding agencies in the nation and perhaps the world. Here is a list of some of the most high-profile approvals, certifications, and verifications from around the country. VA Washington State Department of Ecology TAPE Approved The Modular Wetlands Linear (MWS-Linear) is approved for General Use Level Designation (GULD) for Basic, Enhanced, and Phosphorus treatment at 1 gpm/ft2 loading rate. The highest performing BMP on the market for all main pollutant categories. California Water Resources Control Board, Full Capture Certification The Modular Wetlands® Linear is the first biofiltration system to receive certification as a full capture trash treatment control device. Virginia Department of Environmental Quality, Assignment The Virginia Department of Environmental Quality assigned the Modular Wetlands Linear the highest phosphorus removal rating for manufactured treatment devices to meet the new Virginia Stormwater Management Program (VSMP) regulation technical criteria. Maryland Department of the Environment, Approved ESD Granted Environmental Site Design (ESD) status for new construction, redevelopment, and retrofitting when designed in accordance with the design manual. MASTEP Evaluation The University of Massachusetts at Amherst – Water Resources Research Center issued a technical evaluation report noting removal rates up to 84% TSS, 70% total phosphorus, 68.5% total zinc, and more. Rhode Island Department of Environmental Management BMP Approval Texas Commission on Environmental Quality (TCEQ) Approval Atlanta Regional Commission Certification ADVANTAGES • FLOW CONTROL • NO DEPRESSED PLANTER AREA • AUTO DRAINDOWN MEANS NO MOSQUITO VECTOR • HORIZONTAL FLOW BIOFILTRATION • GREATER FILTER SURFACE AREA • PRETREATMENT CHAMBER • PATENTED PERIMETER VOID AREA PERFORMANCE The Modular Wetlands Linear continues to outperform other treatment methods with superior pollutant removal for TSS, heavy metals, nutrients, hydrocarbons, and bacteria. The Modular Wetlands Linear is field-tested on numerous sites across the country and is proven to effectively remove pollutants through a combination of physical, chemical, and biological filtration processes. CA OPERATIONDIAGRAMS The Modular Wetlands® Linear biofilter supports superior root penetration and plant uptake of metals and nutrients with treatment that includes both aerobic and anaerobic zones. Modular Wetlands Linear Display Unit - 4x8 Vault Type Unit 1 2 21 2 Biofiltration As water leaves the pre-filter box and enters the biofiltration chamber, it initially fills the void space at the perimeter of the biofiltration chamber. The water's horizontal force grows, pushing it inward toward the centrally located vertical drain pipe, and out to discharge. 1 Pretreatment Stormwater and other pollutants all enter the pretreatment chamber first. The larger material remains contained within the pretreatment stage as stormwater travels through the pre-filter boxes and on to the biofiltration chamber. This design enhances treatment, prevents clogging, and expedites the maintenance process. Top View Side Cutaway View Top View 3 Discharge In the final stage or discharge chamber, the flow control riser (shown in the close-up) and the orifice plate, control the flow of water through the media to a level lower than the media’s capacity. This extends the life of the media and improves performance. 4 Bypass In a side-by-side Modular Wetlands unit, the pretreatment and discharge chambers are adjacent to each other. Another unique advantage of horizontal flow. This allows unusually large flows to bypass the system to avoid flooding. 2 1 3 4 End View Outflow Inflow Pre-filter Box Vertical Underdrain 1 Pretreatment Chamber 2 Biofiltration Chamber 2 Biofiltration Chamber 3 Discharge Chamber Flow Control RiserBiofiltration Media 1 2 2 3 3 3 Perimeter Void Area End View Side Cutaway View Individual Media Filters BioMediaGREEN Pre-filter Box 1 Pretreatment Chamber 3 Discharge Chamber 1 1 Pretreatment Chamber 2 Biofiltration Chamber 3 Discharge Chamber 1 2 HORIZONTAL FLOW ADVANTAGES VOLUME-BASED DESIGNS DESIGN SUPPORT Volume control and hydromodification regulations are expanding the need to decrease the cost and size of your biofiltration system. Bio Clean will help you realize these cost savings with the Modular Wetlands Linear. Bio Clean engineers are aware of state and local regulations, and they are trained to provide you with superior support, so they can optimize a system to maximize feasibility. SIZING CHART FLOW-BASED DESIGNS The Modular Wetlands® Linear can be used in stand-alone applications to meet treatment flow requirements, and since it is the only biofiltration system that can accept inflow pipes several feet below the surface, it can be used in decentralized design applications as well as large central end-of-the-line applications. ADVANTAGES • BUILT-IN ORIFICE CONTROL STRUCTURE • WORKS WITH DEEP INSTALLATIONS • LOWER COST THAN FLOW-BASED DESIGN • MEETS LID REQUIREMENTS URBANPONDTM PRESTORAGE In the example above, the Modular Wetlands Linear is installed downstream of the UrbanPond storage system. The Modular Wetlands Linear is designed for the water quality volume and will treat and discharge the required volume within local draindown time requirements. The Modular Wetlands Linear’s unique horizontal flow design, gives it benefits no other biofilter has - the ability to be placed downstream of detention ponds, extended dry detention basins, underground storage systems and permeable paver reservoirs. The system’s horizontal flow configuration and built-in orifice control allows it to be installed with just 6” of fall between inlet and outlet pipe for a simple connection to projects with shallow downstream tie-in points. UrbanPond Detention System Model #Dimensions WetlandMEDIA Surface Area (sq.ft.)Treatment Flow Rate (cfs) TIER 1: EXPRESS MODELS Express model options give our customers an opportunity to benefit from optimal lead times, pricing, and the industry's leading MTD. MWS-L-4-8 4'x8'50 0.115 MWS-L-8-8 8'x8'100 0.230 TIER 2: PREFERRED MODELS Preferred model sizes give our customers a dependable selection with favorable lead times and dependable pricing. MWS-L-4-4 4'x4'23 0.052 MWS-L-4-6 4'x6'32 0.073 MWS-L-4-8 4'x8'50 0.115 MWS-L-8-8 8'x8'100 0.230 MWS-L-8-12 8'x12'151 0.346 MWS-L-8-16 8'x16'201 0.462 MWS-L-8-20 8'x20'252 0.577 MWS-L-8-24 8'x24'302 0.693 TIER 3: CUSTOM Custom sizes and applications are always available upon project review, but they may include supplemental lead times and pricing. APPLICATIONS The Modular Wetlands® Linear has been successfully used on numerous new construction and retrofit projects. The system’s superior versatility makes it beneficial for a wide range of stormwater and waste water applications. INDUSTRIALThe Modular Wetlands has helped various sites meet difficult EPA-mandated effluent limits for dissolved metals and other pollutants. RESIDENTIAL Low to high density developments can benefit from the versatile design of the Modular Wetlands. The system can be used in both decentralized LID design and cost-effective end-of-the-line configurations. STREETSThe Modular Wetlands is extremely space efficient, and adept to meeting special constraints of existing utilities on retrofit projects. PARKING LOTS Parking lots are designed to maximize space and the Modular Wetlands’ 4 ft. standard planter width allows for easy integration into parking lot islands and other landscape medians. COMMERCIALCompared to bioretention systems, the Modular Wetlands can treat far more area in less space, meeting treatment and volume control requirements. More applications include: • Agriculture • Reuse • Low Impact Development • Waste Water • Mixed Use CONFIGURATIONS The Modular Wetlands® Linear is the preferred biofiltration system of civil engineers across the country due to its versatile design. This highly versatile system has available “pipe-in” options on most models, along with built- in curb or grated inlets for simple integration into your storm drain design. ORIENTATIONS CURB TYPE The Curb Type configuration accepts sheet flow through a curb opening and is commonly used along roadways and parking lots. It can be used in sump or flow- by conditions. Length of curb opening varies based on model and size. GRATE TYPE The Grate Type configuration offers the same features and benefits as the Curb Type but with a grated/drop inlet above the system's pretreatment chamber. It has the added benefit of allowing pedestrian access over the inlet. The Grate Type can also be used in scenarios where runoff needs to be intercepted on both sides of landscape islands. VAULT TYPE Modular Wetlands® can be used in end-of-the-line installations. This greatly improves feasibility over typical decentralized designs that are required with other biofiltration/bioretention systems. Another benefit of the “pipe-in” design is the ability to install the system downstream of underground detention systems to meet water quality volume requirements, or for traffic-rated designs (no plants). DOWNSPOUT TYPE The Downspout Type is a variation of the Vault Type and is designed to accept a vertical downspout pipe from rooftop and podium areas. Some models have the option of utilizing an internal bypass, simplifying the overall design. The system can be installed as a raised planter, and the exterior can be stuccoed or covered with other finishes to match the look of adjacent buildings. Side-by-Side (Internal Bypass) The Side-by-Side orientation places the pretreatment and discharge chamber adjacent to one another with the biofiltration chamber running parallel on either side. End-to-End The End-To-End orientation places the pretreatment and discharge chambers on opposite ends of the biofiltration chamber, therefore minimizing the width of the system to 5 ft. (outside dimension). Dvert Low-Flow Diversion A simple diversion trough can be installed in existing or new curb and grate inlets to divert the first flush to the Modular Wetlands Linear, and then back to the catch basin outlet. External Diversion Weir StructureThis traditional offline diversion method can be used with the Modular Wetlands® Linear in scenarios where runoff is being piped to the system. DVERT Trough PLANT SELECTION Abundant plants, trees, and grasses bring value and an aesthetic benefit to any urban setting, but those in the Modular Wetlands® System Linear do even more - they increase pollutant removal. What’s not seen, but very important, is that below grade, the stormwater runoff/flow is being subjected to nature’s secret weapon: a dynamic physical, chemical, and biological process working to break down and remove non-point source pollutants. The flow rate is controlled in the Modular Wetlands®, giving the plants more contact time so that pollutants are more successfully decomposed, volatilized, and incorporated into the biomass of the Modular Wetlands’® micro/macro flora and fauna. A wide range of plants are suitable for use in the Modular Wetlands®, but selections vary by location and climate. View suitable plants by visiting biocleanenvironmental.com/plants. INSTALLATION MAINTENANCE The Modular Wetlands® is simple, easy to install, and has a space-efficient design that offers lower excavation and installation costs compared to traditional tree-box type systems. The structure of the system resembles precast catch basin or utility vaults and is installed in a similar fashion. The system is delivered fully assembled for quick installation. Generally, the structure can be unloaded and set in place in 15 minutes. Our experienced team of field technicians is available to supervise installations and provide technical support. Reduce your maintenance costs, man hours, and materials with the Modular Wetlands®. Unlike other biofiltration systems that provide no pretreatment, the Modular Wetlands® is a self-contained treatment train which incorporates simple and effective pretreatment. Maintenance requirements for the biofilter itself are almost completely eliminated, as the pretreatment chamber removes and isolates trash, sediments, and hydrocarbons. What’s left is the simple maintenance of an easily accessible pretreatment chamber that can be cleaned by hand or with a standard vac truck. Only periodic replacement of low-cost media in the pre-filter cartridges is required for long-term operation, and there is absolutely no need to replace expensive biofiltration media. A Forterra Company 0830_2021 398 Via El Centro Oceanside, CA 92058 855.566.3938 stormwater@forterrabp.com biocleanenvironmental.com Modular Connector Pipe Screen A Stormwater Trash Capture Solution A Forterra Company OVERVIEW The Bio Clean Modular Connector Pipe Screen (MCPS) is designed to utilize existing catch basins, allowing them to efficiently capture 100% of trash and debris. This device meets the Full Trash Capture requirements pioneered in California and is approved by the California state and regional boards. MCPS technology can be retrofitted into any curb or drop inlet to help municipalities meet current stormwater regulations and comply with their NPDES or MS4 permit. MCPS devices can be used for new site developments as the first line of defense to prevent trash and debris from reaching downstream stormwater BMPs where they can cause clogging and unnecessary maintenance burdens. Constructed from 100% 304 perforated stainless steel, the system is feasible, effective, and built to last. An innovative curved design with multiple cross supports ensures the device can withstand several hundred pounds of pressure, far exceeding the 60-plus pound requirement by the County of Los Angeles. Its modular design makes it easy to insert through a 24-inch diameter manhole and assemble inside the basin within minutes. The center piece comes in different lengths allowing it to be used with outlet pipe sizes up to 48 inches or greater. For catch basins with pipes exiting in the corner, the system can easily be adapted to an ‘L’ shape using a single corner piece and a single center piece. ADVANTAGES • MEETS 100% FULL TRASH CAPTURE REQUIREMENTS OF THE CALIFORNIA STATE AND REGIONAL WATER BOARDS • 100% STAINLESS STEEL CONSTRUCTION UTILIZING ONLY PERFORATED METAL CONSTRUCTION • MODULAR DESIGN ALLOWS IT TO BE ADAPTED TO ANY PIPE SIZE AND QUICKLY ASSEMBLED INSIDE THE CATCH BASIN • ROUND DESIGN WITH CROSS SUPPORTS WITHSTANDS SEVERAL HUNDRED POUNDS OF WATER PRESSURE, FAR EXCEEDING ALL OTHER DEVICES. OPERATION SPECIFICATIONS ASSEMBLY WIDTH (in.) LENGTH OF CENTER PIECE (in.) UNIT HEIGHT (in.) PIPE SIZE (in.) 24n/a1818 3062424 36123030 42183636 48244242 60304848 Treated flows enter the basin and are passed through the MCPS which retains all trash and debris down to 5 mms in size. High flows are allowed to bypass over the top of the MCPS during intense storm events. INSTALLATION MAINTENANCE The modular design of the system makes installation fast and easy. Rounded end pieces and center sections fit through any standard manhole. The system is assembled using self-tapping screws and concrete drive pins. The MCPS makes any catch basin a Full Trash Capture device. Maintenance of the catch basin can be performed using a standard vacuum truck or removed by hand. The center piece can be easily removed to allow access to the outlet pipe for jetting and other activities. A Forterra Company 122018R1A 5796 Armada Drive Suite 250 Carlsbad, CA 92008 855.566.3938 stormwater@forterrabp.com biocleanenvironmental.com ATTACHMENT C ORANGE COUNTY RAINFALL ZONES MAP WQMP Operation & Maintenance (O&M) Plan Prepared for: 1401 Quail Street Newport Beach, CA 92660 Legal Project Description: REAL PROPERTY IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL 1 OF PARCEL MAP NO. 341, AS PER MAP FILED IN BOOK 44, PAGE 38 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. EXCEPT THE FULL RIGHTS TO ALL MINERALS, PETROLEUM, GAS AND OTHER HYDROCARBON SUBSTANCES EXISTING BELOW 500 FEET FROM THE SURFACE OF SAID REAL PROPERTY DESCRIBED ABOVE, PROVIDED, HOWEVER, THAT GRANTOR HEREBY EXPRESSLY WAIVES THE RIGHT TO ENTER UPON THE SURFACE OF SAID REAL PROPERTY FOR THE PURPOSE OF EXPLORING FOR, OR PRODUCING THE MINERALS, PETROLEUM, GAS AND OTHER HYDROCARBON SUBSTANCES SO RESERVED, AS RESERVED IN THE DEED RECORDED AUGUST 22, 1973 IN BOOK 10863, PAGE 782 OF OFFICIAL RECORDS. APN: 427-332-04 BMP INSPECTION & MAINTENANCE RESPONSIBILITY MATRIX BMP Inspection/Maintenance Activities Minimum Frequency Responsible Party NON-STRUCTURAL SOURCE CONTROL BMPs N1 Education for Property Owners, Tenants and Occupants Educational materials will be provided to tenants annually. Tenants will be provided these materials by the Owner prior to occupancy and periodically thereafter prior to building occupancy and annually and annually thereafter. Materials are included in the Project WQMP. Owner N2 Activity Restrictions The Owner will prescribe activity restrictions to protect surface water quality, through lease terms or other equally effective measure, for the property. Restrictions include, but are not limited to, prohibiting vehicle maintenance or vehicle washing. Continuous Owner N3 Common Area Landscape Management Maintenance shall be consistent with City requirements. Fertilizer and/or pesticide usage shall be consistent with County Management Guidelines for Use of Fertilizers (OC DAMP Section 5.5) as well as local requirements. Maintenance includes mowing, weeding, and debris removal on a weekly basis. Trimming, replanting, and replacement of mulch shall be performed on an as- needed basis to prevent exposure of erodible surfaces. Trimmings, clippings, and other landscape wastes shall be properly disposed of in accordance with local regulations. Materials temporarily stockpiled during maintenance activities shall be placed away from water courses and storm drain inlets. Monthly Owner BMP INSPECTION & MAINTENANCE RESPONSIBILITY MATRIX BMP Inspection/Maintenance Activities Minimum Frequency Responsible Party N4 BMP Maintenance The following BMPs and practices shall be employed and regularly maintained: Site Design BMPs: - SD-10 Site Design & Landscape Planning. - SD-12 Efficient Irrigation. - SD-13 Storm Drain Signage. - SD-32 Trash Storage Areas. Source Control BMPs: - SC-10 Non-Stormwater Discharges. - SC-44 Drainage System Maintenance. Varies by BMP Owner N11 Common Area Litter Control Litter patrol and other litter control activities shall be performed on a weekly basis and in conjunction with routine maintenance activities. Weekly Owner N15 Street Sweeping Drive aisles & parking areas must be swept at least quarterly (every 3 months), including prior to the start of the rainy season (October 1). Quarterly Owner N14 Common Area Catch Basin Inspection Catch basin inlets and other drainage facilities shall be inspected after each storm event and once per year. Inlets and other facilities shall be cleaned prior to the rainy season, by October 1 each year. Annually Owner STRUCTURAL SOURCE CONTROL BMPs S1 Storm Drain Stenciling and Signage Storm drain stencils shall be inspected for legibility, at minimum, once prior to the storm season, no later than October 1 each year. Those determined to be illegible will be re- stencilled as soon as possible. Annually Owner BMP OPERATION & MAINTENANCE LOG Today’s Date: Name of Person Performing Activity (Printed): Signature: BMP Name (As Shown in O&M Plan) Brief Description of Implementation, Maintenance, and Inspection Activity Performed TRAINING / EDUCATIONAL LOG Date of Training/Educational Activity: Name of Person Performing Activity (Printed): Signature: Topic of Training/Educational Activity: Name of Participant Signature of Participant For newsletter or mailer educational activities, please include the following information: ▪ Date of mailing ▪ Number distributed ▪ Method of distribution ▪ Topics addressed If a newsletter article was distributed, please include a copy of it.