Final Water Quality Management Plan

Transcription

1 Final Water Quality Management Plan For: Woodspring Suites Redlands DEVELOPMENT FILE: CUP #1076; PR # Orange Tree Lane Redlands, CA Prepared for: Woodspring Suites Redlands San Bernardino LLC 8621 E. 21 st North, Suite 200 Wichita, KS Prepared by: N Consulting Engineers, Inc. 4 Hutton Centre Drive, Suite 670 Santa Ana, CA Contact: Derek H. Karimoto, PE Submittal Date: December XX, 2017 Approval Date:

2 Project Owner s Certification This Water Quality Management Plan (WQMP) has been prepared for Woodspring Suites Redlands San Bernardino LLC by N Consulting Engineers, Inc. The WQMP is intended to comply with the requirements of the City of Redlands and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. 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 San Bernardino County s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.. Project Data Permit/Application Number(s): CUP #1076 PR #1329 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): Parcels 1 and 2 of Parcel Map No Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): CUP #1076; APNs Parcel 1 of LLA Owner s Signature Owner Name: Scott Bixler, Woodspring Suites Redlands San Bernardino LLC Title Company Senior Vice President Development Services Woodspring Hotels Address 8621 E. 21 st Street N., Suite 200, Wichita, KS sbixler@woodspring.com Telephone # Signature Date Owner s Certification

3 Preparer s Certification Project Data Permit/Application Number(s): CUP #1076 PR #1329 Grading Permit Number(s): TBD Tract/Parcel Map Number(s): Parcels 1 and 2 of Parcel Map No Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): CUP #1076; APNs Parcel 1 of LLA The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality Control Board Order No. R Engineer: Derek H. Karimoto PE Stamp Below Title Company Director of Engineering N Consulting Engineers Address 4 Hutton Centre Drive, Suite 670, Santa Ana, CA derek@nconsulteng.com Telephone # Signature Date Contents

4 Table of Contents Section 1 Discretionary Permits Section 2 Project Description Project Information Property Ownership / Management Potential Stormwater Pollutants Water Quality Credits Section 3 Site and Watershed Description Section 4 Best Management Practices Source Control BMP Pollution Prevention Preventative LID Site Design Practices Project Performance Criteria Project Conformance Analysis Site Design Hydrologic Source Control BMP Infiltration BMP Harvest and Use BMP Biotreatment BMP Conformance Summary Hydromodification Control BMP Alternative Compliance Plan (if applicable) Section 5 Inspection & Maintenance Responsibility Post Construction BMPs Section 6 Site Plan and Drainage Plan Site Plan and Drainage Plan Electronic Data Submittal Contents iv

5 Forms Form 1-1 Project Information Form Description of Proposed Project Form Property Ownership/Management Form Pollutants of Concern Form Water Quality Credits Form 3-1 Site Location and Hydrologic Features Form 3-2 Hydrologic Characteristics Form 3-3 Watershed Description Form Non-Structural Source Control BMP Form Structural Source Control BMP Form Site Design Practices Checklist Form LID BMP Performance Criteria for Design Capture Volume Form Summary of HCOC Assessment Form HCOC Assessment for Runoff Volume Form HCOC Assessment for Time of Concentration Form HCOC Assessment for Peak Runoff Form Infiltration BMP Feasibility Form Site Design Hydrologic Source Control BMP Form Infiltration LID BMP Form Harvest and Use BMP Form Selection and Evaluation of Biotreatment BMP Form Volume Based Biotreatment Bioretention and Planter Boxes w/underdrains 4-25 Form Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-26 Form Flow Based Biotreatment Form Conformance Summary and Alternative Compliance Volume Estimate Form Hydromodification Control BMP Form 5-1 BMP Inspection and Maintenance Contents v

6 Appendices Appendix A Exhibits Location Map 2 Vicinity Map 3 Existing Hydrology Map 4 Proposed Hydrology Map 5 WQMP Plan 6 Infiltration Basin Detail Appendix B Site Photos Site Photos Appendix C Supporting Documents Soil Group Map 2 NOAA 14 Precipitation Frequency Data 3 Figure D-1 Time of Concentration Nomograph_Existing 4 Figure D-1 Time of Concentration Nomograph_Proposed 5 Figure C-3 Curve Numbers for Pervious Area 6 Composite Curve Number Calculation Sheet 7 Figure C-6 Infiltration Rate for Pervious Area vs SCS Curve Number 8 Geotechnical Evaluation Report 9 Geotechnical Results of Supplemental Percolation(Infiltration) Study 10 Geotechnical Review of Bioretention Engineered Soil Mix Appendix D Educational Materials SWPP Commercial Landscape Maintenance 2 SWPP Fresh Concrete and Mortar Application 3 SWPP Construction 4 SWPP Excavation and Grading 5 SWPP Painting 6 SWPP Roadwork and Paving 7 Pick Up After Your Pooch to Curb Pollution 8 Fertilizer Tips to Prevent Pollution 9 Paint Tips to Prevent Pollution 10 Pesticide Tips to Prevent Pollution 11 SWPP Industrial and Commercial Facilities 12 SWPP BMPs for HOA, Property Managers and Property Owners Contents vi

7 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Project Owner Contact Name: Woodspring Redlands Scott Bixler Mailing Address: 8621 E. 21 st Street N., Suite 200, Wichita, KS Address: sbixler@woodspring.com Telephone: Permit/Application Number(s): CUP #1076; PR 1329 Tract/Parcel Map Number(s): Parcels 1 and 2 of Parcel Map No Additional Information/ Comments: Description of Project: The project includes the construction of a 4-story, 123 room hotel on an undeveloped property together with accompanying parking and landscaping improvements. The proposed project site consists of a building, paved and landscape areas. There will be a single 4-story building on the project site with a 12,057-square foot footprint. The parking area consists of 138 stalls and accompanying drive aisles, totaling 66,176-square feet. The impervious areas described above consist of 67% of the site. The landscape areas, including the infiltration basin consist of 38,350-square feet, i.e., 33% of the project site. Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. 1-1

8 Section Project Information Project Description Form Description of Proposed Project 1 Development Category (Select all that apply): Significant re-development involving the addition or replacement of 5,000 ft 2 or more of impervious surface on an already developed site New development involving the creation of 10,000 ft 2 or more of impervious surface collectively over entire site Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, , Restaurants (with SIC code 5812) where the land area of development is 5,000 ft 2 or more Hillside developments of 5,000 ft 2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more Developments of 2,500 ft 2 of impervious surface or more adjacent to (within 200 ft) or discharging directly into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters. Parking lots of 5,000 ft 2 or more exposed to storm water Retail gasoline outlets that are either 5,000 ft 2 or more, or have a projected average daily traffic of 100 or more vehicles per day Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements. 2 Project Area (ft2): ± 116,740 3 Number of Dwelling Units: 0 4 SIC Code: Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion. 6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP) 2-1

9 2.2 Property Ownership/Management Form Property Ownership/Management Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities: The property will be owned, operated and managed by Woodspring Suites. No on-site infrastructure will be transferred to a public agency after project completion. No homeowners or property owner s association will be formed as a result of this project. 2-2

10 2.3 Potential Stormwater Pollutants Form Pollutants of Concern Pollutant Please check: E=Expected, N=Not Expected Additional Information and Comments Pathogens (Bacterial / Virus) E N Santa Ana River Reach 4 and Reach 3 on (d) List for this pollutant Nutrients - Phosphorous E N Nutrients - Nitrogen E N Noxious Aquatic Plants E N Sediment E N Metals E N Santa Ana River Reach 3 delisted from (d) List for Copper and Lead Oil and Grease E N Trash/Debris E N Pesticides / Herbicides E N Organic Compounds E N Other: ph E N Prado Flood Control Basin on (d) List for this pollutant Other: E N Other: E N Other: E N Other: E N 2-3

11 2.4 Water Quality Credits Form Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) N/A 2-4

12 Section 3 Site and Watershed Description Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude N Longitude W Thomas Bros Map page San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Outlet 1 DMA1A DMA 2A Conveyance DA1 DMA 1A and DA1 DMA 2A to Outlet 1 Proposed on-site drainage shall flow in a westerly direction within concrete swales that flow along the two drive aisles into a vegetated infiltration basin that has the following configuration: bottom dimension is 179 long X 56 wide, side slopes 3:1, and bed slope of flat. DMA 1A conveys runoff for approximately 494 from the north easterly corner of the project site along northerly of the hotel to the infiltration basin along the westerly side of the project site. DMA 2A conveys runoff for approximately 556 from the north easterly corner of the project site along southerly of the hotel to the infiltration basin along the westerly side of the project site. 3-5

13 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1 s subwatershed DMA, provide the following characteristics DMA 1E DMA 2E DMA 3E DMA 4E DMA 5E 1 DMA drainage area (ft2 ) 31,810 34,116 29,429 14,283 6,945 2 Existing site impervious area (ft 2 ) Antecedent moisture condition For desert areas, use ontrol/pdf/ _map.pdf 4 Hydrologic soil group Refer to Watershed Mapping Tool II II II II II B B B B B 5 Longest flowpath length (ft) Longest flowpath slope (ft/ft) Current land cover type(s) Select from Fig C-3 of Hydrology Manual Grass, Annual, or Perennial Grass, Annual, or Perennial Grass, Annual, or Perennial Grass, Annual, or Perennial Grass, Annual, or Perennial 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating Good * Good * Good * Good * Good * *Refer to Appendix B for the photos of the site. 3-6

14 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - See Drainage Facilities link at this website Mission Channel to Santa Ana River Reach 5 to Santa Ana River Reach 4 to Santa Ana River Reach 3 to Prado Flood Control Basin Applicable TMDLs Refer to Local Implementation Plan Santa Ana River Reach 4 Indicator Bacteria Estimated TMDL Completion 2019 Santa Ana River Reach 3 Indicator Bacteria Addressed by USEPA approved TMDL (2012) Prado Flood Control Basin ph Estimated TMDL Completion (d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool and State Water Resources Control Board website ues/programs/tmdl/index.shtml Santa Ana River Reach 4 and Reach 3 Indicator Bacteria Prado Flood Control Basin - ph Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool None Unlined Downstream Water Bodies Refer to Watershed Mapping Tool Mission Channel and Santa Ana River Hydrologic Conditions of Concern Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms through Form and Hydromodification BMP Form in submittal No Watershed based BMP included in a RWQCB approved WAP Yes Attach verification of regional BMP evaluation criteria in WAP More Effective than On-site LID Remaining Capacity for Project DCV Upstream of any Water of the US Operational at Project Completion Long-Term Maintenance Plan No 3-7

15 Section 4 Best Management Practices (BMP) 4.1 Source Control BMP Pollution Prevention. Form Non-Structural Source Control BMPs Identifier Name Included Check One Not Applicable Describe BMP Implementation OR, if not applicable, state reason N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs Practical information materials will be provided to the Property Owner on general housekeeping practices that contribute to the protection of stormwater quality. N2 Activity Restrictions The owner shall include appropriate on-site activity restrictions for the project. These will include, but are not limited to, use of pesticides and fertilizers consistent with the City and County guidelines, prohibiting discharging of leaf litter, grass clippings, trash, animal wastes, paint, or masonry wastes, prohibiting washing or hosing of walkways and driveways, and prohibiting the washing of cars on the property. N3 Landscape Management BMPs All landscaped areas within the project site will be maintained by Property Owner thru landscape contractor. N4 BMP Maintenance The Property Owner shall be responsible for implementation of each applicable nonstructural BMP as well as scheduling inspection and maintenance cleaning of all applicable structural BMP facilities. The Property Owner, through its landscape or other maintenance contractor, will be responsible for inspection and maintenance activities in landscape areas. Debris and other water pollutants will be controlled, contained and disposed of in a proper manner by the maintenance contractor. Refer to Section 5 for detailed Inspection and Maintenance guidelines. N5 Title 22 CCR Compliance (How development will comply) No hazardous materials on-site. N6 Local Water Quality Ordinances The Property Owner shall ensure that all activities at the site comply with City of Redlands and County of San Bernardino guidelines through the implementation of BMPs. The applicable ordinances of City of Redlands include, but not limited to, Chapter Water Efficient Landscaping Requirements Sections , , which are the sections under the new ordinance recently passed, These can be located at 4-8

16 Form Non-Structural Source Control BMPs categorized under Title 15 Buildings and Construction. N7 Spill Contingency Plan No buildings or material storage are proposed. N8 Underground Storage Tank Compliance No underground storage N9 Hazardous Materials Disclosure Compliance No hazardous materials on-site Form (cont.) Non-Structural Source Control BMPs Identifier Name Check One Not Included Applicable Describe BMP Implementation OR, if not applicable, state reason N10 Uniform Fire Code Implementation Property Owner shall be responsible to comply with the California Fire Code enforced by Fire Prevention Division of the City of Redlands Fire Department. N11 Litter/Debris Control Program Property Owner, through site maintenance contractor, shall implement litter control procedures and management in the landscape and parking lot areas in order to prevent and reduce pollution of storm water runoff on a weekly basis. N12 Employee Training Property Owner shall conduct training during the first four weeks of startup for new hires. An awareness program will be established to inform all the employees of the impacts of dumping oil, antifreeze, paints, solvents or other potentially harmful chemicals into storm drain; the proper use (e.g., application methods, frequencies and precautions) and management of fertilizers, pesticides and herbicides in landscaping maintenance practices; the impacts of littering and improper water disposal. N13 Housekeeping of Loading Docks No loading docks 4-9

17 N14 Catch Basin Inspection Program No on-site catch basins N15 N16 N17 Vacuum Sweeping of Private Streets and Parking Lots Other Non-structural Measures for Public Agency Projects Comply with all other applicable NPDES permits Property Owner through its site maintenance contractor shall provide vacuum sweeping of parking lots on a weekly basis. Not a public agency project Property owner will comply with the NPDES permit through the preparation and implementation of a SWPPP. 4-10

18 Identifier S1 S2 Name Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) Form Structural Source Control BMPs Included Check One Not Applicable No storm drain inlets on-site No on-site outdoor material storage Describe BMP Implementation OR, If not applicable, state reason S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) The on-site trash container shall be paved with an impervious surface, designed not to allow run-on from adjoining areas, designed to divert drainage from adjoining roofs and pavements diverted around the area, walled to prevent off-site transport of trash; and an awning to prevent exposure to direct precipitation. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Statewide Model Landscape Ordinance; CASQA New Development BMP Handbook SD-12) Projects shall design the timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the municipal storm drain system. The following methods to reduce excessive irrigation runoff shall be considered, and incorporated on common areas of development and other areas where determined applicable and feasible by the Permittee: 1. Employing rain shutoff devices to prevent irrigation after precipitation. 2. Designing irrigation systems to each landscape area s specific water requirements. 3. Using flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. 4. Implementing landscape plan consistent with County Water Conservation Resolution or city equivalent, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. 5. The timing and application methods of irrigation water shall be designed to minimize the runoff of excess irrigation water into the municipal storm drain system. 6. Employing other comparable, equally effective, methods to reduce irrigation water runoff. 7. Group plants with similar water requirements to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider other design features, such as: Use mulches (such as wood chips or shredded wood products) in planter area without ground cover in 4-11

19 minimize sediment in runoff, install appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant material where possible and/or as recommended by the landscape architect. Leave a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible. Choose plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth. Irrigation practices shall comply with local and statewide ordinances related to irrigation efficiency. S5 S6 S7 S8 S9 S10 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Covered dock areas (CASQA New Development BMP Handbook SD-31) Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) Except at the property frontage along Orange Tree, which requires a berm, all landscape pockets, fingers, setback areas, and parkway strips will be set at a minimum of 1-2 inches below top of curb or sidewalk for increased infiltration opportunity. A detail has been provided in the WQMP Appendix A and Grading Plans. No on-site slopes No dock areas No maintenance bays No vehicle wash areas No outdoor processing areas 4-12

20 Form (cont.) Structural Source Control BMPs Identifier S11 Name Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) Included Check One Not Applicable No equipment wash areas Describe BMP Implementation OR, If not applicable, state reason S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling areas S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillside landscaping S14 Wash water control for food preparation areas No food preparation areas S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No car wash areas 4-13

21 4.1.2 Preventative LID Site Design Practices An Infiltration Basin/Detention Basin is being provided to treat water runoff and storm runoff storage since the proposed project is in a HCOC area. Area is not exempted from HCOC. Form Preventative LID Site Design Practices Checklist Site Design Practices Not Used. Infiltration Basin to be used on-site for water quality treatment Minimize impervious areas: Yes No Explanation: Building vertically rather than horizontally; parking stalls and drive aisle are designed to minimum widths allowed by the Zoning Code and allowable by the fire department Maximize natural infiltration capacity: Yes No Explanation: Avoided constructing elements on highly permeable areas; provided more infiltration area than required. Preserve existing drainage patterns and time of concentration: Yes Explanation: The existing drainage pattern is largely the same, draining towards the southwest. The decrease in time of concentration will be mitigated by the proposed vegetated infiltration basin appropriately sized to accommodate the 100yr- 24hr storm event. Disconnect impervious areas: Yes No Explanation: Runoff from the roof is directed through roof downspouts to landscaped buffer areas prior to sheet flowing to the vegetated infiltration basin. Runoff from paved areas sheet flow to concrete v-gutters draining to the vegetated infiltration basin. Protect existing vegetation and sensitive areas: Yes No Explanation: No sensitive areas on-site. The site has been regularly scraped and vegetation has been removed during its undeveloped state so existing vegetation is not present. Re-vegetate disturbed areas: Yes Explanation: Open spaces areas within project site will be landscaped No No Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes Explanation: The infiltration basin will be staked during construction to avoid unnecessary compaction. No Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Concrete swales within parking lot area to convey on-site runoff into infiltration basin along westerly side of project Stake off areas that will be used for landscaping to minimize compaction during construction: Yes Explanation: The landscape areas and the infiltration basin will be staked during construction No 4-14

22 4.2 Project Performance Criteria Form LID BMP Performance Criteria for Design Capture Volume (DA 1 DMA 1A) 1 Project area DA 1 (ft2 ): 55,012 2 Imperviousness after applying preventative site design practices (Imp%): 69% 3 Runoff Coefficient (Rc): 0.48 Rc = 0.858(Imp%)^3-0.78(Imp%)^ (Imp%) Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): Compute P6, Mean 6-hr Precipitation (inches): P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = ; Mountain = 1.909; Desert = ) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3 ): 2,985 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Form LID BMP Performance Criteria for Design Capture Volume (DA 1 DMA 2A) 1 Project area DA 1 (ft2 ): 61,571 2 Imperviousness after applying preventative site design practices (Imp%): 65% 3 Runoff Coefficient (Rc): 0.45 Rc = 0.858(Imp%)^3-0.78(Imp%)^ (Imp%) Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): Compute P6, Mean 6-hr Precipitation (inches): P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = ; Mountain = 1.909; Desert = ) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3 ): 3,132 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item

23 Form Summary of HCOC Assessment (DA 1) Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: If Yes, then complete HCOC assessment of site hydrology for 2yr storm event using Forms through and insert results below (Forms through may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If No, then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft 3 ) Time of Concentration (min) Peak Runoff (cfs) Pre-developed Form Item Form Item Form Item 10 Post-developed 4 2,090 Form Item Form Item Form Item 14 Difference 7 1,865 Item 4 Item Item 2 Item Item 6 Item 3 Difference % 11 14% % (as % of pre-developed) Item 7 / Item 1 Item 8 / Item 2 Item 9 / Item

24 Weighted Curve Number Determination for: Pre-developed DA Form HCOC Assessment for Runoff Volume (DA 1) DMA 1E DMA 2E DMA 3E DMA 4E DMA 5E DMA DMA DMA 1a Land Cover type Grass, Perennial Grass, Perennial Grass, Perennial Grass, Perennial Grass, Perennial 2a Hydrologic Soil Group (HSG) B B B B B 3a DMA Area, ft 2 sum of areas of DMA should equal area of DA 4a Curve Number (CN) use Items 1a and 2a to select the appropriate CN from Appendix C-2 of the TGD for WQMP Weighted Curve Number Determination for: Post-developed DA 31,810 34,116 29,429 14,283 6, DMA 1A DMA 2A DMA DMA DMA DMA DMA DMA 1b Land Cover type Commercial Commercial 2b Hydrologic Soil Group (HSG) B B 3b DMA Area, ft 2 sum of areas of DMA should equal area of DA 4b Curve Number (CN) use Items 1b and 2b to select the appropriate CN from Appendix C-2 of the TGD for WQMP 55,012 61,571 85* 83* 5 Pre-Developed area-weighted CN: 61 6 Post-Developed area-weighted CN: 84 7 Pre-developed soil storage capacity, S (in): 6.39 S = (1000 / Item 5) Post-developed soil storage capacity, S (in): 1.90 S = (1000 / Item 6) Initial abstraction, I a (in): 1.28 Ia = 0.2 * Item 7 10 Initial abstraction, I a (in): 0.38 Ia = 0.2 * Item 8 11 Precipitation for 2 yr, 24 hr storm (in): 2.06 Go to: 12 Pre-developed Volume (ft 3 ): 225 Vpre =(1 / 12) * (Item sum of Item 3a) * [(Item 11 Item 9)^2 / ((Item 11 Item 9 + Item 7) 13 Post-developed Volume (ft 3 ): 2,090 Vpre =(1 / 12) * (Item sum of Item 3b) * [(Item 11 Item 10)^2 / ((Item 11 Item 10 + Item 8) 14 Volume Reduction needed to meet HCOC Requirement, (ft 3 ): 1,761 VHCOC = (Item 13 * 0.95) Item 12 * Refer to Appendix C for Figure C-3 Curve Numbers for Pervious Areas and see Composite Curve Number Calculation Sheet. 4-17

25 Form HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Pre-developed DA1 Post-developed DA1 Variables DMA 1E DMA 2E DMA 3E DMA 4E DMA 5E DMA 1A DMA 2A 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition Change in elevation (ft) Slope (ft/ft), So = Item 2 / Item Land cover Grass, Annual, Perennial Grass, Annual, Perennial Grass, Annual, Perennial Grass, Annual, Perennial Grass, Annual, Perennial Commercial Commercial 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet Cross-sectional area of channel (ft2 ) N/A N/A N/A N/A N/A Wetted perimeter of channel (ft) N/A N/A N/A N/A N/A Manning s roughness of channel (n) N/A N/A N/A N/A N/A Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^ Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) 12 Total time of concentration (min) Tc = Item 5 + Item 11 N/A N/A N/A N/A N/A Pre-developed time of concentration (min): 12.5 Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): 10.8 Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): 1.08 TC-HCOC = (Item 13 * 0.95) Item

26 Form HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^[LOG (Form Item 4) (0.6*LOG (Form Item 5 /60))] 2 Drainage Area of each DMA (Acres) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA 1E DMA 2E DMA 3E DMA 1A DMA 2A DMA Time of concentration adjustment factor for other DMA to site discharge point Form Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at T c for DMA 1E: 0.16 Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at T c for DMA 2E: 0.16 Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at T c for DMA 3E: 0.13 Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): 0.16 Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at T c for DMA 1A: 1.50 Same as Item 8 for post-developed values 12 Post-developed Qp at T c for DMA 2A: 1.55 Same as Item 9 for post-developed values 13 Post-developed Qp at T c for DMA: 0 Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): 1.55 Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): 1.31 Qp-HCOC = (Item 14 * 0.95) Item

27 Form HCOC Assessment for Peak Runoff (DA 1) (cont.) Compute peak runoff for pre- and post-developed conditions Variables 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^[LOG (Form Item 4) (0.6*LOG (Form Item 5 /60))] 2 Drainage Area of each DMA (Acres) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA 4E DMA 5E DMA DMA DMA DMA Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) Time of concentration adjustment factor for other DMA to site discharge point Form Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at T c for DMA 4E: 0.10 Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at T c for DMA 5E: 0.07 Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at T c for DMA: 0 Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): 0.16 Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at T c for DMA: 0 Same as Item 8 for post-developed values 12 Post-developed Qp at T c for DMA: 0 Same as Item 9 for post-developed values 13 Post-developed Qp at T c for DMA: 0 Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): 1.55 Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): 1.31 Qp-HCOC = (Item 14 * 0.95) Item

28 4.3 Project Conformance Analysis Form Infiltration BMP Feasibility (DA 1) Feasibility Criterion Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): The location is less than 50 feet away from slopes steeper than 15 percent The location is less than eight feet from building foundations or an alternative setback. A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is Yes : Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8 below. 8 Any answer from Item 4 through Item 6 is Yes : Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are No : Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. 4-21

29 4.3.1 Site Design Hydrologic Source Control BMP Form Site Design Hydrologic Source Control BMPs (DA 1) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2 ) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft 3 ) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3 ): 0 Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7-13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2 ) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2 ) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3 ) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3 ): 0 Vretention =Sum of Item 12 for all BMPs 4-22

30 Form (cont.) Site Design Hydrologic Source Control BMPs (DA 1) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2 ) 16 Average wet season ET demand (in/day) Use local values, typical ~ Daily ET demand (ft3 /day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Copy Item 6 in Form Retention Volume (ft3 ) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3 ): 0 Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items If no, proceed to Item 26 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2 ) 24 Runoff volume retention from street trees (ft3 ) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3 ): 0 Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrel/cisterns: Yes No If yes, complete Items 27-29; If no, proceed to Item 30 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3 ) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/cisterns (ft3): 0 Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 Sum of Items 5, 13, 20, 25 and

31 4.3.2 Infiltration BMPs Form Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3 ): 6,117 Vunmet = Form Item 7 - Form Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA1 DMA 1A&2A BMP Type Infiltration Basin DA DMA BMP Type DA DMA BMP Type 2 Infiltration rate of underlying soils (in/hr) See Section and Appendix D of the TGD for WQMP for minimum requirements for assessment methods Infiltration safety factor See TGD Section and Appendix D Design percolation rate (in/hr) Pdesign = Item 2 / Item Ponded water drawdown time (hr) Copy Item 6 in Form Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details Ponding Depth (ft) dbmp = Minimum of (1/12*Item 4*Item 5) or Item Infiltrating surface area, SABMP (ft 2 ) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP 10,280 9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details N/A 10 Amended soil porosity N/A 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details N/A 12 Gravel porosity N/A 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 14 Above Ground Retention Volume (ft3 ) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 17, Underground Retention Volume (ft3 ) Volume determined using manufacturer s specifications and calculations 0 16 Total Retention Volume from LID Infiltration BMPs: 17,707 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 289% Retention% = Item 16 / Form Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form ; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. 4-24

32 4.3.3 Harvest and Use BMP Form Harvest and Use BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3 ): 0 Vunmet = Form Item 7 - Form Item 30 Form Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 3 Storage volume for proposed detention type (ft3 ) Volume of cistern 4 Landscaped area planned for use of harvested stormwater (ft 2 ) 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 6 Daily water demand (ft3 /day) Item 4 * (Item 5 / 12) 7 Drawdown time (hrs) Copy Item 6 from Form Retention Volume (ft3 ) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3 ) from Harvest and Use BMP 0 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No 4-25

33 4.3.4 Biotreatment BMP Form Selection and Evaluation of Biotreatment BMP (DA 1) 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft 3 ): 0 Form Item 7 - Form Item 30 Form Item 16- Form Item 9 List pollutants of concern Copy from Form Pathogens Indicator Bacteria 2 Biotreatment BMP Selected (Select biotreatment BMP(s) necessary to ensure all pollutants of concern are addressed through Unit Operations and Processes, described in Table 5-5 of the TGD for WQMP) Volume-based biotreatment Use Forms and to compute treated volume Bioretention with underdrain Planter box with underdrain Constructed wetlands Wet extended detention Dry extended detention Flow-based biotreatment Use Form to compute treated volume Vegetated swale Vegetated filter strip Proprietary biotreatment 3 Volume biotreated in volume based biotreatment BMP (ft 3 ): 0 Form Item 15 + Form Item 13 4 Compute remaining LID DCV with implementation of volume based biotreatment BMP (ft 3 ): 0 Item 1 Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: 0% Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): 0 Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination: Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP. 4-26

34 Form Volume Based Biotreatment (DA 1) Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Amended soil infiltration rate Typical ~ 5.0 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 3 Amended soil infiltration safety factor Typical ~ Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 5 Ponded water drawdown time (hr) Copy Item 6 from Form Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Ponding Depth (ft) dbmp = Minimum of (1/12 * Item 4 * Item 5) or Item 6 8 Amended soil surface area (ft2 ) 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Amended soil porosity, n 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 12 Gravel porosity, n 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3 ) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP:

35 Form Volume Based Biotreatment (DA 1) Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Bottom width (ft) DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 3 Bottom length (ft) 4 Bottom area (ft2 ) Abottom = Item 2 * Item 3 5 Side slope (ft/ft) 6 Depth of storage (ft) 7 Water surface area (ft2 ) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3 ) For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs) 12 Biotreated Volume (ft3 ) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : 0 (Sum of Item 12 for all BMP included in plan) 4-28

36 Form Flow Based Biotreatment (DA 1) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table Flow depth for water quality treatment (ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 4 Manning's roughness coefficient 5 Bottom width (ft) bw = (Form Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5 ) 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Cross sectional area (ft2 ) A = (Item 5 * Item 2) + (Item 6 * Item 2^2 ) 8 Water quality flow velocity (ft/sec) V = Form Item 6 / Item 7 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * Water surface area at water quality flow depth (ft2 ) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item

37 4.3.5 Conformance Summary Form Conformance Summary and Alternative Compliance Volume Estimate (DA 1) 1 Total LID DCV for the Project DA-1 (ft3 ): 6,117 Copy Item 7 in Form On-site retention with site design hydrologic source control LID BMP (ft3 ): 0 Copy Item 30 in Form On-site retention with LID infiltration BMP (ft3 ): 17,707 Copy Item 16 in Form On-site retention with LID harvest and use BMP (ft3 ): 0 Copy Item 9 in Form On-site biotreatment with volume based biotreatment BMP (ft3 ): 0 Copy Item 3 in Form Flow capacity provided by flow based biotreatment BMP (cfs): 0 Copy Item 6 in Form LID BMP performance criteria are achieved if answer to any of the following is Yes : Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 Item 2 Item 3 Item 4 Item 5) * (100 - Form Item 2)% An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed 4-30

38 4.3.6 Hydromodification Control BMP Form Hydromodification Control BMPs (DA 1) 1 Volume reduction needed for HCOC performance criteria (ft 3 ): 1,761 (Form Item 4 * 0.95) Form Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft 3 ): 17,707 Sum of Form Items 2, 3, and 4 Evaluate option to increase implementation of onsite retention in Forms 4.3-2, 4.3-3, and in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft 3 ): 0 Item 1 Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft 3 ): 0 Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2- yr storm event for the regional watershed) 5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form Item 11 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form Item 12 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or offsite retention BMPs Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 4-31

39 4.4 Alternative Compliance Plan (if applicable) Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance. Alternative compliance plans may include one or more of the following elements: On-site structural treatment control BMP - All treatment control BMP should be located as close to possible to the pollutant sources and should not be located within receiving waters; Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to receiving waters; Urban runoff fund or In-lieu program, if available Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be required (see Section 6 of the TGD for WQMP). 4-32

40 Section 5 Inspection and Maintenance Responsibility for Post Construction BMP Form 5-1 BMP Inspection and Maintenance BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Infiltration Basin Property Owner Inspect and maintain to ensure water infiltrates into the subsurface completely within 48 hours and that vegetation is carefully managed to prevent creating mosquito and other vector habits Observe drain time for the design storm after completion or modification of the facility to confirm that the desired drain time has been obtained Identify potential problems such as erosion of the basin side slopes and invert, standing water, trash and debris, and sediment accumulation Remove accumulated sediment and regrade when the accumulated sediment volume exceeds 10% of the basin After all storm events Remove accumulated trash and debris in the basin Weekly Inspect for standing water If erosion is occurring within the basin, revegetate immediately and stabilize with an erosion control mulch or mat until vegetation cover is established. After all storm events Trim vegetation Every other week 5-1

41 Form 5-1 (cont.) BMP Inspection and Maintenance BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Herbicide and Pesticide Management Landscape Management Property Owner Herbicide and pesticide management programs will be designed to mitigate the potential occurrence of acute toxicity concentrations (arising from accidental spills) and chronic toxicity concentrations (arising from longterm use of herbicides). Specific management practices that will be implemented to control spills will include the following: During transport, herbicides, pesticides, additives, and application equipment are secured to prevent tipping or excess jarring and are carried in a part of the vehicle totally isolated form people, food, and clothing. Only the amount of herbicide or pesticide needed for the day s use is to be brought to the site. During use, equipment to store, transport, mix, or apply herbicides and pesticides is inspected daily for leaks. Accident preplanning is done. In the unlikely event of a spill, the spill is contained and cleaned up and the appropriate agencies and people are promptly notified. Pesticides will be used only after recommendation from a State-licensed pest control adviser. Pesticides will only be applied by or under the direct supervision of a State licensed or certified pesticide applicator or by workers with equivalent training. Weekly Fertilizer Management The development of proper fertilizer management will be a key element of the plan. Maintenance guidelines for fertilizer application and maintenance will include: Soil testing and fertilizer recommendation will be conducted by a qualified specialist. Water landscaped areas after fertilizing, but do not allow water to run off into streets. Immediately clean up any fertilizer spilled on paved areas. Dispose of excess fertilizer at a household hazardous waste collection center. Use of compost, peat, and mulch where applicable 5-2

42 Weekly sweeping and trash pickup as necessary within all project areas and common landscape areas. Weekly Litter/Debris Control Property Owner Daily inspection of trash receptacles to ensure that lids are closed. Daily Pick up any excess trash on the ground, noting trash disposal violations by employees and visitors, and proper disposal of pet, green and household wastes. Daily Vacuum Sweeping of Private Streets and Parking Lots Property Owner Vacuum street sweeping will occur on a regular basis, prior to the rainy season, and on an as needed basis Weekly Irrigation Systems Property Owner Minimize timing and application methods for watering project landscaping in common areas to limit amount of non-storm water discharge. Inspect irrigation system with landscaping maintenance to ensure timers, shut off valves and other automatic irrigation devised are functioning adequately. Inspect system for broken parts and replace as needed to prevent leaks. BMP shall be implemented by the Property Owner, through the landscape contractor. Monthly with Landscaping Maintenance Activities 5-3

43 Section 6 WQMP Attachments 6.1. Site Plan and Drainage Plan Include a site plan and drainage plan sheet set containing the following minimum information: Project location Site boundary Land uses and land covers, as applicable Suitability/feasibility constraints Structural Source Control BMP locations Site Design Hydrologic Source Control BMP locations LID BMP details Drainage delineations and flow information Drainage connections 6.2 Electronic Data Submittal Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately. 6.3 Post Construction Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP. 6.4 Other Supporting Documentation BMP Educational Materials Activity Restriction C, C&R s & Lease Agreements 6-1

44 Appendix A Exhibits 1 Location Map 2 Vicinity Map 3 Existing Hydrology Map 4 Proposed Hydrology Map 5 WQMP Plan 6 Infiltration Basin Detail 6-2

45 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: SITE: CONSULTING PROJECT ADDRESS: ENGINEERS PROJECT SITE WOODSPRINGS REDLANDS 1700 ORANGE TREE LANE REDLANDS, CA TITLE: DRAWN: CHECKED: REV: S.Q. LOCATION MAP E.N. A NORTH SCALE: 1" = 1500' PROJECT NO: SHEET: DATE: EXH100 5/09/2017 P:\ Woodsprings Redlands\Drawings\Exhibits\16112exh100-LOCATION.dwg May 09, :16pm

46 PROJECT SITE 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: P:\ Woodsprings Redlands\Drawings\Exhibits\16112exh100-LOCATION.dwg May 09, :17pm SITE: CONSULTING PROJECT ADDRESS: ENGINEERS TITLE: NORTH PROJECT NO: WOODSPRINGS REDLANDS ORANGE TREE LANE REDLANDS, CA VICINITY MAP DRAWN: CHECKED: REV: S.Q. E.N. A SCALE: 1" = 500' EXHIBIT: DATE: EXH101 5/09/2017

47 PLUM LN ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: E E 0.73 L = ' S = L = ' S = E 0.78 L = ' S = E 0.68 L = ' S = L = ' S = E R/W R/W R/W R/W ORANGE TREE LN R/W R/W R/W R/W EXISTING HYDROLOGY LEGEND 1E 2.68 DRAINAGE AREA DESIGNATION DRAINAGE AREA SIZE (ACRES) EXIST. DRAINAGE FLOW DIRECTION DRAINAGE AREA BOUNDARY FLOWLINE P:\ Woodsprings Redlands\Drawings\Exhibits\16112hyd101-Existing.dwg Dec 06, :57am 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: SITE: CONSULTING PROJECT ADDRESS: ENGINEERS WOODSPRING REDLANDS 1700 ORANGE TREE LN REDLANDS, CA TITLE: NORTH EXISTING HYDROLOGY DRAWN: CHECKED: REV: PROJECT NO: SHEET: DATE: HYD101 S.Q. E.N SCALE 1" = 50' 12/5/2017

48 CB NO PARKING NO PARKING PLUM LN ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: A 1.26 L = ' S = R/W A 1.42 L = ' S = R/W R/W R/W ORANGE TREE LN R/W R/W R/W R/W PROPOSED HYDROLOGY LEGEND 1A 2.68 DRAINAGE AREA DESIGNATION DRAINAGE AREA SIZE (ACRES) CB PROP, DROP INLET PROP. DRAINAGE FLOW DIRECTION DMA AREA BOUNDARY PROP. INFILTRATION BASIN PROP. LANDSCAPE AREA FLOWLINE P:\ Woodsprings Redlands\Drawings\Exhibits\16112hyd102-Proposed.dwg Dec 06, :57am 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: SITE: CONSULTING PROJECT ADDRESS: ENGINEERS WOODSPRING REDLANDS 1700 ORANGE TREE LN REDLANDS, CA TITLE: NORTH PROPOSED HYDROLOGY DRAWN: CHECKED: REV: PROJECT NO: SHEET: DATE: HYD102 S.Q. E.N SCALE 1" = 50' 12/5/2017

49 CB STOP NO PARKING NO PARKING PLUM LN S3 TRASH ENCLOSURE ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY VEGETATED NOT-A-PART INFILTRATION BASIN LAT. LONG. APN: '5.39"N '46.55"W ADJACENT PROPERTY NOT-A-PART APN: ADJACENT PROPERTY NOT-A-PART APN: DMA 1A OUTLET 1A 1.26 STOP R/W A1 STOP 2A 1.42 R/W A A R/W ORANGE TREE LN R/W WATER QUALITY LEGEND R/W R/W R/W R/W 1A 2.68 A1 DRAINAGE AREA DESIGNATION DRAINAGE AREA SIZE (ACRES) PROP. STRUCTURAL BMP SITE OUTLET DMA 2A OUTLET SEE SECTION A-A ON SHEET HYD104 WQMP INFORMATION LAND USE RETAIL SUITABILITY/ FEASIBILITY CONSTRAINTS NONE PROPOSED LANDSCAPE PROPOSED CURB PROPOSED ASPHALT LANDSCAPE CURB DETAIL NOT TO SCALE EXIST. DRAINAGE FLOW DIRECTION PROP. DRAINAGE FLOW DIRECTION DMA AREA BOUNDARY PROP. INFILTRATION BASIN (0.32 AC) PROP. LANDSCAPE AREA (0.56 AC) SITE BOUNDARY P:\ Woodsprings Redlands\Drawings\Exhibits\16112hyd103-WQMP Plan.dwg Dec 06, :56am 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: SITE: CONSULTING PROJECT ADDRESS: ENGINEERS WOODSPRING REDLANDS 1700 ORANGE TREE LN REDLANDS, CA TITLE: NORTH WQMP PLAN DRAWN: CHECKED: REV: PROJECT NO: SHEET: DATE: HYD103 S.Q. E.N SCALE 1" = 50' 12/6/2017

50 3" NON-FLOATING HARDWOOD MULCH COVER OR CITY APPROVED EQUIVALENT PROPOSED GRATE INLET PLANTINGS PLANTS NATIVE TO PROJECT SITE SHALL BE USED. PLANTS SHALL BE ABLE TO WITHSTAND PERIODS OF SATURATION AND DROUGHT PROPOSED V-GUTTER 4 HUTTON CENTRE DRIVE, SUITE 670 SOUTH COAST METRO, CA PHONE: " PIPE TO CONNECT TO 36" CURB OUTLET PER SBCTD STD. 210 TO DISCHARGE TO EXISTING STREET 24" ENGINEERED SOIL BIORETENTION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 24' DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST, AND 20-30% TOPSOIL, FREE OF STONES, STUMPS, ROOTS, OR SIMILAR OBJECTS, AND ALSO FREE OF NOXIOUS WEEDS. PROPOSED SIDEWALK CURB FACE SITE: CONSULTING PROJECT ADDRESS: ENGINEERS WOODSPRING REDLANDS 1700 ORANGE TREE LN REDLANDS, CA SECTION A - A TITLE: INFILTRATION BASIN DETAIL DRAWN: CHECKED: REV: S.Q. 15" HDPE PIPE CURB OUTLET PROPOSED SURFACE E.N. A GRATE INLET NORTH SCALE: NTS PROJECT NO: SHEET: DATE: HYD104 11/17/2017 P:\ Woodsprings Redlands\Drawings\Exhibits\16112hyd104-Infiltration Basin Detail.dwg Dec 06, :18pm

51 Appendix B Site Photos 6-3

52 Southwest Corner of Property Facing East N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

53 Southwest Corner of Property Facing East Sidewalk at Street Frontage will be Required Page 2 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

54 Adjacent Property Across Orange Tree Lane, Freeway Beyond Page 3 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

55 Southwest Corner of Property Facing North Page 4 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

56 Northwest Property Corner Facing North Page 5 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

57 Northwest Property Corner Facing East Page 6 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

58 Photo Taken from Across Orange Tree Lane at Southeast Property Corner Facing West Page 7 of 7 N Consulting Engineers 4 Hutton Centre Drive Suite 670 South Coast Metro CA 92707

59 Appendix C Supporting Documents 1 Soil Group Map 2 NOAA 14 Precipitation Frequency Data 3 Figure D-1 Time of Concentration Nomograph_Existing 4 Figure D-1 Time of Concentration Nomograph_Proposed 5 Figure C-3 Curve Numbers for Pervious Area 6 Composite Curve Number Calculation Sheet 7 Figure C-6 Infiltration Rate for Pervious Area vs SCS Curve Number 8 Geotechnical Evaluation Report 9 Geotechnical Results of Supplemental Percolation(Infiltration) Study 10 Geotechnical Review of Bioretention Engineered Soil Mix 6-4

60 San Bernardino - WAP Report Page 1 of 1 4/28/2017 WQMP Project Report County of San Bernardino Stormwater Program Santa Ana River Watershed Geodatabase Friday, April 28, 2017 Note: The information provided in this report and on the Stormwater Geodatabase for the County of San Bernardino Stormwater Program is intended to provide basic guidance in the preparation of the applicant s Water Quality Management Plan (WQMP) and should not be relied upon without independent verification. Project Site Parcel Number(s): , Project Site Acreage: HCOC Exempt Area: No Closest Receiving Waters: (Applicant to verify based on local drainage facilities and topography.) System Number Facility Name - Mission Channel Owner - SBCFCD Closest channel segment s susceptibility to Hydromodification: EHM Highest downstream hydromodification susceptibility: High Is this drainage segment subject to TMDLs? No Are there downstream drainage segments subject to TMDLs? No Is this drainage segment a 303d listed stream? No Are there 303d listed streams downstream? Yes Are there unlined downstream waterbodies? No Project Site Onsite Soil Group(s): B Environmentally Sensitive Areas within 200': None Groundwater Depth (FT): -198 Parcels with potential septic tanks within 1000': No Known Groundwater Contamination Plumes within 1000': Yes Studies and Reports Related to Project Site: CSDP No. 7 Storm Drain Systems CSDP No. 7 Storm Drain Systems CSDP No. 7 Storm Drain Systems CSDP No. 7 Storm Drain Hydraulic Design Data CSDP 4 CALC SHEET FOR HYDRO CSDP 4 Hydrological Design Criteria SBVMWD High Groundwater / Pressure Zone Area

61 NOAA Atlas 14, Volume 6, Version 2 Location name: Redlands, California, USA* Latitude: , Longitude: Elevation: ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular PF_graphical Maps_&_aerials Duration 5-min 10-min 15-min 30-min 60-min 2-hr 3-hr 6-hr 12-hr 24-hr 2-day 3-day 4-day 7-day 10-day 20-day 30-day 45-day 60-day PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) 1 Average recurrence interval (years) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.19 ( ) 1.59 ( ) 1.97 ( ) 2.12 ( ) 2.28 ( ) 2.65 ( ) 2.87 ( ) 3.54 ( ) 4.17 ( ) 4.99 ( ) 5.84 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.14 ( ) 1.53 ( ) 2.06 ( ) 2.57 ( ) 2.82 ( ) 3.06 ( ) 3.58 ( ) 3.90 ( ) 4.85 ( ) 5.72 ( ) 6.84 ( ) 7.96 ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1.05 ( ) 1.47 ( ) 1.97 ( ) 2.66 ( ) 3.37 ( ) 3.75 ( ) 4.10 ( ) 4.82 ( ) 5.28 ( ) 6.62 ( ) 7.83 ( ) 9.35 ( ) 10.8 ( ) ( ) ( ) ( ) ( ) ( ) 1.01 ( ) 1.24 ( ) 1.74 ( ) 2.32 ( ) 3.15 ( ) 4.03 ( ) 4.51 ( ) 4.96 ( ) 5.86 ( ) 6.43 ( ) 8.11 ( ) 9.60 ( ) 11.5 ( ) 13.3 ( ) ( ) ( ) ( ) ( ) ( ) 1.23 ( ) 1.50 ( ) 2.10 ( ) 2.81 ( ) 3.81 ( ) 4.91 ( ) 5.57 ( ) 6.16 ( ) 7.30 ( ) 8.04 ( ) 10.2 ( ) 12.1 ( ) 14.5 ( ) 16.7 ( ) ( ) ( ) ( ) ( ) 1.01 ( ) 1.40 ( ) 1.71 ( ) 2.38 ( ) 3.18 ( ) 4.32 ( ) 5.60 ( ) 6.39 ( ) 7.10 ( ) 8.44 ( ) 9.30 ( ) 11.8 ( ) 14.1 ( ) 16.8 ( ) 19.5 ( ) ( ) ( ) ( ) ( ) 1.14 ( ) 1.58 ( ) 1.92 ( ) 2.67 ( ) 3.56 ( ) 4.83 ( ) 6.29 ( ) 7.24 ( ) 8.08 ( ) 9.62 ( ) 10.6 ( ) 13.6 ( ) 16.2 ( ) 19.3 ( ) 22.4 ( ) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS) ( ) ( ) ( ) ( ) 1.27 ( ) 1.76 ( ) 2.14 ( ) 2.97 ( ) 3.95 ( ) 5.35 ( ) 7.01 ( ) 8.13 ( ) 9.11 ( ) 10.9 ( ) 12.0 ( ) 15.4 ( ) 18.4 ( ) 22.0 ( ) 25.5 ( ) ( ) ( ) ( ) 1.00 ( ) 1.46 ( ) 2.01 ( ) 2.44 ( ) 3.37 ( ) 4.47 ( ) 6.06 ( ) 7.99 ( ) 9.34 ( ) 10.5 ( ) 12.6 ( ) 13.9 ( ) 17.9 ( ) 21.4 ( ) 25.7 ( ) 29.8 ( ) ( ) ( ) ( ) 1.10 ( ) 1.61 ( ) 2.20 ( ) 2.67 ( ) 3.69 ( ) 4.88 ( ) 6.60 ( ) 8.74 ( ) 10.3 ( ) 11.7 ( ) 14.0 ( ) 15.5 ( ) 19.9 ( ) 23.9 ( ) 28.7 ( ) 33.3 ( ) Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top

62

63

64

65 COMPOSITE CURVE NUMBER CALCULATION EXISTING DRAINAGE AREA 31,810 34,116 29,429 14,283 6,945 LAND COVER UNITS EXISTING - 1E EXISTING - 2E EXISTING - 3E EXISTING - 4E EXISTING - 5E GRASS, PERENNIAL with GOOD COVER COMMERCIAL LANDSCAPING PAVEMENT ROOF TOP CN AREA (SF) 31,810 34,116 29,429 14,283 6,945 CN AREA (SF) CN AREA (SF) CN AREA (SF) AREA-WEIGHTED CN PROPOSED DRAINAGE AREA 55,012 61,571 LAND COVER UNITS PROPOSED - 1A PROPOSED - 2A GRASS, PERENNIAL with GOOD COVER COMMERCIAL LANDSCAPING PAVEMENT ROOF TOP CN AREA (SF) 0 0 CN AREA (SF) 17,023 21,327 CN AREA (SF) 31,306 34,870 CN AREA (SF) 6,683 5,374 AREA-WEIGHTED CN * CN for Pervious Areas are determined on Figure C-3 Curve Numbers for Pervious Areas * Impervious Areas are assumed to have CN of 98.

66

67 GEOTECHNICAL EVALUATION WoodSpring Hotels Proposed WoodSpring Suites Hotel Development 1700 Orange Tree Lane Redlands, California EEI Project No. AAA March 30, 2017 Corporate Office: 2195 Faraday Avenue Suite K Carlsbad, California Ph: Fax:

68 Geotechnical Evaluation WoodSpring Hotels March 30, Orange Tree Lane, Redlands, California EEI Project No. AAA Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed drainage system are recommended on structures. Drainage patterns established at the time of fine grading should be maintained throughout the life of the proposed structures Site Runoff Considerations Stormwater Disposal Systems It is our understanding that storm water runoff at the proposed development is intended to be infiltrated into the on site subsurface soils. Accordingly, we performed percolation testing at the approximate area where subsurface infiltration is proposed in order to provide a preliminary indication of the infiltration characteristics of the onsite materials. Our testing and findings are summarized in the following sections Percolation Testing Following the drilling of exploratory borings B 1/P 1 and B 6/P 2, a 3 inch diameter perforated poly vinyl chloride (PVC) pipe was placed in the 8 inch diameter cleaned out holes, and gravel was placed around the PVC pipe. The presoaking and percolation testing was performed in general accordance with San Bernardino County Public Works Technical Guidance Document for Water Quality (WQMP, 2013). Percolation testing was performed until consistent results were obtained. The results were used to calculate the pre adjusted percolation rate for the test hole. During the presoaking process, it was observed that less than 30 minutes was required for a minimum 12 inch high column of water to seep away. Consequently, the borings were allowed to presoak and the test in the boring was run at approximate 10 minute intervals for a period of approximately two hours, when the highest and lowest readings from three consecutive readings were noted to be within 10 percent of each other. The reading obtained from the final 10 minute interval was then used to calculate the pre adjusted percolation rate for each test hole. Upon conclusion of testing, the perforated pipe was removed from the test holes and the test excavations were backfilled. We note that the percolation rate is not the same as the infiltration rate. Accordingly, the measured field percolation rate was converted to an estimated infiltration rate utilizing a reduction factor determined using the Porchet Method. The following Table 4 presents the measured percolation rate and corresponding infiltration rate calculated for the test holes. TABLE 4 Summary of Percolation Testing Location Depth (ft.) Pre Adjusted Percolation Infiltration Rate Rate (in/hr) (in/hr) B 1/P 1 ~ B 6/P 2 ~

69 November 27, 2017 Mr. Scott W. Bixler, AIA Sr. Vice President of Development WoodSpring Hotels 8261 East 21 st Street N., Suite 250 Wichita, Kansas Subject: Results of Supplemental Percolation (Infiltration) Study Proposed WoodSpring Suites Hotel Development Redlands, San Bernardino County, California EEI Project AAA References N Consulting Engineers, 2016, WMQP Site Plan, Woodspring Suites Redlands, 1700 Orange Tree Lane, Redlands, CA 92374, Sheet HYD103, dated September 11, EEI, 2017, Geotechnical Evaluation, Proposed WoodSpring Suites Hotel Development, 1700 Orange Tree Lane, Redlands, San Bernardino County, California, EEI Project AAA , dated March 30, 2017 County of San Bernardino, 2013, Public Works Technical Guidance Document for Water Quality (WQMP, 2013). Dear Mr. Bixler: Pursuant to your authorization of our proposal dated November 7, 2017, EEI has completed a Supplemental Percolation (Infiltration) Study of the subject property in Redlands, San Bernardino County, California (Site Vicinity Map-Figure 1; Aerial Site Map-Figure 2). The scope of EEI s services was to perform additonal Percolation (Infiltration) testing to provide information for onsite storm water design purposes. N Consulting Engineers has requested that additional percolation testing be conducted within the upper soils of the proposed basin area to evaluate the suitability of the subject property to accommodate an onsite storm water disposal system. Corporate Office: 2195 Faraday Ave. Suite K, Carlsbad, CA Ph: Camarillo * Carlsbad * Pleasanton * Sacramento * Reno