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Home My WebLink AboutPA2023-0040_20230427_PWQMP-Report_2023-04-25Preliminary 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: 04-25-2023 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 BMPs, locations as shown on WQMP plan in Attachment C, will treat runoff for the entire site. A private round-a- bout alley 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 10,332sq ft 13.9% 63,880sq ft 86.1% 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 Parking and an entrance/exit street will exist. 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. DMA-A will include the entirety of the building along with the adjacent areas between the building and the right-of- way/property line on the north, west, and east side of the building. DMA-B will be the area south of the building, which includes the entire round-a-bout access street and the area leading to the main entry of the building. DMA-A will utilize Biotreatment BMPs in the form of Bioretention Planters with Permavoid Boxes in lieu of gravel and underdrain to treat/retain its required DCV of 2,644 ft3. The reason Permavoid Boxes will be used instead of gravel is because Permavoid Boxes have a 95% porosity rate compared to the 40% porosity of gravel. This allows a much greater volume of retainment with a smaller footprint. Another reason is Permavoid Boxes allows for runoff to be used as a means of irrigation for the planter box. Permavoid Boxes will infiltrate runoff upwards via capillary rise through the engineered soil media and then be used to irrigate the landscaped area of the planter box. In regards to drainage, the majority of the DMA’s runoff will be collected through roof drains. Runoff will be discharged directly on top of the Planter Boxes via roof downspout drains. Runoff will be bio-treated as it infiltrates through the engineered soil media of the planter boxes and then the runoff will be retained within the Permavoid structures/soil media/ponding. As the planter boxes are filled and the required DCV is treated/retained, runoff will be captured by an overflow inlet located at the top of ponding of the planter boxes. Runoff will then be ultimately discharged to Quail Street and Spruce Avenue via parkway culverts. DMA-B will utilize a Harvest and Use BMP by using Permavoid Boxes for its required DCV of 1,066 ft3. Unlike DMA-A, runoff will discharge directly underground to the Permavoid Boxes. This means runoff will not be bio-treated by an engineered soil media before being retained. The retained runoff will be used for irrigation purposes however. The runoff of DMA-B will sheet flow to catch basins located on the south side of the proposed round-a-bout access street. The catch basins will have Flogard Filter Inserts installed to pre-treat the runoff before entering the storm drain system. The storm drain system will then direct the runoff to the bottom of a Permavoid Boxes located at the south side of the building. The entirety of the DCV will be captured and retained within the Permavoid Boxes. Runoff will infiltrate upwards via capillary rise through the engineered soil media and then be used to irrigate the landscaped area above the Permavoid Boxes. During large storm events where the Permavoid Boxes are fully saturated and the required DCV is retained, runoff will be discharged to a parkway culvert that discharges to Spruce Avenue. The landscaped areas above the Permavoid boxes will also have supplemental irrigation provided for both cases of DMA-A and DMA-B. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 8 II.5 Property Ownership/Management The project site is owned by Intracorp SW, LLC. The project site is to be developed into a Podium structure with retail units and condominium units. 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 9 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 Condominium Complex Zoning Planned Community – PC11 Newport Place Acreage 1.71 acres Predominant Soil Type Soil Type D III.2 Site Characteristics Precipitation Zone 0.75-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 was encountered at ~25 feet, therefor infiltration is not recommended. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 10 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): Benthic Community Effects, DDT, Indicator Bacteria, Malathion, Nutrients, Sedimentation/Siltation, Selenium, Toxaphene, Toxicity Newport Bay, Upper (Ecological Reserve): Chlordane, Copper, DDT, Indicator Bacteria, Malathion, Nutrients, PCBs (Polychlorinated biphenyls), Sedimentation/Siltation, and Toxicity. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section II Page 11 Lower Newport Bay: Chlordane, Copper, DDT, Indicator Bacteria, Nutrients, PCBs, Toxicity. Applicable TMDLs San Diego Creek (Reach 1): 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 12 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 13 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. See section II.3 of the report for more information. 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 14 DMA A: Imp = 89.1% d = 0.75 inches A = 1.19acres DCV = (0.75 x 0.891+0.15) x 0.75 inches x 1.19ac x 43560 sf/ac x 1/12 in/ft = 2,644 ft3 DMA B: Imp = 81.0% d = 0.75 inches A = 0.52 acres DCV = (0.75 x 0.810 +0.15) x 0.75 inches x 0.52 ac x 43560 sf/ac x 1/12 in/ft = 1,066 ft3 Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 15 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 Permavoid Planter Boxes. The Permavoid Planter Boxes 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 Permavoid Planter Box BMP’s. 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 16 IV.3 LID BMP SELECTION AND PROJECT CONFORMANCE ANALYSIS . IV.3.1 Hydrologic Source Controls HSC’s are not utilized for this project. Runoff will be treated by Harvest and Use BMPs and Bio- treatment BMPs. 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 17 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 18 IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs Name Included? All HSCs; See Section IV.3.1 Surface-based infiltration BMPs Biotreatment BMPs Above-ground cisterns and basins Underground detention Other: Permavoid Boxes 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. DMA-B will utilize Permavoid Boxes as a Rainwater Harvest and Use BMP. Runoff of DMA-B will be collected via catch basins that have Flogard Filters installed as a pre-treatment method. Runoff will then flow through the storm drain system directly to the underground Permavoid Boxes. The entirety of DMA-B’s DCV will be retained within the Permavoid Boxes which have a porosity of 95%. Once the required DCV is retained, the runoff will infiltrate upwards through via capillary rise and then be used to irrigate the plants/landscaping area above the Permavoid Boxes. During large storm events where the Permavoid Boxes are fully saturated and the required DCV is retained, runoff will be discharged to a parkway culvert that discharges to Spruce Avenue. This discharge method will be designed to handle a 100-year storm event. See attachment B for BMP Calculations and fact sheets. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 19 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: Bioretention Planters with Permavoid Boxes 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. DMA-A will utilize Biotreatment BMPs in the form of Bioretention Planters with Permavoid Boxes in lieu of gravel and underdrain. The reason DMA-A’s BMP is considered biotreatment is because runoff will discharge directly on top of the planter boxes, where it will then be bio- treated by the engineered soil media. A Permavoid Planter Box effectively operates the same as a bioretention planter with underdrain without the need for gravel and an underdrain pipe. Runoff will discharge directly on top of the planter box via roof drain downspouts. Runoff will then infiltrate downwards and be treated by the engineered soil media. Below the engineered soil media will be the Permavoid Boxes, which retain the treated runoff as if it were the gravel of a bioretention basin. Once the Planter Box is at capacity, meaning the ponding, soil media, and Permavoid Boxes are fully saturated with stormwater, runoff will be collected by an overflow inlet at the top of Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 20 ponding. The overflow inlet will discharge the runoff through an outlet pipe and then to a parkway culvert where runoff ultimately ends in either Spruce Avenue or Quail Street. See attachment B for BMP Calculations and fact sheets. Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section IV Page 21 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 22 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 23 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 24 IV.4.2 Alternative Compliance Plan Information Not Applicable Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 25 Section V Inspection/Maintenance Responsibility for BMPs BMP Inspection/Maintenance BMP Responsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Permavoid Planter Areas Owner -Inspect semiannually for beginning (October) and end of the wet season (April) Ongoing 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. Restrictions include, but are not limited to, prohibiting vehicle maintenance or vehicle washing. Ongoing Common Area Landscape Management Owner Maintenance shall be consistent with City requirements. Fertilizer and/or pesticide usage shall be consistent with County Management Guidelines Monthly Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 26 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. 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 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 Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section V Page 27 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 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. Twice per year Preliminary Water Quality Management Plan (PWQMP) 1401 Quail Street Intracorp SW, LLC Section VII Page 28 Section VI Site Plan and Drainage Plan VI.1 SITE PLAN AND DRAINAGE PLAN • Refer to Attachment A ATTACHMENT A BMP SITE PLAN SPRUCE AVENUE QU A I L S T R E E T SD SD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SD SD SD SD SD VA N AC C E S S I B L E TRASH STAGING 10'X12' TRANS. PAD 10'X12' TRANS. PAD 16755 Von Karman Ave, Suite 150, Irvine, CA 92606 | 949.474.2330 | adams-streeter.com ATTACHMENT B BMP CALCULATIONS TECHNICAL GUIDANCE DOCUMENT APPENDICES III-16 December 20, 2013 Worksheet B: Simple Design Capture Volume Sizing Method Step 1: Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure III.1, d (inches) d= inches 2 Enter the effect of provided HSCs, dHSC (inches) (Worksheet A) dHSC= inches 3 Calculate the remainder of the design capture storm depth, dremainder (inches) (Line 1 – Line 2) dremainder= inches Step 2: Calculate the DCV 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 runoff volume, Vdesign= (C x dremainder x A x 43560 x (1/12)) Vdesign= cu-ft Step 3: Design BMPs to ensure full retention of the DCV Step 3a: Determine design infiltration rate 1 Enter measured infiltration rate, Kobserved1 (in/hr) (Appendix VII) Kobserved= In/hr 2 Enter combined safety factor from Worksheet H, Stotal (unitless) Stotal= 3 Calculate design infiltration rate, Kdesign = Kobserved / Stotal Kdesign= In/hr Step 3b: Determine minimum BMP footprint 4 Enter drawdown time, T (max 48 hours) T= Hours 5 Calculate max retention depth that can be drawn down within the drawdown time (feet), Dmax = Kdesign x T x (1/12) Dmax= feet 6 Calculate minimum area required for BMP (sq-ft), Amin = Vdesign/ dmax Amin= sq-ft 1Kobserved is the vertical infiltration measured in the field, before applying a factor of safety. If field testing measures a rate that is different than the vertical infiltration rate (for example, three-dimensional borehole percolation rate), then this rate must be adjusted by an acceptable method (for example, Porchet method) to yield the field estimate of vertical infiltration rate, Kobserved. See Appendix VII. TECHNICAL GUIDANCE DOCUMENT APPENDICES III-16 December 20, 2013 Worksheet B: Simple Design Capture Volume Sizing Method Step 1: Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure III.1, d (inches) d= inches 2 Enter the effect of provided HSCs, dHSC (inches) (Worksheet A) dHSC= inches 3 Calculate the remainder of the design capture storm depth, dremainder (inches) (Line 1 – Line 2) dremainder= inches Step 2: Calculate the DCV 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 runoff volume, Vdesign= (C x dremainder x A x 43560 x (1/12)) Vdesign= cu-ft Step 3: Design BMPs to ensure full retention of the DCV Step 3a: Determine design infiltration rate 1 Enter measured infiltration rate, Kobserved1 (in/hr) (Appendix VII) Kobserved= In/hr 2 Enter combined safety factor from Worksheet H, Stotal (unitless) Stotal= 3 Calculate design infiltration rate, Kdesign = Kobserved / Stotal Kdesign= In/hr Step 3b: Determine minimum BMP footprint 4 Enter drawdown time, T (max 48 hours) T= Hours 5 Calculate max retention depth that can be drawn down within the drawdown time (feet), Dmax = Kdesign x T x (1/12) Dmax= feet 6 Calculate minimum area required for BMP (sq-ft), Amin = Vdesign/ dmax Amin= sq-ft 1Kobserved is the vertical infiltration measured in the field, before applying a factor of safety. If field testing measures a rate that is different than the vertical infiltration rate (for example, three-dimensional borehole percolation rate), then this rate must be adjusted by an acceptable method (for example, Porchet method) to yield the field estimate of vertical infiltration rate, Kobserved. See Appendix VII. PV323388 Date: Quail St. Project, Newport CA ECD:0 0 0.75 inches Dr a i n a g e Ar e a Im p e r v i o u s Ar e a Ca t c h m e n t Ar e a De s i g n Ca p t u r e V o l . Re q u i r e d Pl a n t e r A r e a Ca p t u r e & Us e V o l u m e Bi o f i l t r a t i o n Vo l u m e Mi n i m u m Pl a n t F a c t o r So i l De p t h Po n d i n g De p t h Pl a n t e r D e p t h (I n t e r i o r ) At Ai Acat Vcap Ap Vcu Vbf PF Dsoil Dpond Dip (ft²)(%)(ft²)(ft³)(ft²)(ft³)(ft³)---(in.)(in.)(in.) 51,836 89.1%42,132 2633 1,989 1,860 1,160 0.44 18.0 2.0 35.0 150x2 1,468 1,468 332 7,340 245 121.6 22,651 81.0%16,943 1,059 1,133 1,059 0 0.44 18.0 N/A 30.0 150x2 836 836 190 4,180 140 69.2 74,487 ---59,075 3,692 3,122 2,919 1,160 ---------------0 0 2,304 0 0 2,304 522 11,520 385 190.8 Permavoid Los Angeles LID Table 1.1 REF: 00PV323388c4846G Permavoid Planter Soil Requirements (non-traffic loading): ∙ 75% (+/- 5%) by weight shall consist of sand meeting the following: - For soil depths of 6 to 12 inches, average particle size shall be 500mm (0.020 in.) - For soil depths of 12 to 24 inches, average particle size shall be 300mm (0.012 in.) ∙ Soils shall have a uniformity coefficient of 4.0 or less. ∙ Soils shall have less than 10% fines (passing 200 sieve) by weight. ∙ Soils used for biofiltration shall meet "Attachment H. Biofiltration / Biofiltration Design Criteria " as provided by the California Regional Water Quality Control Board. Total Los Angeles Low Impact Development BMP Design & Material Summary Project Number: 4/24/2023 Street Address: 85th Rainfall Depth: Material Summary System Type 85s 85HD PV150 36/90 36/60+ 24/30 23/160T Pairs Design Summary Permavoid Units (Quantity) Capillary Cones (Quantity) Wi c k i n g G e o t e x . (R o l l - f t ) Ti e Co n n e c t o r s Sh e a r Co n n e c t o r s CU-2 Es t . S o i l V o l u m e (C Y ) LI D B M P ID - # CUB-1 Quail St. Project, Newport CA Date: PV323388 CUB 1 Acat 42,132 ft²Ap D85 0.0625 ft Vcu Dsoil 18.0 in.Vbf Wa 0%%PF Dpond 2.0 in.Dip Ksat 5.0 in/hr SF 2.0 ft³# Tf 2.0 hrs PV-150 # 150x2 11.8 in.23/160 T # Vpv 95 %Cap. Tex.# ETo7 21.7 in.By Others # IE 0.85 Calculate the Design Capture Volume (Vcap): Vcap =D85 ∙ Acat Vcap =0.0625ft ∙ 42132.3ft² #Vcap =2633.3 ft³ Calculate the Permavoid Capture & Use Depth (Dcu): Dcu =(150x2 ∙ Vpv) + (Dsoil ∙ Wa) Dcu =(11.8in. ∙ 95%) + (18in. ∙ 0%) #Dcu =11.22 in. = 0.935 ft #Calculate the Planter Area (Ap): #Ap =1989.1 ft² Calculate the Capture & Use Volume (Vcu): Vcu =Ap ∙ Dcu Vcu =1989.1 ft² ∙ 0.935ft #Vcu =1859.7 ft³ Calculate the Biofiltration Volume (Vbf): Vbf =1.5 ∙ (Vcap - Vcu) Vbf =1.5 ∙ (2633.3 ft³ - 1859.7 ft³) #Vbf =1160.3 ft³ Calculate the Minimum Area Required (Amin): Amin =Vbf / [Tf ∙ (Ksat/SF) + Dpond] Amin =1160.3 ft³ / {[2hrs ∙ (5.0in/hr / 2) + 2in.] / 12ipf} #Amin =1989.1 ft² Check the Planter Area (Ap) vs. the Minimum Area Required (Amin): Ap vs.Amin 1989.1 ft² vs.1989.1 ft² 1989.1 ft² = 1989.1 ft² Ap = Amin ✓ - CHECKED Calculate the Minimum Required Plant Factor (PF): PF =(Vcu ∙ IE) / (ETo7 ∙ Ap) PF =(1859.7 ft³ ∙ 0.85) / [(21.7in. / 12ipf) ∙ 1989.1 ft²] #PF =0.44 Calculate the 7-Month Estimated Total Water Use (ETWU-7): ETWU-7 =(ETo7 ∙ PF ∙ Ap) / IE ETWU-7 =[(21.7in. / 12ipf) ∙ 0.44 ∙ 1989.1 ft²] / 0.85 #ETWU-7 =1859.7 ft³ Check the Capture & Use Volume (Vcu) vs. the 7-Month Estimated Total Water Usage (ETWU-7): Vcu vs.ETWU-7 1859.7 ft³ vs.1859.7 ft³ #1859.7 ft³ = 1859.7 ft³ Vcu = ETWU-7 ✓ - CHECKED Los Angeles Low Impact Development Capture & Use / Biofiltration Planter Design Calculations Project Name: 4/24/2023 Project Number: Planter ID Number:Design Summary 1859.7 ft³ 1160.3 ft³ 35 in. Catchment Area:Planter Area:1989.1 ft² 85th Percentile Storm Depth:Capture & Use Volume: Soil Depth: 0.44 Biofiltration Volume: Plant Factor (min.): Internal Planter Depth: Material Requirements Permavoid Units:1468 Units 1468 Pairs 7-Month Reference Evapotranspiration: Permavoid Irrigation Efficiency: Soil Available Water: Ponding Depth: Soil Saturated Infiltration Rate: Safety Factor: Time To Fill: Permavoid System Depth: Permavoid Voids: Capillary Cones: Wicking Geotextile Length:232 - 332 ft Planting Media:121.6 CY *NOTES: Quantities are for estimation only. Fluctuations in material quatities will occur based on the precise configuration. Contact ABT-Permavoid for planting media recommendations based on soil depth. Quail St. Project, Newport CA Date: PV323388 CU 2 Acat 16,943 ft²Ap D85 0.0625 ft Vcu Dsoil 18.0 in.Vbf Wa 0%%PF Dpond 0.0 Allowed Dip Ksat N/A SF 2.0 ft³# Tf 2.0 PV-150 # 150x2 11.8 in.23/160 T # Vpv 95 %Cap. Tex.# ETo7 21.7 in.By Others # IE 0.85 Calculate the Design Capture Volume (Vcap): Vcap =D85 ∙ Acat Vcap =0.0625ft ∙ 16942.9ft² #Vcap =1058.9 ft³ Calculate the Permavoid Capture & Use Depth (Dcu): Dcu =(150x2 ∙ Vpv) + (Dsoil ∙ Wa) Dcu =(11.8in. ∙ 95%) + (18in. ∙ 0%) #Dcu =11.22 in. = 0.935 ft Calculate the Planter Area (Ap): #Ap =1132.6 ft² Calculate the Capture & Use Volume (Vcu): Vcu =Ap ∙ Dcu Vcu =1132.6 ft² ∙ 0.935ft #Vcu =1058.9 ft³ 0 # Calculate the Minimum Required Plant Factor (PF): PF =(Vcu ∙ IE) / (ETo7 ∙ Ap) PF =(1058.9 ft³ ∙ 0.85) / [(21.7in. / 12ipf) ∙ 1132.6 ft²] #PF =0.44 Calculate the 7-Month Estimated Total Water Use (ETWU-7): ETWU-7 =(ETo7 ∙ PF ∙ Ap) / IE ETWU-7 =[(21.7in. / 12ipf) ∙ 0.44 ∙ 1132.6 ft²] / 0.85 #ETWU-7 =1058.9 ft³ Check the Capture & Use Volume (Vcu) vs. the 7-Month Estimated Total Water Usage (ETWU-7): Vcu vs.ETWU-7 1058.9 ft³ vs.1058.9 ft³ #1058.9 ft³ = 1058.9 ft³ Vcu = ETWU-7 ✓ - CHECKED Los Angeles Low Impact Development Capture & Use / Biofiltration Planter Design Calculations Project Name: 4/24/2023 Project Number: Planter ID Number:Design Summary 1058.9 ft³ N/A 30 in. Catchment Area:Planter Area:1132.6 ft² 85th Percentile Storm Depth:Capture & Use Volume: Soil Depth: 0.44 Biofiltration Volume: Plant Factor (min.): Internal Planter Depth: Material Requirements Permavoid Units:836 Units 836 Pairs 7-Month Reference Evapotranspiration: Permavoid Irrigation Efficiency: Soil Available Water: Ponding Depth: Soil Saturated Infiltration Rate: Safety Factor: Time To Fill: Permavoid System Depth: Permavoid Voids: Capillary Cones: Wicking Geotextile Length:134 - 189 ft Planting Media:69.2 CY *NOTES: Quantities are for estimation only. Fluctuations in material quatities will occur based on the precise configuration. Contact ABT-Permavoid for planting media recommendations based on soil depth. ABT Permavoid is a multi-functional stormwater management & water conservation system that mimics the natural water cycle and can save up to 30% on overall site drainage costs. Since its introduction ABT Permavoid has revolutionized the way about which stormwater is thought. Its unique capabilities allow even the most challenging developed sites to behave like their natural pre-development counterparts. Whether returned to the community water cycle through infiltration or utilized locally through capillary irrigation, ABT Permavoid promotes the most natural, environmentally friendly methods of managing water. It is the clear choice on sites both large and small when designing sustainable, resilient landscapes that enhance neighborhood aesthetics, mitigate flood risks and during periods of drought, conserve our most precious resource. RETENTION / DETENTION PERMEABLE INFILTRATION STRUCTURAL SUBBASE WATER CONVEYANCE CAPILLARY IRRIGATION Modular units with 95% void ratio interlock with patented lateral connectors to create a monolithic stormwater management system eliminating the need for end of line ponds and tanks. The ultra-shallow profile promotes stormwater infiltration over the largest area possible, including under traditional pavements like asphalt and concrete removing the added costs of permeable paving. The ultra-high strength (104 psi yield) safely and reliably transfers traffic loads to subgrade soils replacing large volumes of hauled subbase stone. Stormwater is efficiently transported to discharge locations or landscaped areas for natural reuse eliminating drainage and irrigation pipes. Patented wicking cones employ capillary action to bring stormwater directly to the root zone of landscaped areas while keeping it away from evaporative heat and sunlight for up to 60% savings vs traditional sprinkler irrigation. WHICH SIDE ARE YOU ON? BEFORE AFTER WATER IS OUR MOST PRECIOUS RESOURCE: 1218 THE FOUNDATION FOR OUR FUTUREWWW.ABTDRAINS.COM PH: (800) 438 - 6057 PERMAVOID INLET DETAIL - PVIOC-109 Permavoid Planter at Surface InletRoof Drain Leader Scour Prevention Stones / Mat Per Plans Planter Housing Per Plans Membrane Liner (30 mil HDPE or LLDPE or Approved) Permavoid Irrigation - (See Permavoid Planter Details) Roof Drain / Planter Inlet Per Plans 0719 Dsoil 12.0" Dpond Freeboard Dip THE FOUNDATION FOR OUR FUTUREWWW.ABTDRAINS.COM PH: (800) 438 - 6057 PERMAVOID INLET DETAIL - PVIOC-101 SLOPE SLOPE Catch Basin and/or Yard Drain Permavoid Planter at Pipe Inlet NOTES: 1. All direct pipe connections to Permavoid systems shall have pre-treatment measures to prevent sedimentation such as ABT FirstFlush or approved alternates. 2. Water fed through direct pipe connections to Permavoid is not eligible for biofiltration. Permavoid Irrigation - (See Permavoid Planter Details) Membrane Liner (30 mil HDPE or LLDPE or Approved) Watertight Pipe Inlet Connection ABT TrenchFormer Catch Basin or Approved Equal w/ ABT FirstFlush Pre-Treatment or Approved Equal Outlet Pipe Size & Slope Per Plans TF Catch Basin Invert & Top Of Grate Per Plans Surface Finishes Per Plans 0719 Dsoil 12.0" Dip 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. 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 BMP Responsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Permavoid Planter Areas Owner -Inspect semiannually for beginning (October) and end of the wet season (April) Ongoing 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. Restrictions include, but are not limited to, prohibiting vehicle maintenance or vehicle washing. Ongoing 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 Monthly 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. 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 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 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. Twice per year 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.