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Home My WebLink AboutTract Map 008/359 Lot 181-183 Protea Facility WQMP �. z Project Specific Water Quality Management Plan A Template for preparing Project Specific INQMPs for Priority Development Projects located within the Santa Margarita Region of Riverside County Project Title: PROTEA SENIOR LIVING Development NO:27350 Nicolas Road,Temecula, CA Design Review/Case No: PA15-0172/LD15-2880 _ I Contact Information: ❑ Preliminary ® Final Prepared for: PROTEA SENIOR LIVING TEMECULA,LLC Original Date Prepared:August 12, 2015 27350 Nicolas Road Temecula,CA 92591 Revision Date(s): November 16, 2015 Prepared for Compliance with Prepared by: waber Consultants, Inc. Regional Board Order No. R9-2010-0016 3711 Long Beach Blvd,Suite 1008 Long Beach,CA 90807 l562)426-8283 Project Specific Water Quality Management Plan • A Template for preparing Project Specific WQMPs for Priority Development Projects located within the Santa Margarita Region of Riverside County Project Title: PROTEA SENIOR LIVING Development No: 27350 Nicolas Road,Temecula,CA Design Review/Case No: PA15-0172/LD15-2880 �1 i Contact Information: ❑ Preliminary ® Final Prepared for: PROTEA SENIOR LIVING TEMECULA, LLC Original Date Prepared:August 12, 2015 27350 Nicolas Road Temecula, CA 92591 Revision Date(s): November 16, 2015 Prepared for Compliance with Prepared by: Waber Consultants, Inc. Regional Board Order No. 119-2010-0016 3711 Long Beach Blvd, Suite 1008 Long Beach, CA 90807 (562)426-8283 A Brief Introduction • The Municipal Separate Stormwater Sewer System (MS4) Permit'for the Santa Margarita Region (SMR) requires preparation of a Project-Specific Water Quality Management Plan (WQMP) for all Development Projects as defined in section FAA(1) of the Permit. This Project-Specific WQMP Template for Development Projects in the Santa Margarita Region has been prepared to help document compliance and prepare a WQMP submittal. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance. Section A Section B Section C -Project and Site Information •Optimize Site Utilization •Delineate Drainage •Identification of LID and Management Areas(DMAs) Hydromodification requirements,if any • Section F Section E Section D -Alternative Compliance(LID -Technical Feasibility -Technical Feasibility Waiver Program& -Implement -Implement LID BMPs Hydromodification) Hydromodification BMPs Section G Section H -Source Control BMPs -Operation,Maintenance, and Funding • t Order No.119-2010-0016,NPDES No.CAS0108766,Waste Discharge Requirements for Discharges from the MS4 Draining the County of Riverside,the Incorporated Cities of Riverside County,and the Riverside County Flood Control and Water Conservation District within the San Diego Region,California Regional Water Quality Control Board, November 10,2010. Water Quality Management Plan(WQMP) Protea Senior Living Facility • OWNER'S CERTIFICATION This Project-Specific WQMP has been prepared for Protea Senior Living Temecula, LLC by Waber Consultants, Inc. for the Protea Senior Living project. This WQMP is intended to comply with the requirements of City of Temecula for Municipal Code 8.28.500 which includes the requirement for the preparation and implementation of a Project-Specific WQMP. The undersigned,while owning the property/project described in the preceding paragraph,shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition,the property owner accepts responsibility for interim operation and maintenance of Stormwater Best Management Practices until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants,maintenance and service contractors,or any other party(or parties)having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity.The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section8.28.500). "I,the undersigned,ce��,,��4{{{ify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will transferred to future successors in interest." Owner's Sign t e / Date HGnt ✓e-A C&r ISSN !nq tci Owner's Printed Name Owner's Tit Po Lion PREPARER'S CERTIFICATION "The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control Best Management Practices in this plan meet the requirements of Regional Water Quality Control Board Order No. R9- 2010-0016 and any subsequent amendments thereto." _kJ al" Lam,.. 11/10L1 S Preparer's Signature Date rl"110L kj"EK IfiLVJQ0"1� Preparer's Printed Name Preparer's Title/Position • Preparer's Licensure: -3- Water Quality Management Plan (WQMP) Protea Senior Living Facility • Table of Contents Section A: Project and Site Information........................................................................................................6 A.1 Maps and Site Plans............................................................................................................................6 A.2 Identify Receiving Waters...................................................................................................................7 A.3 Drainage System Susceptibility to Hydromodification .......................................................................7 A.4 Additional Permits/Approvals required for the Project:.....................................................................8 Section B:Optimize Site Utilization (LID Principles)......................................................................................9 Section C: Delineate Drainage Management Areas (DMAs).......................................................................10 Section D: Implement LID BMPs.................................................................................................................13 D.1 Infiltration Applicability....................................................................................................................13 D.2 Harvest and Use Assessment............................................................................................................15 D.3 Bioretention and Biotreatment Assessment....................................................................................17 DA Other Limiting Geotechnical Conditions...........................................................................................18 D.5 Feasibility Assessment Summaries...................................................................................................18 D.6 LID BMP Sizing...................................................................................................................................19 Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs............................................20 E.1 Onsite Feasibility of Hydrologic Control BMPS..................................................................................20 E.2 Meeting the HMP Performance Standard for Small Project Sites ....................................................21 • E.3 Hydrologic Control BMP Selection....................................................................................................21 EA Hydrologic Control BMP Sizing..........................................................................................................22 E.5 Implement Sediment Supply BMPs...................................................................................................23 Section F:Alternative Compliance..............................................................................................................26 F.1 Identify Pollutants of Concern...........................................................................................................28 F.2 Stormwater Credits...........................................................................................................................29 F.3 Sizing Criteria.....................................................................................................................................29 F.4 Treatment Control BMP Selection.....................................................................................................30 F.5 Hydrologic Performance Standard—Alternative Compliance Approach..........................................30 F.6 Sediment Supply Performance Standard -Alternative Compliance .................................................31 SectionG: Source Control BMPs.................................................................................................................32 Section H: Construction Plan Checklist.......................................................................................................33 Section I: Operation, Maintenance and Funding........................................................................................35 Acronyms,Abbreviations and Definitions...................................................................................................36 • -4- Water Quality Management Plan(WQMP) Protea Senior Living Facility • List of Tables Table A.1 Identification of Receiving Waters................................................................................................7 Table A.2 Identification of Susceptibility to Hydromodification...................................................................7 TableA.3 Other Applicable Permits..............................................................................................................8 TableCA DMA Classifications.....................................................................................................................10 Table C.2 Type 'A', Self-Treating Areas.......................................................................................................10 Table C.3 Type 'B', Self-Retaining Areas......................................................................................................10 Table C.4 Type 'C',Areas that Drain to Self-Retaining Areas......................................................................11 Table C.5 Type 'D',Areas Draining to BMPs................................................................................................11 TableD.1 Infiltration Feasibility..................................................................................................................13 Table D.2 Geotechnical Concerns for Onsite Retention Table....................................................................18 Table D.3 LID Prioritization Summary Matrix..............................................................................................18 Table DA DCV Calculations for LID BMPs....................................................................................................19 TableD.5 LID BMP Sizing.............................................................................................................................19 Table E.1 LID& Hydromodification BMP Location......................................................................................21 Table E.2 Hydrologic Control BMP Sizing....................................................................................................22 Table F.1 Potential Pollutants by Land Use Type........................................................................................28 TableF.2 Stormwater Credits......................................................................................................................29 • Table F.3 Treatment Control BMP Sizing....................................................................................................29 Table F.4 Treatment Control BMP Selection...............................................................................................30 Table F.5 Offsite Hydrologic Control BMP Sizing........................................................................................31 Table G.1 Structural and Operational Source Control BMP........................................................................32 Table H.1 Construction Plan Cross-reference.............................................................................................33 List of Appendices Appendix1: Maps and Site Plans................................................................................................................43 Appendix 2: Construction Plans..................................................................................................................44 Appendix3: Soils Information.....................................................................................................................45 Appendix 4: Historical Site Conditions........................................................................................................46 Appendix 5: LID Infeasibility........................................................................................................................47 Appendix6: BMP Design Details.................................................................................................................48 Appendix7: Hydromodification..................................................................................................................49 Appendix8:Source Control ........................................................................................................................50 Appendix9:O&M........................................................................................................................................51 • Appendix 10: Educational Materials...........................................................................................................43 -5- Water Quality Management Plan(WQMP) Protea Senior Living Facility • • • -7- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section A: Project and Site Information PROJECT INFORMATION Type of Project: Commercial/Residential Planning Area: Roripaugh Estates Community Name: Roripaugh Estates Development Name: Roripaugh Estates PROJECT LOCATION Latitude& Longitude (DMS):33°22'21"N, 117°08'26"W Project Watershed and Sub-Watershed:Santa Margarita Watershed APN(s):920-100-017-0,920-100-018-1,920-100-019-2 Map Book and Page No.: Insert text here PROJECT CHARACTERISTICS Proposed or potential land use(s) Residential Proposed or Potential SIC Code(s) 8051 Area of Impervious Project Footprint(SF) 2.42 acres Total area of proposed Impervious Surfaces within the Project Limits(SF)/or Replacement 2.42 acres Total Project Area(ac) 3.67 acres • Does the project consist of offsite road improvements? ❑Y ® N Does the project propose to construct unpaved roads? ❑Y ® N Is the project part of a larger common plan of development(phased project)? ❑Y ® N Is the project exempt from HMP Performance Standards? ❑Y ® N ExISTING SITE CHARACTERISTICS Total area of existing Impervious Surfaces within the project limits(SF) Insert text here. Is the project located within any Multi-Species Habitat Conservation Plan (MSHCP Criteria ❑Y ® N Cell? If so,identify the Cell number: Insert text here. Are there any natural hydrologic features on the project site? ❑Y ® N Is a Geotechnical Report attached? ®Y ❑ N If no Geotech. Report, list the Natural Resources Conservation Service (NRCS) soils type(s) Insert text here. present on the site(A, B,C and/or D) What is the Water Quality Design Storm Depth for the project? 0.85 A.1 Maps and Site Plans When completing your Project-Specific WQMP, include a map of the Project vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2.At a minimum,your WQMP Site Plan should include the following: • Drainage Management Areas (DMAs) • Source Control BMPs . • Proposed Structural Best Management • Buildings, Roof Lines, Downspouts Practices(BMPs) • Impervious Surfaces • Drainage Path • Standard Labeling -6- Water Quality Management Plan(WQMP) Protea Senior Living Facility • • Drainage infrastructure, inlets,overflows Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Copermittee plan reviewer must be able to easily analyze your Project utilizing this template and its associated site plans and maps. A.2 Identify Receiving Waters Using Table A.1 below,list in order of upstream to downstream,the Receiving Waters that the Project site is tributary to. Continue to fill each row with the Receiving Waters 303(d) listed impairments (if any), designated Beneficial Uses,and proximity,if any,to a RARE Beneficial Use. Include a map of the Receiving Waters in Appendix 1. (http://www.waterboards.ca.,zovlsandiejzo/water issues/programs/basin olar✓) Table A.1 Identification of Receiving Waters Receiving Waters USEPA Approved 303(d) List Designated Proximity to RARE Impairments Beneficial Uses Beneficial Use Santa Gertrudis Chlorpyrifos, Copper, E. toll, Fecal coliform, MIN,AGR,IND,PROC,REC 1,REC 2, 500 feet Creek Iron,Manganese,Phosphorus WARM,WILD Murrieta Creek Chlorpyrifos, Copper, Iron, Manganese, MUN, AGR, IND, PROC, REC 2, 23 miles Nitrogen,Toxicity WARM,WILD Santa Margartia MUN, AGR, IND, REC 1, REC 2, River U Toxicity 6.0 miles (upper) WARM,COLD,WILD,RARE Santa Margarita Entercoccus, Fecal Coliform, Phosphorus, MUN, AGR, IND, REC 1, REC 2, River(Lower) Nitrogen WARM,COLD,WILD,RARE 50.5 miles • Pacific Ocean 29 miles A.3 Drainage System Susceptibility to Hydromodification Using Table A.2 below, list in order of the point of discharge at the project site down to the Santa Margarita River, each drainage system or receiving water that the project site is tributary to. Continue to fill each row with the material of the drainage system,the storm drain susceptibility using the SWCT2(Stormwater&Water Conservation Tracking Tool - htto://rivco.i3ermitrack.com/1 or Map 2 of the Hydromodification Susceptibility Documentation Report and Mapping:Santa Margarita Region (Appendix D of the SMR HMP), and the condition for exempting the drainage system, if applicable. If the exemption includes receiving waters that were not evaluated in Appendix D, provide supporting documentation in Appendix 7 to demonstrate that they classify as Engineered, Fully Hardened and Maintained (EFHM)channels, consistent with the definition provided in Appendix D. Include a map exhibiting each drainage system and the associated susceptibility in Appendix 1. Table A.2 Identification of Susceptibility to liydromodificatlon Drainage System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption Santa Gertrudis Natural Sediment NONE Creek Natural Murrieta Creek Sediment NONE • -7- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Drainage System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption Natural Santa Margartia R Tonicity NONE River(Upper) Natural Santa Margarita Fecal Coliform,Enterococcus, NONE River(Lower) Phosphorous,Nitrogen Natural Santa Margarita Eutrophic NONE Lagoon Pacific Ocean A.4 Additional Permits/Approvals required for the Project: Table A.3 Other Applicable Permits Agency Permit Required State Department of Fish and Game,1602 Streambed Alteration Agreement ❑Y ® N • State Water Resources Control Board,Clean Water Act Section 401 Water Quality Certification ❑Y ® N US Army Corps of Engineers,Clean Water Act Section 404 Permit ❑Y ® N US Fish and Wildlife,Endangered Species Act Section 7 Biological Opinion ❑Y ®N Statewide Construction General Permit Coverage ®Y ❑N Statewide Industrial General Permit Coverage ❑Y ®N Western Riverside MSHCP Consistency Approval(e.g.,1PR,DBESP) ❑Y ®N Other(please list in the space below as required) Riverside County Flood Control District ®Y ❑ N Eastern Municipal Water District Rancho California Water District If yes is answered to any of the questions above,the Copermittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. • -8- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section B: Optimize Site Utilization (LID Principles) Review of the information collected in Section 'A' will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example,constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns. Opportunities might include existing natural areas, low areas,oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for LID Bioretention BMPs), and differences in elevation (which can provide hydraulic head). Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your Low Impact Development (LID) design and explain your design decisions to others. The 2010 SMR MS4 Permit further requires that LID Retention BMPs(Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly,you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1. Site Optimization • The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints,and document compliance. Did you identify and preserve existing drainage patterns? If so, how? If not,why? The existing drainage patterns are preserved. Most of the site is covered with the proposed buildings. The remaining areas outside the building footprints are designed to preserve existing drainage patterns and drain towards the drive aisle in the middle of the development site. Did you identify and protect existing vegetation? If so,how?If not,why? Existing site is not vegetated. Did you identify and preserve natural infiltration capacity? If so, how? If not,why? Infiltration tests were performed and results indicate infiltration rates lower than 1.6 in/hr. Did you identify and minimize impervious area? If so, how? If not,why? Impervious areas have been minimized by providing landscape areas along the entire perimeter of the site. Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Most of the roof runoffs drain into the adjacent landscape areas and into the bioretention facilities. • -9- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section C: Delineate Drainage Management Areas (DMAs) Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table CA below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your Project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications. Table C.1 DMA Clasvfications DMA Name or Identification Surface Types), Area(Sq.Ft.) DMA Type Al Roof, pavement, and 41,411 C bioretention A2 Roof, landscape, and 19,902 C b[oretention A3 Roof, landscape, and 24,754 C bioretention A4 Pavement, landscape, 4,686 C and bioretention AS Pavement, landscape, 14,048 C and bioretention • 'Reference Table 2-1 In the WQMP Guidance Document to populate this column Table C.2 Iype'A',Self-Treating Areas DMA Name or Identification Area(Sq.Ft.) Stabilization Type Irrigation Type(if any) Not Applicable Table C.3 Type B', Self-Retaining Areas Self-Retaining Area Type'C'DMAs that are draining to the Self-Retaining Area Area Storm (square Depth [C]from Table Required Retention Depth DMA Post-project feet) (inches) CA= (inches) Name/ID surface type [A) 181 DMA Name/ID (c) [D] Landscape and 1 bioretention 6,796 185 Al 34,615 5.18 facility • Landscape and 2 bioretention 8,318 D.85 A2 11,584 2.03 facility - 10- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Landscape and 3 bioretention 9,626 0.85 A3 15,128 2.19 facility Landscape and �� 4 bioretention 673 0.85 A4 4,686 6.77 facility Landscape and 5 bioretention ,359 .85 5 14,048 2.73 acility [o] _ [a] + [A] ianlr C.4 .. ... . DMA Receiving Self-Retaining DMA o v E v m W iO 4 a au z �° Z Area (square a Product feet) Ratio a t � a [A] [B] [C)=[A]x[B1 D] [C)/[DI DMA name/ID ] • 1 34,615 Roof andl.0 34,615 pavement 2 11,584 Roof 1.0 11,584 3 15,128 Roof 1.0 15,128 4 4,686 Pavement 1.0 4,686 5 14,048 Pavement 1.0 14,048 Note:(See Section 3.3 of WQMP Guidance Document)Ensure that partially pervious areas draining to a Self-Retaining area do not exceed the following ratio: 2 r 1 \Impervious Fraction) (Tributary Area:Self-Retaining Area) Table C.5 Type'0',Areas Draining to BMPs DMA Name or ID BMP Name or ID Al Bioretention Basin 3 A2 Bioretention Basin 1 • A3 Bioretention Basin 2 A4 Bioretention Basins 5 -11- Water Quality Management Plan(WQMP) Protea Senior Living Facility • AS Bioretention Basin 4 Note:More than one DMA may drain to a single LID BMP,,however, one DMA may not drain to more than one.BMP.. • • - 12 - Water Quality Management Plan(WQMP) Protea Senior Living Facility Section D: Implement LID BMPs D.1 Infiltration Applicability An assessment of the feasibility of utilizing Infiltration BMPs is required for all projects, except in the following case: ❑ Harvest and Use BMPs will be implemented to address the Design Capture Volume (see the Harvest and Use Assessment below) for all Drainage Management Areas AND the project is exempt from HMP Performance Standards(Proceed to Section D.2 and Section E). If the above box remains unchecked, perform a site-specific evaluation of the feasibility of Infiltration BMPs using each of the applicable criteria identified in Chapter 3.4.1 of the WQMP Guidance Document and complete the remainder of Section D.1. Is there an infiltration concern (see discussion in Chapter 2.3.4 of the WQMP Guidance Document for further details)? ❑ Y EN If yes has been checked, both Infiltration BMPs and Hydrologic Control BMPs that include an infiltration functionalities may not be feasible for the site. It is recommended that you contact your Copermittee to verify whether or not infiltration within the Project is infeasible. Geotechnical Report • A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition,the Copermittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4. Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document?❑Y ® N Infiltration Feasibility Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.3.4. Check the appropriate box for each question and then list affected DMAs as applicable.If additional space is needed, add a row below the corresponding answer. Table DA Infiltration Feasibility Does the project site_. YES No ...have any DMAs with a seasonal high groundwater mark shallowerthan 10 feet? X If Yes,list affected DMAs: ...have any DMAs located within 100 feet of a water supply well? X If Yes,list affected DMAs: ...have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater X could have a negative impact? • If Yes,list affected DMAs: ...have measured in-situ infiltration rates of less than 1.6 inches/hour? X If Yes,list affected DMAs: - 13- Water Quality Management Plan(WQMP) Protea Senior Living Facility • ...have significant cut and/or fill conditions that would preclude In-situ testing of infiltration rates at the final X infiltration surface? If Yes,list affected DMAs: ...have any contaminated groundwater plume in the vicinity of the site? X A ...geotechnical report identifies other site-specific factors that would preclude effective and safe infiltration? X Describe here: If you answered "Yes" to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. • • - 14- Water Quality Management Plan(WQMP) Protea Senior Living Facility • D.2 Harvest and Use Assessment Please check what applies: ❑ Reclaimed water will be used for the non-potable water demands for the Project. ❑Downstream waterrights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee). ❑The Design Capture Volume(DCV)will be addressed using Infiltration Only BMPs.In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the DCV will be infiltrated or evapotranspired. If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If neither of the above criteria applies,follow the steps below to assess the feasibility of irrigation use,toilet use and other non-potable uses(e.g., industrial use). Not applicable to this project because,bioretention facilities are proposed for treatment. Irrigation Use Feasibility Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation. Use BMPs,on your site: Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used. Total Area of Irrigated Landscape: 1.25 acres • Type of Landscaping(Conservation Design or Active Turf): Active turf Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site,you may consider the site as whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces:2.42 acres Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document)with the left column of Table 2-4 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA). Enter your EIATIA factor. 1.66 Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required. Minimum required irrigated area:4.02 acres Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape(Step 1)to the minimum required irrigated area (Step 4). Minimum required irrigated area(Step 4) Available Irrigated Landscape(Step 1) • 4.02 acres 1.25 acres - 15- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Toilet Use Feasibility Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site: Step 1: Identify the projected total number of daily toilet users during the wet season,and account for any periodic shut downs or other lapses in occupancy: Projected Number of Daily Toilet Users: 100 Project Type: Residential Step 2: Identify the planned total of all impervious areas on the proposed Project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site,you may consider the Project site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces:1.09 Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 3 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA). Enter your TUTIA factor: 176 • Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required. . Minimum number of toilet users:191 Step S: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the Project by comparing the Number of Daily Toilet Users(Step 1)to the minimum required number of toilet users(Step 4). Minimum required Toilet Users(Step 4) Projected number of toilet users(Step 1) 191 100 Other Non-Potable Use Feasibility Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)?See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A. N/A Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the Wet Season and accounting for any periodic shutdowns or other lapses in occupancy or operation. Average Daily Demand: N/A Step 2: Identify the planned total of all impervious areas on the proposed Project from which runoff • might be feasibly captured and stored for the identified non-potable use. Depending on the configuration of buildings and other impervious areas on the site,you may consider the Project - 16- Water Quality Management Plan(WQMP) Protea Senior Living Facility • site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces:N/A Step 3: Enter the Design Storm Depth for the Project site(see Exhibit A) into the left column of Table 2- 5 in Chapter 2 to determine the minimum demand for non-potable uses of stormwater runoff per tributary impervious acre. Enter the factor from Table 2-3:N/A Step 4: Multiply the unit value obtained from Step 4 by the total of impervious areas from Step 3 to develop the minimum gpd of non-potable use that would be required. Minimum required use:N/A Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the Project by comparing the Number of Daily Toilet Users (Step 1),to the minimum required number of toilet users(Step 4). Minimum required non-potable use(Step 4) Projected average daily use (Step 1) N/A N/A If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum • values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment BMPs, unless a site-specific analysis has been completed that demonstrates technical infeasibility as noted in D.3 below. D.3 Bioretention and Biotreatment Assessment Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.3 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning. Select one of the following: ® LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the Project as noted below in Section DA ❑ A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee with jurisdiction over the Project site to discuss this option. Proceed to Section E to document your alternative compliance measures. • - 17- Water Quality Management Plan(WQMP) Protea Senior Living Facility D.4 Other Limiting Geotechnical Conditions Onsite retention may not be feasible due to specific geotechnical concerns identified in the Geotechnical Report. If any,describe below. If no,write N/A: Measured in-situ percolation rate< 1.6 in/hr. Infiltration measured rate onsite is very low and will not allow infiltration to occur per WQMP requirements. Table D.2 Geotechnical Concerns for Onsite Retention Table Type of Geotechnical Concern DMAs Feasible(By Name or ID) DMAs infeasible(By Name or Collapsible Soil Expansive Soil All Slopes Liquefaction Other I Infiltration All due to very low infiltration rates D.5 Feasibility Assessment Summaries From the Infiltration, Harvest and Use,Bioretention and Biotreatment Sections above,complete Table D.3 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy. • Table D.3 LID Prioritization Summary Matrix LID BMV Hierarchy No LID DMA (Alternative Name/ID 1. Infiltration 2. Harvest and use 3. Bioretention 4. Blotreatment Compliance) A-1 ❑ ❑ ® ❑ ❑ A-2 ❑ ❑ ® ❑ ❑ A-3 ❑ ❑ A-4 Lj A-5 I El ❑ For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5,and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered. Bioretention basins with underdrains are provided as BMPs for all the DMAs. WQMP site plan provides locations and sizing of each bioretention BMP in each DMA. • - 18- Water Quality Management Plan(WQMP) Protea Senior Living Facility • D.6 LID BMP Sizing Each LID BMP must be designed to ensure that the DCV will be addressed by the selected BMPs. First, calculate the DCV for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee with jurisdiction over the Project site. Utilize the worksheets found in the LID BMP Design Handbook or consult with the Copermittee to assist you in correctly sizing your LID BMPs.Complete Table DA below to document the DCV and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6.You may add additional rows to the table below as needed. Table DA DCV Calculations for LID BMPs Post- DMA DMA Project Effective DMA Areas x DMA (square Surface Impervious Runoff Runoff Enter BMP Name/Identifier Here Type/ID feet) Type Fraction,If Factor Factor [A] [B] L F [A] x [C] A-1 41,411 Mixed 0.77 0.57 23,604 A-2 19,902 Mixed 0.57 0.39 7,762 A-3 24,754 Mixed 0.59 0.40 9,902 • Proposed A-4 4,686 Mixed 0.86 0.69 3,233 Design Volume A-5 14,048 Mixed 0.55 0.60 8,429 Storm on Plans Depth DCV,VBMP(cubic (cubic (in) feet) eer) AT=Y[A] F= [DI [E] ID Ix[EI 159,862 52,930 0.85 [F1 = 12 3.749 [G]4,044 [B],[C]is obtained as described in Section 2.5 of the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document [G]is obtained from a design procedure sheet,such as in LID BMP Design Handbook and placed in Appendix 6 Each LID BMP must be designed to ensure that the Design Capture Volume (DCV)will be addressed by the selected BMPs. First,calculate the Design Capture Volume for each LID BMP using the 'VBMP worksheet in Appendix F of the LID BMP Design Handbook.Second,design the LID BMP to meet the required VBMP using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee. Complete Table D.5 below to document the Design Capture Volume and the Proposed Volume for each LID BMP.You can add rows to the table as needed.Alternatively,the Santa Margarita Hydrology Mode[ (SMRHM) can be used to size LID BMPs to address the DCV and, if applicable,to size Hydrologic Control BMPs to meet the Hydrologic Performance Standard of the SMR HMP, as identified in Section E. Table D.5 • BMP Name/ DMA No. BMP Type/Description Design Capture Proposed Volume ID I Volume (ft3) (ft3) - 19 - Water Quality Management Plan (WQMP) Protea Senior Living Facility • Bioretention A-2 Bioretention Basin 550 578 Basin 1 Bioretention A-3 Bioretention Basin 701 827 Basin 2 Bioretention A-1 Bioretention Basin 1,672 1,802 Basin 3 Bioretention A-5 Bioretention Basin 597 626 Basin 4 Bioretention A-4 Bioretention Basin 229 336 Basin 5 Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs If a completed Table A.2 demonstrates that the project is exempt from HMP Performance Standards, specify N/A of proceed to Section F, if applicable, and Section G. EA Onsite Feasibility of Hydrologic Control BMPs • An assessment of the feasibility of implementing onsite Hydrologic Control BMPs is required for all projects. Select one of the following: ®Yes—The implementation of Hydrologic Control BMPs is feasible onsite. (Proceed to Step E.3 and Step E.4) - Or - ❑ No—The project site is larger than one acre and the implementation of Hydrologic Control BMPs is not feasible onsite. (Proceed to Step E.5 and Step F forAlternative Compliance upon approval of the Technical Feasibility Assessment by the Copermittee) ❑ No—The project site is smaller than one acre and the implementation of Hydrologic Control BM Ps is not feasible onsite. (Proceed to Step E.2) If the reasons for infeasibility are different from those listed in Section D.1,describe the technical or spatial reasons that preclude the implementation of onsite Hydrologic Control BMPs. If none,write N/A: N/A Approval of the condition for infeasibility, if any, is required by the Copermittee. Has the condition for infeasibility been approved by the Copermittee? • ® Y N F] N/A - 20- Water Quality Management Plan(WQMP) Protea Senior Living Facility • E.2 Meeting the HMP Performance Standard for Small Project Sites Select one of the following: ®yes—The project site is equal to or larger than one acre. (Proceed to Step E.3, Step E.4, and Step E.5) - Or - ❑ No—The project site is less than one acre. (Follow the remainder of Step E.2) Only a Simplified Technical Feasibility Study is required from the applicant. Complete the Simplified Technical Feasibility Study in Appendix 7, which must include, at a minimum, the soil conditions at the PDP,a demonstration of the lack of available space for onsite Hydrologic Control BMPs, an explanation of prohibitive costs to implement Hydrologic Control BMPs, and a written opinion from a Registered Geotechnical Engineer identifying the infeasibility due to geotechnical concerns. Select one of the following: ®yes—Onsite Hydrologic Control BMPs are feasible. (Proceed to Step E., Step E.4, and Step E.5) - Or - ❑ No — Onsite Hydrologic Control BMPs are not feasible per the Simplified Technical Feasibility • Study. (Proceed to Section E.5 for Sediment Supply Performance Standard and Section F for Alternative Compliance) E.3 Hydrologic Control BMP Selection Capture of the DCV and achievement of the Hydrologic Performance Standard may be met by combined and/or separate structural BMPs.Similarly,compliance with the two identified requirements may be fully or partially achieved onsite. For each DMA, identify in Table EA if the DCV is fully or partially captured onsite, if the Hydrologic Performance Standard is fully or partially met onsite (by using the SMRHM identified in Step EA), and if structural BMPs for compliance with the LID requirement and the Hydrologic Performance Standard are combined. Table E.1 LID& Hydromadification BMP Location DMA LID BMP Hydrologic Control Combined BMP type and ID BMP BMP ® Onsite ❑ Partially ® Onsite Onsi ❑ Partially Yes Al ❑ Off site Onsite ® No s Bioretention Basin#3 ❑ None ❑ Offsite Required ❑ None Required - 21- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Onsite H Onsite ❑ Partially ❑ Partially A2 Onsite Onsite ❑Yes Bioretention Basin#1 ❑Offsite ❑ Offsite ® No ❑ None ❑ None Required Required ®Onsite Onsite ❑ Partially Onsite A3 E)Offsite❑Partially Onsite ❑Offsite ❑Yes Bioretention Basin#2 ❑ None Required ❑ None Required ® No ®Onsite ®Onsite ❑❑ Partially Onsite Partially Onsite A4 ❑Mite ❑Yes Bioretention Basin#4,5,and 6 ❑ None Required ❑ None Required ® No For each DMA provide a narrative describing if the DCV and the Hydrologic Performance Standard are to be fully managed onsite. If not, the narrative should detail how and where offsite structural BMPs will achieve management of the DCV and the Hydrologic Performance Standard. Al—The DCV and the Hydrologic Performance Standard to be fully managed onsite. A2—The DCV and the Hydrologic Performance Standard to be fully managed onsite. • A3—The DCV and the Hydrologic Performance Standard to be fully managed onsite. A4—The DCV and the Hydrologic Performance Standard to be fully managed onsite. EA Hydrologic Control BMP Sizing Each Hydrologic Control BMP must be designed to ensure that the flow duration curve of the post- development DMA will not exceed that of the pre-existing, naturally occurring, DMA by more than ten percent over a one-year period. Using SMRHM, the applicant shall demonstrate that the performance of each designed Hydrologic Control BMP complies with the Hydrologic Performance Standard. Complete Table E.2 below and identify, for each DMA, the type of Hydrologic Control BMP, if the SMRHM model confirmed the management (Identified as "passed" in SMRHM), the total volume capacity of the Hydrologic Control BMP,the Hydrologic Control BMP footprint at top floor elevation, and the drawdown time of the Hydrologic Control BMP. SMRHM summary reports should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM.You can add rows to the table as needed. TAIL E 2 BMP Name/ DM BMP Type/Description SMRHM BMP Volume BMP Drawdown ID A Passed (ac-ft) Footprint(ac) time (hr) No. Bioretention A-1 Bioretention Basin ❑ 0.041 0.082 30 • Basin#3 -22 - Water Quality Management Plan(WQMP) Protea Senior Living Facility • Bioretention A-2 Bioretention Basin U 0.013 0.026 30 Basin #1 Bioretention A-3 Bioretention Basin 0.019 0.038 30 Basin#2 Bioretention A-4 Bioretention Basin 0.008 0.016 30 Basin #5 Bioretention A-5 Bioretention Basin 0.014 0.028 30 Basin #4 E.5 Implement Sediment Supply BMPs The applicant may refer to ,Section 2.3 of the SMR HMP for a comprehensive description of the methodology to meet the Sediment Supply Performance Standard. Complete the following steps to determine compliance with the Sediment Supply Performance Standard: Step 1: Identify if the site is a.Significant Source of Bed Sediment Supply to the receiving channel N/A TO THIS PROJECT ❑ Step 1.A—Is the Bed Sediment of onsite streams similar to that of receiving streams? Rate the similarity: ❑ High • ❑ Medium ❑ Low Results from the geotechnical and sieve analysis to be performed both onsite and in the receiving channel should be documented in Appendix 7. Of particular interest,the results of the sieve analysis,the soil erodibility factor, a description of the topographic relief of the project area, and the lithology of onsite soils should be reported in Appendix 7. ❑ Step 1.13—Are onsite streams capable of delivering Bed Sediment Supply from the site, if any, to the receiving channel? Rate the potential: ❑ High ❑ Medium ❑ Low Results from the analyses of the sediment delivery potential to the receiving channel should be documented in Appendix 7 and identify,at a minimum,the Sediment Source,the distance to the receiving channel, the onsite channel density, the project watershed area, the slope, length, land use, and rainfall intensity. • ❑ Step 1.0—Will the receiving channel adversely respond to a change in Bed Sediment Load? - 23- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Rate the need for bed sediment supply: ❑ High ❑ Medium ❑ Low Results from the in-stream analysis to be performed both onsite should be documented in Appendix 7. The analysis should, at a minimum, quantify the bank stability and the degree of incision, provide a gradation of the Bed Sediment within the receiving channel,and identify if the channel is sediment supply- limited. ❑ Step 1.D—Summaryof Step 1 Summarize in Table E.3 the findings of Step 1 and associate a score(in parenthesis)to each step.The sum of the three individual scores determines if a stream is a significant contributor to the receiving stream. • Sum is equal to or greater than eight-Site is a significant source of sediment bed material —all on-site streams must be preserved or by-passed within the site plan.The applicant shall proceed to Step 2 for all onsite streams. • Sum is greater than five but lower than eight. Site is a source of sediment bed material— some of the on-site streams must be preserved (with identified streams noted). The applicant shall proceed to Step 2 for the identified streams only. • • Sum is equal to or lowerthan five.Site is not a significant source of sediment bed material. The applicant may advance to Section F. Table E.3 Triad Assessment Summary Step Rating Total Score I.A ❑ High (3) ❑ Medium (2) ❑ Low(1) 1.8 ❑ High (3) ❑ Medium (2) ❑ Low(1) I.0 ❑ Hi (3) ❑ Medium (2) ❑ Low(1) Significant Source Rating of Bed Sediment to the receiving channel(s) Step 2: Preservation of Identified Onsite Channels Onsite streams identified as a Significant Source of Bed Sediment should be avoided in the site design. Check one of the following: ❑ The site design does avoid all onsite channels identified as a Significant Source of Bed Sediment (The applicant may disregard subsequent steps of Section E.5 and directly advance directly to Section F.) - Or - ❑ The site design does NOT avoid all onsite channels identified as a Significant Source of Bed Sediment • (The applicant may proceed with the subsequent steps of Section E.5). -24- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Provide in Appendix 7 a site map that identifies all onsite channels and highlights those onsite channels that were identified as a Significant Source of Bed Sediment.The site map shall demonstrate, if feasible, that the site design avoids those onsite channels identified as a Significant Source of Bed Sediment. In addition, the applicant shall describe the characteristics of each onsite channel identified as a Significant Source of Bed Sediment. If the design plan cannot avoid the onsite channels, please provide a rationale for each channel individually. Identified Channel#1 - Insert narrative description here Identified Channel #2 - Insert narrative description here Identified Channel #3- Insert narrative description here Step 3: By-Pass of Upstream Drainage(s)to Preserve the discharge of Bed Sediment Supply to the receiving channel(s) Onsite channels identified as a Significant Source of Bed Sediment Supply should be by-passed the discharge of Bed Sediment Supply to the receiving channel(s). Check one of the following: ❑ The site design does avoid and/or bypass all onsite channels identified as a source of Bed Sediment Supply(The applicant may directly advance to Section F.) • - Or - ❑ The site design does NOT avoid or by-pass all onsite channels identified as a source of Bed Sediment Supply(The applicant may proceed to on Alternative Approach, as defined in Section F). Provide in Appendix 7 a site map that identifies all onsite channels and highlights those onsite channels that were identified as a Significant Source of Bed Sediment Supply. The site map shall demonstrate, if feasible,that the site design avoids or by-passes those onsite channels of significant Bed Sediment Supply to the receiving channel(s). In addition, the applicant shall describe the characteristics of each onsite channel identified as a Significant Source of Bed Sediment Supply. If the design plan cannot avoid or by- pass the onsite channels, please provide a rationale for each channel individually. Identified Channel#1 - Insert narrative description here Identified Channel#2 - Insert narrative description here Identified Channel#3 - Insert narrative description here • - 25- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section F: Alternative Compliance LID BMPs and Hydrologic Control BMPs are expected to be feasible on virtually all projects.Where LID BMPs and/or Hydrologic Control BMPs have been demonstrated to be infeasible as documented in Section D and/or Section E, respectively, other Treatment Control BMPs or alternative compliance approaches must be used (subject LID waiver and/or.HMP alternative compliance approval by the Copermittee). In addition, if supporting documentation demonstrates the infeasibility to implement Sediment Supply BMPs onsite(See Section E.5),the applicant may refer to Section F.5. Check one of the following boxes: ®LID Principles, LID BMPs, Hydrologic Control BMPs,and Sediment Supply BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed. - Or - ❑ LID Principles and LID BMPs have NOT been incorporated into the site design to fully address the LID requirements for all Drainage Management Areas AND HMP Performance Standards are not fully addressed in the following Drainage Management Areas. • o The following Drainage Management Areas are unable to be addressed using LID BMPs. A site specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Copermittee and included in Appendix 5.The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs,are fully mitigated.The applicant should complete Section F.1,Section F.2, and Section F.3,as applicable. o A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have completed the Simplified Technical Feasibility Study.The applicant should complete Section F.5 and/or Section F.6, as applicable. List DMAs Here. - Or - ❑ LID Principles and LID BMPs have been incorporated into the site design to fully address the DCV for all Drainage Management Areas. However, HMP Performance Standards are not fully • addressed in the following Drainage Management Areas.A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have - 26- Water Quality Management Plan (WQMP) Protea Senior Living Facility • completed the Simplified Technical Feasibility.The applicant should complete Section F.5 and/or Section F.6,as applicable. List DMAs Here. • • _27_ Water Quality Management Plan(WQMP) Protea Senior Living Facility • F.1 Identify Pollutants of Concern Utilizing Table A.1 from Section A above which noted your project's Receiving Waters and their associated USEPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table F.1 below. If the identified General Pollutant Categories are the same as those listed for your Receiving Waters,then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs. Table FA Potential Pollutants by Land Use Type Priority Development General Pollutant Categories Project Categories an"or Toxic Project Features (check those Bacterial Metals Nutrients Pesticides Organic Sediments Trash & Oil & that apply) Indicators Compounds Debris Grease El Development Residential P N P P N P P P Development ® Attached Residential P N P P N P P P(2) Development ❑ Commercial/Industrial P(3) P Plt) PO) Pis) PI'I P P Development ❑ Automotive Repair N P N N Pu,5) N P P Shops • ❑ Restaurants p N N N N N P P (>5,000 ft2) ❑ Hillside Development P N P P N P P P (>5,000 ft2) ® Parking Lots Pie) P Po) PO) p(4) P(') P P (>5,000 ft2) ❑ Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) of Concern P=Potential N=Not Potential )')A potential Pollutant if non-native landscaping exists or is proposed onsite,otherwise not expected (2)A potential Pollutant if the project includes uncovered parking areas,otherwise not expected (3)A potential Pollutant is land use involving animal waste (4)Specifically petroleum hydrocarbons (5)Specifically solvents (6)Bacterial indicators are routinely detected in pavement runoff • - 28- Water Quality Management Plan(WQMP) Protea Senior Living Facility F.2 Stormwater Credits Projects that cannot implement LID BMPs but nevertheless implement Smart Growth Principles are potentially eligible for Stormwater Credits. Utilize Table 3-7 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable,write N/A. Table F.2 Stormwater Credits Qualifying Project Categories Credit Percentage2 N/A Total Credit Percentage' 2Cannot Exceed 50% 20btain corresponding dota from Table 3-7 in the WQMP Guidance Document F.3 Sizing Criteria After you appropriately considered Stormwater Credits for your Project, utilize Table F.3 below to appropriately size them to the DCV, or Design Flow Rate,as applicable. Please reference Chapter 3.5.5 of the WQMP Guidance Document for further information. N/A TO THIS PROJECT • Table F.3 Treatment Control BMP Sizing Post- DMA Project Effective DMA DMA x DMA (square Surface Impervious Runoff Runoff Enter BMP Name/Identifier Here Type/ID feet) Type Fraction, If Factor Factor [A] [ES] [c] [A] x[C] -. — — Proposed Volume Total Storm or Flow Design Minimum DCV Water on Plans Storm or Design Flow Credit % (cubic Depth Rate (cubic Reduction feet or (in) eet or cfs) cfs) AT 1= [D] [E) [F] = [Dlx[E] [F] X(1-[HI) II] F[A] [G] [B],[C]is obtained as described in Section 2.5 from the WQMP Guidance Document [El is obtained from Exhibit A in the WQMP Guidance Document [G]is for Flow-Based Treatment Control BMPs[G]=43,560,for Volume-Based Control Treatment BMPs,[G]=12 [H]is from the Total Stormwater Credit Percentage as Calculated from Table E.2 above [I]as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 • -29- Water Quality Management Plan (WQMP) Protea Senior Living Facility • F.4 Treatment Control BMP Selection Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential Pollutants in runoff, but do not sustain significant biological processes.Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below: • High: equal to or greater than 80% removal efficiency • Medium: between 40%and 80% removal efficiency Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1. N/A TO THIS PROJECT Table F.4 Treatment Control BMP Selection Selected Treatment Control BMP Priority Pollutant(s)of Removal Efficiency Name or ID' Concern to Mitigate' Percentage; Treatment Control BMPs must not be constructed within Receiving Waters.In addition,a proposed Treatment Control BMP maybe listed more than once if they possess more than one qualifying pollutant removal efficiency. r Cross Reference Table E.1 above to populate this column. 'As documented in a Copermittee Approved Study and provided in Appendix 6. • F.5 Hydrologic Performance Standard — Alternative Compliance Approach Alternative compliance options are only available if the governing Copermittee has acknowledged the infeasibility of onsite Hydrologic Control BMPs and approved an alternative compliance approach. Attach to Appendix 7 the Technical Feasibility Study(Projects equal or greater than one acre) or Simplified Technical Feasibility Study(Projects less than one acre)along with a written approval from the Copermittee. The applicant may refer to Section 2.2.iv of the SMR HMP for extensive guidelines on the alternative compliance approach. Select the pursued alternative and describe the specifics of the alternative: ❑ Offsite Hydrologic Control Management within the same channel system N/A ❑ In-Stream Restoration Project N/A For Offsite Hydrologic Control BMP Option • Each Hydrologic Control BMP must be designed to ensure that the flow duration curve of the post- development DMA will not exceed that of the pre-existing, naturally occurring, DMA by more than ten percent over a one-year period. Using SMRHM,the applicant shall demonstrate that the performance of - 30- Water Quality Management Plan(WQMP) Protea Senior Living Facility • each designed Hydrologic Control BMP is equivalent with the Hydrologic Performance Standard for onsite conditions.Complete Table F.4 below and identify,for each Hydrologic Control BMP,the equivalent DMA the Hydrologic Control BMP mitigates,that the SMRHM model passed,the total volume capacity of the BMP,the BMP footprint at top floor elevation,and the drawdown time of the BMP. SMRHM summary reports for the alternative approach should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM. You can add rows to the table as needed. N/A TO THIS PROJECT Table F.5 Offsite Hw BMP Name/Type Equivalent SMRHM BMP Volume BMP Drawdown DMA(ac) Passed (ac-ft) Footprint(ac) time(hr) TT- For Instream Restoration Option Attach to Appendix 7 the technical report detailing the condition of the receiving channel subject to the proposed hydrologic and sediment regimes. Provide the full design plans for the in-stream restoration project that have been approved by the Copermittee. • F.6 Sediment Supply Performance Standard - Alternative Compliance The alternative compliance option to the Sediment Supply Performance Standard is only available if the governing Copermittee has approved the investigation of alternative Bed Sediment Supply options. Attach to Appendix 7 the Technical Feasibility Study,along with the modeling analysis,the long-term monitoring program,and the potential corrective actions,that demonstrate the performance of the overall alternative compliance program.The applicant may refer to Section 2.3.ii of the SMR HMP for extensive guidelines on the alternative compliance approach. Provide a narrative describing the alternative Bed Sediment Supply approach, including the long-term monitoring program and the findings of the numerical modeling. N/A to this project. -31- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section G: Source Control BMPs Source Control BMPs include permanent, structural features that may be required in your Project plans —such as roofs over and berms around trash and recycling areas—and Operational BMPs,such as regular sweeping and "housekeeping", that must be implemented by the site's occupant or user. The Maximum Extent Practicable (MEP) standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective structural BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site: 1. Identify Pollutant Sources:Review Column 1 in the Pollutant Sources/Source Control Checklist.Check off the potential sources of Pollutants that apply to your site. 2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1. 3. Prepare a Table and Narrative:Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of Pollutants on your site(from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs • (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs. 4. Identify Operational Source Control BMPs:To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented;the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site. Table G.1 Structural and operational Source Control BMP Potential Sources of Runoff Operational Source Control BMPs Pollutants Structural Source Control BMPs Bacterial Indicators Bioretention, storm drain Housekeeping practices, building signage,trash storage area & grounds maintenance, parking area maintenance, landscape maintenance, drainage system maintenance Metals Bioretention, storm drain Housekeeping practices, building signage,trash storage area I &ground maintenance -32- Water Quality Management Plan(WQMP) Protea Senior Living Facility . Nutrients Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Pesticides Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Toxic Organic Compounds Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Sediments Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Trash & Debris Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Oil &Grease Bioretention, storm drain Housekeeping practices, building signage,trash storage area &ground maintenance Section H: Construction Plan Checklist Populate Table HA below to assist the plan checker in an expeditious review of your project.The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP. Table H.1 Construction Plan Cross-reference BMP No..or ID BMP Identifier and Description Corresponding Plan Sheet(s) Bioretention Bioretention Basin#1 C13 basin 1 Bioretention Bioretention Basin#2 C13 basin 2 Bioretention Bioretention Basin#3 C13 basin 3 Bioretention Bioretention Basin#4 C13 basin 4 Bioretention Bioretention Basin#5 C13 basin 5 Bioretention Bioretention Basin#6 C13 basin 6 Note that the updated table—or Construction Plan WQMP Checklist—is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. The Copermittee with -33- Water Quality Management Plan(WQMP) Protea Senior Living Facility • jurisdiction over the Project site can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. • • -34- Water Quality Management Plan(WQMP) Protea Senior Living Facility Section I: Operation, Maintenance and Funding The Copermittee with jurisdiction over the Project site will periodically verify that BMPs on your Project are maintained and continue to operate as designed.To make this possible, the Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP: 1. A means to finance and implement maintenance of BMPs in perpetuity, including replacement cost. 2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred.A warranty covering a period following construction may also be required. 3. An outline of general maintenance requirements for the Stormwater BMPs you have selected. 4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system. S. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized Operations and Maintenance or inspections but will require typical landscape maintenance as noted in Chapter 5, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas. • The Copermittee with jurisdiction over the Project site will also require that you prepare and submit a detailed BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required. Details of these requirements and instructions for preparing a BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document. Maintenance Mechanism: Ownershall perform maintenance when there is standing water for more than 72 hours and trash and debris accumulation. Will the proposed BMPs be maintained by a Homeowners' Association (HOA) or Property Owners Association (POA)? DY ® N Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10. • - 35- Water Quality Management Plan(WQMP) Protea Senior Living Facility Acronyms, Abbreviations and Definitions 2010 SMR MS4 Order No.R9-2010-0016,an NPDES Permit issued by the San Diego Permit Regional Water Quality Control Board. Applicant Public or private entity seeking the discretionary approval of new or replaced improvements from the Copermittee with jurisdiction over the project site.The Applicant has overall responsibility for the implementation and the approval of a Priority Development Project.The WQMP uses consistently the term"user' to refer to the applicant such as developer or project proponent. The WQMP employs also the designation "user' to identify the Registered Professional Civil Engineer responsible for submitting the Pr ject S ecific WQMP,and designing the required BMPs. Best Management Defined in 40 CFR 122.2 as schedules of activities, prohibitions of Practice (BMP) Practices, maintenance procedures, and other management practices to prevent or reduce the pollution of waters of the United States. BMPs also include treatment requirements, operating procedures and practices to control plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. In the case of municipal storm water permits, BMPs are typically used in place of numeric effluent limits. • BMP Fact Sheets BMP Fact Sheets are available in the LID BMP Design Handbook. Individual BMP Fact Sheets include sitting considerations, and design and sizing guidelines for seven types of structural BMPs (infiltration basin, infiltration trench, permeable pavement, harvest-and-use,bioretention, extended detention basin, and sand filter). California Publisher of the California Stormwater Best Management Practices Stormwater Quality Handbooks,available at Association (CASQA) www.cabmvhandbooks.com Conventional A type of BMP that provides treatment of stormwater runoff. Treatment Control Conventional treatment control BMPs, while designed to treat BMP particular Pollutants, typically do not provide the same level of volume reduction as LID BMPs, and commonly require more specialized maintenance than LID BMPs. As such, the 2010 SMR MS4 Permit and this WQMP require the use of LID BMPs wherever feasible, before Conventional Treatment BMPs can be considered or implemented. Copermittees The 2010 SMR MS4 Permit identifies the Cities of Murrieta, Temecula, and Wildomar, the County, and the District, as Co ermittees for the SMR. County The abbreviation refers to the County of Riverside in this document. -36- Water Quality Management Plan(WQMP) Protea Senior Living Facility . CEQA California Environmental Quality Act-a statute that requires state and local agencies to identify the significant environmental impacts of their actions and to avoid or mitigate those impacts, if feasible. CIMIS Califomia Irrigation Management Information System-an integrated network of 118 automated active weather stations all over California managed by the California Department of Water Resources. CWA Clean Water Act-is the primary federal law governing water pollution. Passed in 1972, the CWA established the goals of eliminating releases of high amounts of toxic substances into water,eliminating additional water pollution by 1985, and ensuring that surface waters would meet standards necessary for human sports and recreation by 1983. CWA Section 402(p) is the federal statute requiring NPDES permits for discharges from MS4s. CWA Section 303(d) Impaired water in which water.quality does not meet applicable Waterbody water quality standards and/or is not expected to meet water quality standards,even after the application of technology based pollution controls required by the CWA.The discharge of urban runoff to these water bodies by the Copermittees is significant because these discharges can cause or contribute to violations of • applicable water quality standards. Design Storm The 2010 SMR MS4 Permit has established the 85th percentile,24- hour storm event as the "Design Storm".The applicant may refer to Exhibit A to identify the applicable Design Storm Depth (D85) to the project. DCV Design Capture Volume (DCV) is the volume of runoff produced from the Design Storm to be mitigated through LID Retention. BMPs,Other LID BMPs and Volume Based Conventional Treatment BMPs, as appropriate. Design Flow Rate The design flow rate represents the minimum flow rate capacity that flow-based conventional treatment control BMPs should treat to the MEP, when considered. DCIA Directly Connected Impervious Areas- those impervious areas that are hydraulically connected to the MS4 (i.e. street curbs,catch basins, storm drains, etc.) and thence to the structural BMP without flowing over pervious areas. Discretionary A decision in which a Copermittee uses its judgment in deciding Approval Whether and how to carry out or approve a project. District Riverside County Flood Control and Water Conservation District. DMA A Drainage Management Area-a delineated portion of a project site that is hydraulically connected to a common structural BMP or conveyance point. The Applicant may refer to Section 3.3 for • further guidelines on how to delineate DMAs. - 37- Water Quality Management Plan (WQMP) Protea Senior Living Facility • Drawdown Time Refers to the amount of time the design volume takes to pass through the BMP.The specified or incorporated drawdown times are to ensure that adequate contact or detention time has occurred for treatment, while not creating vector or other nuisance issues. It is important to abide by the drawdown time requirements stated in the fact sheet for each specific BMP. Effective Area Area which 1) is suitable for a BMP (for example, if infiltration is potentially feasible for the site based on infeasibility criteria, infiltration must be-allowed over this area) and 2) receives runoff from impervious areas. ESA An Environmental Sensitive Area (ESA) designates an area "in which plants or animals life or their habitats are either rare or especially valuable because of their special nature or.role in an ecosystem and which would be easily disturbed or degraded by human activities and developments". (Reference: California Public Resources Code §30107.5). ET Evapotranspiration (ET).is the loss of water to the atmosphere by the combined processes of evaporation (from soil and plant surfaces)and transpiration (from plant tissues). It is also an indicator of how much water crops, lawn,garden, and trees need for healthy growth and productivity FAR The Floor Area Ratio (FAR) is the total square feet of a building • divided by the total square feet of the lot the building is located on. Flow-Based BMP Flow-based BMPs are conventional treatment control BMPs that are sized to treat the design flow rate. Fppp Facility Pollution Prevention Plan HCOC Hydrologic Condition of Concern - Exists when the alteration of a site's. hydrologic regime caused by development would cause significant impacts on downstream channels and aquatic habitats, alone or in conjunction with impacts of other projects. HMP Hydromodification Management Plan-Plan defining Performance Standards for PDPs to manage increases in runoff discharge rates and durations. Hydrologic Control BMP to mitigate the increases in runoff discharge rates and BMP durations and meet the Performance Standards set forth in the HMP. MSG Hydrologic Soil Groups - soil classification to indicate the minimum rate of infiltration obtained for bare soil after prolonged wetting. The HSGs are A (very low runoff potential/high infiltration rate), B, C, and D (high runoff potential/very low infiltration rate • - 38- Water Quality Management Plan(WQMP) Protea Senior Living Facility • Hydromoditieation The 2010 SMR MS4 Permit identifies that increased volume, velocity, frequency and discharge duration of storm water runoff from developed. areas has the potential to greatly accelerate downstream erosion, impair stream habitat in natural drainages, and ne ativ Iy impact beneficial uses. JRMP A separate Jurisdictional Runoff Management Plan QRMP) has been developed by each Copermittee and identifies the local programs and activities that the Copermittee is implementing to meet the 2010 SMR MS4 Permit requirements. LID Low Impact Development(LID)is a site design strategy with a goal of maintaining or replicating the pre-development hydrologic regime through the use of design techniques. LID site design BMPs help preserve and restore the natural hydrologic cycle of the site, allowing for filtration and infiltration which can greatly reduce the volume,peak flow rate,velocity,and pollutant loads of storm water runoff. LID BMP A type of stormwater BMP that' is based upon Low Impact Development concepts.LID BMPs not only provide highly effective treatment of stormwater runoff, but also yield potentially significant reductions in runoff volume-helping to mimic the pre- project hydrologic regime, and also require less ongoing maintenance than Treatment Control BMPs. The applicant may • refer to Chapter 2. LID BMP Design The LID BMP Design Handbook was developed by the Handbook Copermittees to provide guidance for the planning, design and maintenance of LID BMPs which may be used to mitigate the water quality impacts of PDPs within the County. LID Bioretention BMP LID,Bioretention BMPs are bioretention areas are vegetated (i.e., landscaped) shallow depressions that provide storage, infiltration, and evapotranspiration, and provide for pollutant removal (e.g., filtration, adsorption, nutrient uptake) by filtering stormwater through the vegetation and soils. In bioretention areas,pore spaces and organic material in the soils help to retain water in the form of soil moisture and to promote the adsorption of pollutants (e.g., dissolved metals and petroleum hydrocarbons) into the soil matrix. Plants use soil moisture and promote the drying of the soil through transpiration. The 2010 SMR MS4 Permit defines "retain" as to keep or hold in a particular place,condition,or position without discharge to surface waters. LID Biotreatment BMPs that reduce stormwater pollutant discharges by intercepting BMp rainfall on vegetative canopy, and through incidental infiltration and/or evapotranspiration, and filtration, and other biological and chemical processes. As stormwater passes down through the • planting soil, pollutants are filtered, adsorbed, biodegraded, and sequestered by the soil and plants, and collected through an underdrain. -39- Water Quality Management Plan(WQMP) Protea Senior Living Facility • LID Harvest and BMPs used to facilitate capturing Stormwater Runoff for later use Reuse BMP Without negatively impacting downstream water rights or other Beneficial Uses. LID Infiltration BMP BMPs to reduce stormwater runoff by capturing and infiltrating the runoff into in-situ soils or amended onsite soils. Typical LID Infiltration BMPs include infiltration basins, infiltration trenches and pervious pavements. LID Retention BMP BMPs to ensure full onsite retention without runoff of the DCV such as infiltration basins, bioretention, chambers, trenches, permeable pavement and pavers,harvest and reuse. LID Principles Site design concepts that prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre- development hydrologic regime. MEP Maximum Extent Practicable - standard established by the 1987 amendments to the CWA for the reduction of Pollutant discharges from MS4s. Refer to Attachment C of the 2010 SMR MS4 Permit for a complete definition of MEP. MF Multi-family - zoning classification for parcels having 2 or more living residential units. MS4 Municipal Separate Storm Sewer System (MS4) is a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made • channels, or storm drains): (i) Owned or operated by a State, city, town,borough,county, parish, district,association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage,industrial wastes,storm water,or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or designated and approved management agency under section 208 of the CWA that discharges to waters of the United States; (ii) Designated or used for collecting or conveying storm water; (iii) Which is not a combined sewer; (iv) Which is not part of the Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.26. New Development Defined by the 2010 MS4 permit as 'Priority Development Projects' Project if the project,or a component of the project meets the categories and thresholds described in Section 1.1.1. NPDES National Pollution Discharge Elimination System - Federal program for issuing, modifying, revoking and reissuing, terminating, monitoring and enforcing permits, and imposing and enforcing pretreatment requirements, under Sections 307, 318,402, and 405 of the CWA. • NRCS Natural Resources Conservation Service -40- Water Quality Management Plan(WQMP) Protea Senior Living Facility • PDP Priority Development Project - Includes New Development and Redevelopment project categories listed in Section F.l.d(2)of Order No. R9-2009-0002. Priority Pollutants of Pollutants expected to be present on the project site and for which Concern a downstream water body is also listed as Impaired under the CW A Section 303 d list or by a TMDL. Project-Specific A plan specifying and documenting permanent LID Principles and WQMP Stormwater. BMPs to control post-construction Pollutants and stormwater runoff for the life of the PDP, and the plans for operation and maintenance of those BMPs for the life of the project. Receiving Waters Waters of the United States. Redevelopment The creation, addition, and or replacement of impervious surface Project on an already developed site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a structure, and creation or addition of impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Redevelopment does not include trenching and resurfacing associated with utility work; resurfacing existing roadways; new sidewalk construction, pedestrian ramps, or bike • lane on existing roads; and routine replacement of damaged pavement,such as pothole repair. Project that meets the criteria described in Section 1. Runoff Fund Runoff Funds have not been established by the Copermittees and are not available to the Applicant. If established, a Runoff Fund will develop regional mitigation projects where PDPs will be,able to buy mitigation credits if it is determined that implementing onsite controls is infeasible. San Diego Regional San Diego Regional Water Quality Control Board - The term Board "Regional Board", as defined in Water Code section 13050(b), is intended to refer to the California Regional Water Quality Control Board for the San Diego Region as specified in Water Code Section 13200.State agency responsible for managing and regulating water quality in the SMR. SCCWRP Southern California Coastal Water Research Project Site Design BMP Site design BMPs prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre-development hydrologic regime. SF Parcels with a zoning classification for a single residential unit. SMC Southern California Stormwater Monitoring Coalition SMR The Santa Margarita Region (SMR) represents the portion of the Santa Margarita Watershed that is included within the County of • Riverside. -41 - Water Quality Management Plan (WQMP) Protea Senior Living Facility • Source Control BMP Source Control BMPs land use or site planning practices, or structural or nonstructural measures that aim to prevent runoff pollution by reducing the potential for contamination at the source of pollution. Source control BMPs minimize the contact between Pollutants and nmoff. Stormwater Credit Stormwater Credit can be claimed by an Applicant if certain development practices that provide broad-scale environmental benefits to communities are incorporated into the project design. Refer to Section 3.5.4 for additional information on Stormwater Credits. Structural BMP Structures designed to remove pollutants from stormwater runoff and mitigate h dromodification impacts. SWppp Storm Water Pollution Prevention Plan Tentative Tract Map Tentative Tract Maps are required for all subdivision creating five (5) or more parcels, five (5) or more condominiums as defined in Section 783 of the California Civil Code, a community apartment project containing five (5) or more parcels, or for the conversion of a dwelling to a stock cooperative containing five (5) or more dwelling units. TMDL Total Maximum Daily Load - the maximum amount of a Pollutant that can be discharged into a waterbody from all sources(point and non-point) and still maintain Water Quality Standards. Under • CWA Section 303(d), TMDLs must be developed for all waterbodies that do not meet Water Quality Standards after apphcation of technology-based controls. USEPA United States Environmental Protection Agency Volume-Based BMP Volume-Based BMPs applies to BMPs where the primary mode of pollutant removal depends upon the volumetric capacity such as detention, retention,and infiltrations stems. W12MP Water Quality Management Plan Wet Season The 2010 SMR MS4 Permit defines the wet season from October 1 through April 30. -42- Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 1: Maps and Site Plans Location Map, WQMP Site Plan and Receiving Waters Map • • -43 - Location Map C A Los Cerritos Center R a a n > > Oarvow South Si South St South St (;e t t 11 0 5 Smith St Smith St 1951h St 195Ih St 195ih St 195th Sr gr K ?23750 Nicholas Ave! 4 Qet btu ef�tl Del Amo BWd Dei Amo BWd Del Ao.Blvd La PalMa La Palms Ave m z srrb, - i E 3 4 Lo O, • to 6 a Cenv'alla St Centralia St Cenralia 3t Crrseeni Ave Creccm}Ave s • 1 ' Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 2: Construction Plans Grading and Drainage Plans • • -44- j Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 3: Soils Information Geotechnicol Study and Other Infiltration Testing Data • -45- I _e- §on J -G • $ Mat,_ GeoMatTesting Laboratories, Inc. Soil Engineering, Environmental Engineering, Materials Testing, Geology January 11, 2015 Project No. 15004-01 TO: Protea Senior Living Temecula, LLC 18 Ventana Ridge Drive Aliso Viejo, California 92656 ATTENTION: Mr. Hans Van der Laan SUBJECT: Basic Soil Infiltration Testing Report, Proposed Assisted Living Housing Development, APN's 920-100-017, 920-100-018, and 920-100-019, Temecula, California Introduction This report provides a summary of the geotechnical engineering services conducted to support evaluation of the feasibility of infiltration at the subject site. The purpose of our services was to complete four insitu infiltration tests utilizing percolation testing procedure in boreholes to evaluate the feasibility of infiltration for disposal of stormwater runoff following the falling head method. Project Description • Infiltration trench/swale may be utilized to capture stormwater runoff for onsite disposal. Scope of Services GeoMat Testing Laboratories, Inc. was retained to provide geotechnical engineering services to support the project. Our scope of work consisted of the following specific tasks: 1) Complete four infiltration tests at the site utilizing the shallow boring percolation testing per Riverside County Environmental Health Department procedures. The tests were completed in general accordance with the falling head method. 2) Complete laboratory gradation analysis and testing of selected soil sample. 3) Complete data analysis. 4) Preparation of this report summarizing our findings, conclusions, and recommendations. The report includes: • Site plan showing the location of infiltration tests. • Summary of site conditions observed at the testing locations. • Results of the laboratory testing. • Discussion of the results of insitu infiltration testing. • A discussion of the surficial soil and anticipated groundwater conditions at the site. • Evaluation of the feasibility of infiltration. • Recommendations for infiltration facility. 9980 Indiana Avenue • Suite 14 • Riverside • California • 92503 • Phone (951) 688-5400 • Fax(961) 688-6200 www.aeomatlabs.com, contact: e-mail: geomatlabs@sbcglobal.net APN's 920-100-017, 920-100-018,and 920-100-019 Project No. 15004-01 • Temecula, California January 11, 2014 Existing Site Conditions The subject site is located on the north side of Nicolas Road, approximately '/4 mile east of highway 79, in the city of Temecula. The site is bordered on the west by a commercial shopping center, the north by self-storage facilities, the east by single family residential homes, and the south by Nicolas Road. An AC pavement access road, without curb or gutter, runs through the subject site, splitting it into eastern and western sections.. Topography of the site is flat with surface drainage sheeting is directed toward Nicolas Road at a rate of about 0.5%. Groundwater Groundwater study is not within the scope of this work. Two exploratory boreholes were drilled at the site to 15 feet below ground surface. No groundwater was encountered. Local groundwater elevations were researched using the Western Municipal Water District Well Measuring Program, State Department of Water Resources,.and USGS National Water Information Systems. No information is available from these agencies for the subject site. Please note that the potential for rain or irrigation water locally seeping through from adjacent elevated areas and showing up near grades cannot be precluded. Our experience indicates that surface or near-surface groundwater conditions can develop in areas where groundwater conditions did not exist prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation. Fluctuations in perched and static • water elevations are likely to occur in the future due to variations in precipitation, temperature, consumptive uses, and other factors including urbanization and development. Exploratory Boreholes Two exploratory boreholes were drilled on January 10, 2015 to 15 feet below ground surface. The boreholes were drilled utilizing a CME 45 drill rig equipped with 8 inch hollow stem augers. Bulk soil.samples were collected throughout the borings for the various soil strata encountered. Based on laboratory testing the onsite soil is classified as silty sand (USCS "SM") underlain by poorly graded and well graded sands (USCS "SP" and "SW), and then clayey sand (USCS "SC"). Descriptions of the materials are presented in the form of Geotechnical Boring Logs in Appendix B. Laboratory Testing Laboratory sieve analysis and moisture contents were performed for the soils exposed in the infiltration test holes. The soil classifications are in conformance with the Unified Soil Classifications System (USCS), as outlined in the Classification and Symbols Chart. A summary of our laboratory testing is presented in Appendix C. Boring Percolation Testing Method The four test holes were drilled with a mobile drill rig. A 3-inch-diameter perforated PVC casing wrapped with filter fabric was placed in the borehole. Pea gravel was placed around the pipe for stability of the borehole. Gravel was also placed in the bottom of the borehole. • GeoMat Testing Laboratories Page 2 APN's 920-100-017, 920-100-018,and 920-100.01 s Project No. 1500401 • Temecula, California January 11, 2014 The boreholes were presoaked prior to the percolation testing. Presoaking was conducted using five gallon water bottles. Infiltration testing was conducted the next day after presoaking. Testing was conducted for six hours with readings taken 30 minutes apart from a fixed reference point. The measurements were taken by filling up the test hole with water and allowing the water to percolate. The drop of water level was recorded every 30 minutes. A wrist watch was used to record the time measurements. Infiltration Test Results Infiltration tests were conducted at depths ranged from 57 to 62 inches below ground surface. Based on the results of this study, infiltration of stormwater in the upper site soils is substandard. The following summarizes the result of the infiltration feasibility study. . Test No. Test Depth Below Percolation Raw Rate Adjusted Infiltration Ground Surface in/hr Rate in/hr P-1 62" 3.5 0.4 P-2 62: 3.5 0.4 P-3 60" 0.3 0.0 P-4 57" 0.8 0.1 The percolation rate is the rate in horizontal and vertical direction. This rate is adjusted using • Perchet Method for horizontal water infiltration. Refer to Appendix D for test results. A safety factor should be applied to this rate by the design engineer. Safety factor discussion is in the following paragraph. Factors of Safety Long-term infiltration rates may be reduced significantly by factors such as soil variability and inaccuracy in the infiltration rate measurement. The correction factor for site variability is between 3 and 10. Safety factors for operating the system, maintenance, siltation, biofouling, etc. should also be considered by the design civil engineer at his discretion. Minimum safety factor required by the County of Riverside for tests conducted when deep exploratory borehole has been drilled at the site is 3. Conclusions/Recommendations • In our opinion, water infiltration at the site is expected to be very slow in the upper five feet of soil. • Filter fabric should be used whenever aggregates are placed against native soils. •. Infiltration water should not be allowed to saturate pavement and concrete structures subgrade soils. • The planned infiltration system should extend vertically into native soil. • GeoMat Testing Laboratories Page 3 APN's 920-100-017, 920-100.018,and 920-100-019 Project No. 15004-01 • Temecula,California January 11. 2014 • Please note that soils in infiltration areas should not be subject to compaction during construction. • The proposed system by the civil engineer should be constructed and maintained in accordance with manufacturer guidelines. An important consideration for infiltration facilities is that, during construction, great care must be taken not to reduce the infiltrative capacity of the soil in the facility through compaction by heavy equipment or by using the infiltration area as a sediment trap. Infiltration facilities should be constructed late in the site development after soils (that might erode and clog the units) have been stabilized, or should be protected (by flagging) until site work is completed. Infiltration facilities should be sited with the following guidelines: INFILTRATION FACILITY SETBACKS Setback From Distance Property Lines and Public Right of,Way 5 feet Foundations 15 feet or within a 1:1 plane drawn up from the bottom of foundation Slopes H/2, 5 feet minimum H: is slope height) Private drinking water wells 100 feet • Ferrous metal pipes should be protected from potential corrosion by bituminous coating, etc. We recommend that all utility pipes be nonmetallic and/or corrosion resistant. Recommendations - should be verified by soluble sulfate and corrosion testing of soil samples obtained from specific locations during construction. If applicable, four to six inch diameter observation well(s), with locking cap, extending vertically into the system's bottom is suggested as an observation point. Observation well(s) should be checked regularly and after large storm event. Once performance stabilizes, frequency of monitoring may be reduced. GeoMat Testing Laboratories should observe the basin excavation. Additional laboratory testing including but not limited to grain size analysis, sand equivalent, sulfate.content, etc should be conducted during construction. Use of this Report This report was prepared for the exclusive use of the owner and the project team for speck application to the proposed site. The use by others, or for the purposes other than intended, is at the user's sole risk. • GeoMat Testing Laboratories Page 4 APN's 920-100-017, 920-100-018, and 920-100-019 Project No. 15004-01 • Temecula, California January 11, 2014 The findings, conclusions, and recommendations presented herein are based on our understanding of the project and on subsurface conditions observed during our site work. Within the limitations of scope, schedule, and budget, the conclusions and recommendations presented in this report were prepared in accordance with generally accepted geotechnical engineering principals and practices in the area at the time the report was prepared. We make no other warranty either expressed or implied. We appreciate this opportunity to provide geotechnical services on this project and look forward to assisting the Project Team as the design progresses. If you have any questions or comments regarding the information contained in this report, or if we may be of further services, please call us at (951) 688-5400. Submitted for GeoMat Testing(Laboratories, Inc. Haytham Nabilsi, GE 2375 Principal Engineer NO *»M E+o O 7?. M C_ A4 • Distribution: [3] Addressee Attachments: Figure 1 Site Location Map Plate 1 InfiltrationTest Location Map Appendix A References Appendix B Exploratory Borehole Logs Appendix C Laboratory Test Results Appendix D Infiltration Data/Graph • GeoMat Testing Laboratories Page 5 { - Topo USA®6.0 CAMDEN CIR • GARDENIA L OP u SYCAMORE N ¢O� �� J O ,ate P N ti MUNTER ITE0.0.D BOREL RO w 4 P RiyEW'R40 s; o- N T'Ow ' VIA DI NO6C P10 ry S� VIA�LUS4 �1�^ae TZi p4iOy` ,O _ / N o VIA E;-RAVO aFAt o a v Mumeta Hot Sptlnpa A Ww h �q z 0 4 ytp MAGNOLIA ce (/ O Oe4 3/ A: v RO CAMMERC_tC O l{ r ^+ _ P OP SIl1`V �- - .CREFA Q" pJ�p CPY i I CR 9E bsr.. R P0P f!k( 9GF Oyy Op Cf01, >g 3 CLOVER �C t P • I i Ci o / N/ �+, PIMA WAS - MVE!'MiI ; 7 i' 19 < ) p p3 O f smo arc ~ G Nlcmns rD. _ z $ s ] r 'Ip P q OPJe pO LA SOMBRA C7 RO n ri VALLE VEgDE� �CORONA.Ci . AVENIDA.EIs STRPMLS �t j �./.../// S PNNIP;e rycv'� c (L „p{J' VIA'YEDI DEL REY 0p �MONTE VE0.0E 0.D `0 p � - Data use subject to license. _ __Scale 1 t 25.000 _ 0 2006 DeLorme.Topo USA®6.0. ..rn.Ei __ ' m w.va.oelorme com 0 1"=2,083.3 R Data Zoom 13-0 i i I I Fioo,Pv= 4 P-4 P-3 - --------------- P - 'rC� I �G4rT(O/J GeoMat Testing Laboratories, Inc. Infiltration Test Location Map January 11,2015 Tioruh swa�ny nuns S ,PA Project No. 15004-01 A2 rM+.nurnu.uc Plate 1 a •Approximate Location of Infiltration Test n..,.,. _ 0 Approximate Location of Exploratory Borehole • Appendix A • -660�= • Mat;_ APN's 920.100-017, 920-100-018.and 920-100-019 Project No. 15004-01 Temecula, California January 11, 2014 • REFERENCES Riverside County, Stormwater Quality Best Management Practice, Design Handbook, July 21, 2006 Riverside County, Design handbook for Low Impact Development Best management Practices, September 2011. Riverside County, Water Quality Management Plan For Urban Runoff, Santa Ana River Region, Santa Margarita River Region, September 17,2004 San Bernardino County Stormwater Program, Model Water Quality Management Plan Guidance, Jun. 9, 2005. California Stormwater Quality Association, Stormwater Best Management Practice, Handbook,Jan. 2003. California Department of Transportation,Stormwater Quality Handbook, Project Training and Design Guide, Sacramento,2000. California Department of Transportation, Stormwater Quality Handbook, Project Planning and Design Guide, Sacramento, 2005. Design Handbook for Low Impact Development, Best Management Practices, Riverside County Flood Control, September 2011. • Water Quality Control Plan, Santa Ana River Basin (8), California Regional Water Quality Control Board, Santa Ana Region,1995, Carsel, R. F. and R. S. Parrish. 1988. 'Developing joint probability distributions of soil water retention characteristics:'Water Resour. Res.24: 755-769. Federal Highway Administration, Urban Design Drainage Manual,Washington DC, 1996 Massmann, JW, Butchart, and S Stolar, Infiltration Characteristics, Performance, and Design of Stormwater Facilities, Final Research Report, Research Project TI 803,Task 12,Washington DOT 2003. Soilvision Systems,A Knowledge-Based Soils Database, Murray Fredlund, Canada, 2004. US Environmental Protection Agency, Storm Water Technology Fact Sheet, Infiltration Drainfields, EPA 832-F-99-018, 1999. US Environmental Protection Agency, Storm water Technology Fact Sheet, Infiltration Trench, EPA 832-17- 99-019, 1999. California Stormwater Quality Association (QASCA), California Stormwater BMP Handbook, Infiltration Trench,TC-10 Design Considerations BMP Handbook, Part B, Planning Activities, Stormwater Mitigation Measures, Watershed Protection Division, City of Los Angeles. • GeoMat Testing Laboratories Appendix A • Appendix 6 40, + , fLG • - Mat,- DRILLING 1 OUM UlM trfy>TIIIIII0111=1 ••ally=11111Q110111)on= 'rite Standard parlombrl To is mdlored in mgmtlbn weh Oe a* • Water lovels tl®om'm de lerag bps m WMS MBLUm n ere Oates AS Aupw Saheb bed Mnp6g pram I . The N III the Ohm indicted.In I;i ,le ffoork ls,she it ft"lei rrey reled CS CaNrema Sampler Walla omepori- lo ale a111mw d' the brahm d pmndana.In bw parlmE®y Sails,ere amwe ddannetlon D8 Do a Bd aG udess m®wse noted blows rearmed b Jive me las11 led d Wwdaeler Walla is rd passible with lady dlattmm damMbrn. HA Herd Aupw NGaO d an tit h(0.46m)lea,2 n. H.s a mow sera Alger 151mm OD.S*gm.d carper wb a WATER LEVEL OBSERVATION DESIGNATION PA POW Aga I40 R JIGS till item.laprg a W.D. While DffM FIB Rack Bel ddtarm 0130 in.(0.76ro.The Stru dard A.B. After Bsdrg SS' %*-Baird Amobadm Tog is relied out mzrdiog Br-FL Sabre Caatg PATUM ST Shabby Tile•7(Shelulem dhdwlserl0tm us ASTM D-15M(See N Vale Oahe.) A.C.R. After Casag Rornowl WB Wash Bee 21)r. Water Ievd taken ggrmmrlddy 24 In filer mdrg mnrlrIDon CR Ceifamia Ring Smnpler 3'O.D.,Lined with 2.S'%s'Rings SOIL PROPERTIESDESCRIPTIONS TEETm Sol desap(he em Omed on the lkded Sol CtassacaI System aISCSi as adfied n AM DasWdmm D2W are 0-241B The USCS vamp ayrrW den mere batg PARTICLE Siff SAID A GRAVEL lops mmsped b the @a9 nmm(seed bemw The dssorI im ncArOet l d msfmarm, Clay <OA02 mm (c(M0D2 ten) aara9way rdativa deal%Oda and east WOPI dasagave swab Goal Sn <s000 Save 10-075 mm) Diu %M M Wapm mscp0m d OadrotlL slim amAfeed,also is iwn in she desvipam mFme Sand fa to 8200 Save (4.75Is 0.075 mm) tram <15 Gravel 3 i1.m ld Siva (75 mm m 4.75 mm) wall 15.29 1ligigio n MR ow YH BROOP mm YIIIIE Cabbies 12 b.to 3n. (300mmm75 mm) modler >30 BWldis >12 w 1300 mm) GW Wall Graded Gravel CL Lem Clay FOGS GP Poorly Graded Gravel Mi. SO GM say Gravel OL Orgm 04 m Sat posaom %by Dry w'ipM GC Grayer Gravel CH Fat Clay Irm <3 Sw Wal Graded Sarin MH Elastic Sa wdh 5-12 SP Poorly Graded Sard OH ow*day or Sit Defile >12 SM Say Sand PT peat Sc Clayey Said CL-CHI Lean Lo Fat Gay Comm sm Cohesalva Sella Cam an Consistency 'N'value CONSISTENCY UNCONFINED00MPRESSIVE STRENGTH(Oil PLASTICITY• V DENSITY 0-VALUE'(tom Vey ten 4 Very LOW 0.3 Vary Son c 500 (<24) DBYJ bn L iF tl lard U% Odkon LOM 4.9 Son 500.1000 (24-48) Lean c 45% ewpirm) 3.15 Moclunn Dense 10.29 Maclean IMI-2000 NB-96) Lon to Fa, 15 us a9% vwy suh(wy 1trm) ism Delve 30-a9 Sea 2001-40M (96.1921 Fat a SD% wa >y Very Dwee a 50 Vary 91 40DI-8000 (192.383) Ilab >1901 p 384 BEDROCK- I ' DESCRIPTIONS 11111111 mum DE�14(1�'9 all�fl a 01811111111 OF COMIDIIIIIIIIIII DESCRIPTION OF ROCK GUAUTY ROD(%) LIMESTONE Very POW 0.25 Herd D"dlna to mere I with mWda Pm 25.50 Mockers"Hard Can soracll with lards but not we tegarnal. Fat 50.75 Son Can be avelded with mpeeLL Good 7S-SO Eaoeawu 90.100 SHALE Hard Can sadrir wah coda tea rat war frVer al -ROD is defied as ills usual loop of sane an pems,4 hdres(102mm)or greats in Modamey Hand Can be saamled war Pogdrei. larp,espresad as a pwoneape d ere mW teed R00 prwloe a ndoI d ere son Cart be ndded as*wilh tigers tdeglly d de rack mass are relaave mom d warm am boddlg glares SANDSTONE BBIZEI!@Raft Wal Calmed Capablo d smamlmg a bier dada Cemented Can be sodded with lade. SW*Weathered SWd daompasiam of pared malarial in On am soamc Pony Celerdm Can be toolol apart easel viler&Wm Weathered NIel4erempaa are demrposm jells are stela Moray Weathered Rod Idpt+r rlamlposed.may be own*trdPn ®CHARAC1®l11IC6 swum m tlm TERM THIdWESS fwimt THICIORM Immt Vey Tied gamed >36 >915 Solid COraam no voids. Thick Biased 12.M MS-915 Vlggy Cadakdg morel pas a avies c Irf(13mm). moclumBmad 4.12 102-305 PM= Callamg msrwme vdm Mkh may,be idamseGed. Tin Bedell 1.4 25-102 Cavernous COdalrig aviaes sonemres 01ie large, Very Thin Bemed 0A.1 10.25 Lm ad 0.1.0.4 2.5.10 • Whorl damlaborl of md1 trialzriffi has berm estna0e0 ham dsoabed T"lamirow c 0.1 <Z5 saapks,me salrylm ard Doag I wmh$may reveal mar rod trim. Boorg Rum Farmdriag the tdddsal laywa bmbw ram d rude Jots Rzmn and pwrway anew Imis - ryauarwvwss t0 Ire b d eg Sewn AWlmmOm11VOWOd111011 addMftol M.. BBONSTadag LBhOretOrI t 10t. BORHOLE LOG BH-1 Datet 1102015 1 Project No. 15004-01 Drilling Co. GeoMat • Project Nicolas Road,Temecula-Infiltration Sampler Cal Mod.And SPT Client Mr. Haans van der Laan Method Hollow Stem Location APN's 920-100-017,920-100-018,&920-100-019,Temecula,CA Hammer Type 140 lb Coodinate ISurface Elev. Notes ITotal Depth 15 Type/Symbol Casing I Split Spoon Ring Sampler Cutting Water Depth Casing size Casing Dept I.D. S R C Date Time (ft) (in) Depth(ft) h(it) Symbol D.D. . 1/10/2015 no seepage Length Hammer Wt. Hammer Fall Soil Somple Blows a A E E VISUAL MATERIAL CLASSIFICATION AND REMARKS oE co e4X > m o E $ t i• L � O �. Q � O � W g 4 5 _ o o z z o 0 W SILTY SAND ISM) 1 brown silty sand,moist • 2 3 at 3',fines becoming slightly cohesive 4 s 7 s \ WELL GRADED SAND(SW) z 9 \ light brown fine to medium grained sand 10 %Passing No.200 Sieve=5 11 12 13 141 aimm CLAYEY SAND(SC) 17 16 olive gray clayey sand,moist 17 %Passing No.200 Sieve=48 1a 19 20 21 22 23 • 24 25 The stratification lines represent the approximate boundary lines between soil and rock types. In-situ,the transition may be gradual. • BORHOLE LOG BH-2 Datet 11002015 1 Project No. 15004-01 Drilling Co. Geolvat Project Nicolas Road,Temecula-Infiltration Sampler Cal Mod.And SPT Client Mr.Haans van der Laan Method Hollow Stem Location APN's 920-100-017,920-100-018,&920-500-019,Temecula,CA Hammer Type 140 lb Coodinate Surface Elev. Notes Total Depth 15' Type/Symbol Casing split Spoon Ring Sampler Cutting Water Depth Casing Site Using Dept I.D. 5 R C Date Time (ft) (in) Depth(ft) h(ft) Symbol o.D . 1/10/2015 no seepage Length Hammer Wt. Hammer Fall Soil Sample Blows r C '3 E a E VISUAL MATERIAL CLASSIFICATION AND REMARKS a r E m n a > m o E a 2 c o w $ rt y n a £ - 'T m ? H o a z > o d z z f o • o W SILTY SAND (SM) brown silty sand,moist z at 2',fines becoming slightly cohesive 3 dark brown silty sand layer from 2'to 3' 4 s 6 7 8 9 10 11 12 POORLY GRADED SAND(SP) 13 light brown fine to medium grained sand 14 %Passing No.200 Sieve=4 is 16 17 18 19 20 21 • 22 23 24 26 The stratification lines represent the approximate boundary lines between soil and rock types. In-situ,the transition may be gradual. • Appendix C • -Geo • Mat;_ Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 a 3 tss Y. 10 16 20 30 40 50 too 200 0% 90% 10% 80% 20% 70% 30% c F .y 60% 40% a 50% 50% ; c 8 y 40% 6 N% ar R ar a 30% 70% a° 20% 80% ae 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles (iravels Sands Silts Clays Cnarsc I Fine Coarse Medium Fme • ate: w=0.17 laesi tcalion o Gravel Sample#: 1331.=0.47 SW.Well-graded Sand L95% Sample ID: BI Q7' Do= 1.26 %Sand Source: Bulk Cc= 1.04 Specifications 93.39% Project: Temecula Infiltration Cu. 7.63 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit-n/a 4.67% Boring#: BI Plastic Limit-- n/a Fineness Modulus Sample Moisture Depth: T Plasticity Index- n/a 2.96 2.4% oarse Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative teve tze Percent Percent Specs Specs Sieve Sim Percent Percent Specs pets US Metric Passing Puissant Max Min US Metric Passing Passing Max Min loo.wo .1/o 98.1% 4,00" 100.00 100.0% #8 2.360 81.1% 81.1% 3.00" 75.00 100.0% #10 2.000 74.2% 2.50" 63.00 100.0% #16 1.180 58.4% 58.4% 2.00" 50.00 100.00/0 #20 0.850 46.9% 1.75' 45.00 Mob% #30 0.600 38.1% 38.1% 1,50" 37.50 100.0% #40 0.425 27.4% 1.25" 31.50 100.0% #50 0.300 19.70% 19.7% 1.00" 25.00 100.0% Moir/. #60 0.250 16.1% 7/8" 22.40 100.00% #80 0.180 11.0% 3/4" 19.00 100.0% 100.0% #100 0.150 8.90/. 8.9% 518" 16.00 100.0% #140 0.106 6.4% 1/2" 12.50 100.0% 100.0% 0170 0,090 5.5% 3/8" 9.50 100.0% 100.0% #200 0.075 4.7% 4.7% 1/4" 6.30 98.7% #270 0.053 #4 4.75 98.1% 98.1% Copy Spears &Te H,m l S.mces PS,19%'004 • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 4 3 1% a4 10 16 20 W 40 50 100 2W 0% 90% 10% 80% 20% 70% 30% L L v 60% 40% .� 3 3 n 50% 50% ; rn � 40% 60% y a N Ip a 30% 70% 20% 80% e 10% 90% 0% 100n/ 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse Medium Fine Date: 10-U.02 Classification Sample C Des=0.05 SC.Clayey Sand 215% Sample ID: BI Q 15' D,=0.17 %Sand Source: Bulk Cc=0.85 Specifications 49,83% Project: Temecula Infiltration Cue 10.58 custom specs %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 48.01% Boring p: BI Plastic Limit--n/a Fineness Modulus Sample Moisture Depth: 15' Plasticity Index= n/a 1.10 16.9% .oarse Actual Interpolatednes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative )eve Sin Percent Percent pets Specs Steve in Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6.00" 150.00 100.0% 44 . 5 7. % 97. % 4,00" ID0.00 100.0% 98 2.360 95.0% 95.0% 3,00" 75.00 100.0% 910 2.000 93.2% 2.50" 63.00 100.0% N 16 1.180 88.9% 88.9% 2,00" 50.00 100.0% 920 0.850 84.0% 1.75" 45.00 100.0s/ 430 0.600 80.3% 80.3% 1.50" 37.50 100.0% 040 0.425 73.90% 1.25" 31.50 100.0% 950 0.300 69.40/. 69.4% 1.00" 25.00 100.0% 100.0% d60 0.250 65.9% 7/8" 22.40 100.0% 980 0.180 61.0n/ 3/4" 19.00 100.0% 100.0% 4100 0.150 59.9% 58.9a/o 5/8" 16.00 100.0% 4140 0.106 52.5% 1/2" 1250 100.0% 100.0% 4170 0.090 50.2% 318" 9.50 100.0% 100.0% d200 0.075 48.0% 48.0"/6 1/4" 6.30 98.6% 4270 0.053 04 4.75 971% 97.80/. Cop nghr Spears Eng rmg&Technical Services PS.19 20n1 • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS US.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 4 3 VA ;Y4 10 16_2030Q 50 100 200 0% 90% 10% 80% 20% 70% 30% is c .M 60% 40% 'd a 50% 50% a 40% 60% c N N a 30% 70% 01 tz 20% 80% a 10% 90% 0% 1 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels ids Silts Clays Coarse I Fine Coarse I Medium Fine • ate: 01110115 D,r=0.18 Classification o rave Sample#: D30=0.41 SP,Poorly graded Sand 1.35% Sample ID: B2 @ 12' D00=0.88 %Sand Source: Bulk Cc= 1.07 Specifications 94.39°/ Project Temecula Infiltration C_4.97 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 4.26% Boring#: B2 Plastic Limit-- n/a Fineness Modulus Sample Moisture Depth. 12' Plasticity Index=n/a 2.63 4.5% oarae Actual Interpolatedmes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Stu Percent Percent pets pets Sieve Sim Percent Percent Specs Spr, US Metric Passing Passing Max Min US Metric Passing Passing Max %tin 6. 150.00 10010% 94 4,750 .7/0 9 .7% 400" 100.00 100.0% 48 2.360 89.90/. 89.90/6 3.00" 75.00 100.0% #10 2000 84.7% 2.50" 63.00 100.0% 016 1.180 73.0% 73.00/. 2,00" 50.00 100.00/. 420 0.850 58.5% 1.75" 45.00 100.01/ #30 0,600 47.5% 47.5% ISO" 37.50 100.00% 040 0425 31.4% 1.25" 31,50 100.0% 450 0.300 19.8% 19.8% 1.00" 25.00 100.0% 100.0% 460 0.250 15.8% 7/8" 22.40 100.04/6 080 0-180 10.2% 314" 19.00 100.0% 100.0% #100 0,150 7.7% 7.7% 5/8" 16.00 100.0% 4140 0.106 5.70/6 1/2" 12,50 100.0% 100.0% 4170 0.090 5.0% 3/8" 9.50 100.0% 100.00/6 4200 0.075 4.3% 4.3% 1/4" 6.30 99.1% 4270 0.053 #4 4.75 98,7% 98.7% Cop ghs'.Svvs Eng,nrenng&TednucA Smice PS,1( _(pd • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 1% 4 rkr/4 10 16 20 40 50 100 0% 90% 10% 80% 20% 70% 30% L L 60% 40% 'd 3 3 50% 50% c .y 40% 60% 8c' � m a. 30% 70% 'e a 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse I Medium Fine • ate: 1 ,= Classification o rave Sample#: Dip=0.10 SM.Silty Sand 0.65% Sample ID: PI Dsa=0.36 %Sand Source: Bulk Cc=0.91 Specifications 73.51% Project: Temecula Infiltration Cu- 12.55 custom specs %Sift&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 25.84% Boring#: PI Plastic Limit- n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index=n/a 1.53 8.2% Unarm Actual interpolatednes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sim Percent Percent pets pees Sieve Sim Percent Percent pets pees US Metric PassingPassingMax Min US Metric PassingPassingIMP 6. " 150.00 1 /o . o . % 4.00" 100,00 IWO% #8 2.360 95.0% 95.0% 3.00" 75.00 IWO% 410 2.000 91.7% 2.50" 63.00 100.0% 416 1.180 84 4% 84.4% 2.00" 50DO 100.0% 420 0.850 77.2% 1.75" 45.00 IWO% 030 0.600 71.7% 71.7% 1.50" 37.50 1D00% 940 0.425 63.00/. 1.25" 31.50 IWO% 450 0.300 56.8% 56.8% 1.00" 25.00 100.00/6 1OO.Oo/a 960 0.250 51.0% 7/8" 22.40 100.0% #80 0.180 42.9% 3/4" 19.00 100.0% 100.0% 4100 0.150 39.5% 39.5% 5/8" 16.00 100.0% 9140 0,106 31.5% 1/2" 12.50 100.01/6 100.0% 4170 0.090 28.6% 3/8" 9.50 W00% 100.0% 4200 0.075 25.8% 25.8% 1/4" 6.30 99.6% 4270 0.053 #4 4.75 99.3% 99.3% Copynght Spears Engineering @ TxhruW Sernces P5,19965004 • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 a 3 ix 10 16 20 30 40 50 100 200 0% 90% 10% 80% 20% 70% 30% L L 60% 40% 'au 3 3 a so% so% N 40% 60% N 5 a. 30% 70% ar ae s 20% 80% 10% 90% 0% 1 100% 1000 100 10 1 0.1 0.01 0.0U1 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse I Medium Fine • Date: I ra=0.03 t lassincallon /Gravel Sample#: Des=0.1 I SM,Silty Sand 0.47% Sample ID: P2 Dsa=0.41 %Sand Source: Bulk Cc=0.93 Specifications 74.48% Project: Temecula Infiltration Cu. 1356 custom specs I %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit--n/a 2SD5% Boring#: P2 Plastic Limit-n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index=n/a 1.58 8.0% Coarse Actual InterpolatedInes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative teve ue Percent Percent Specs Specs Sieve Sim Percent Percent pets Specs US Metric Passiniz Passina Max Min US Metric Passing Passing Max Min .00" 150.00 100.0% 44 4.750 W5% .5/9 4.00" 100.00 100.0% 98 2.360 95.60/. 95.6% 3.00" 75.00 100.0% 910 2.000 92.3% 2.50" 63.00 10i 416 1.180 84.8% 94.8% 2.00" 50.00 100.0% #20 0.850 77.0% 1.75" 45.00 100.06/6 930 0.600 71.1% 71.1% 1.50" 37.50 100.0% #40 0.425 61.1% 1.25" 31.50 100.0% 050 0.300 53.900% 53.9% 1.00" 25 00 100.0% 100.0% 960 0.250 48.2% 7/8" 22.40 100.0% #80 0.180 40.3% 3/4" 19.00 100.0% 100.0% 4100 0.150 36.90h 36.9% 5/8" 16,00 100.0% #140 0.106 29.9% 0" 12.50 100.0% 100.0% #170 0.090 27.4% 3/8" 9.50 100.0% 100.0% #200 0.075 25.00/. 25.0% 1/4" 6.30 99.7/6 4270 0,053 #4 4.75 99.5% 99.5% c„Mn,n Src„:Fn,neen0s a rerh0ir0i st+.,ram Ps.19ve20on • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 2 1 3 1% a4 10 16 20 30 40 50 100 200 0% 90% 10% 80% 20% 70% 30% L F 60% 40% 'iG a 50% 50% ; m y 40% 60% c N N a 30% 70% _R N 20% 80% ap 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse I Medium I Fine • ate: m= assr cation o Gravel Sample#: D30=0.14 SM.Silty Sand 1.84% Sample m: P3 Dos=0.52 %Sand Source: Bulk Ce= L03 Specifications 76.03% Project: Temecula Infiltration Cu- 15.38 custom specs 1 %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit- n/a 22.12% Boring#: P3 Plastic Limit-- n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index-Na 1.87 &3% .08M Actual Interpolatedines Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative lave i Percent Percent rSpecs Specs Sieve Size Percent Percent Specs Spec. US Metric Passing Passing Max Min US Metric Passing Panic Max Min 6. 150.00 1 0. ° 04 .75 8. 0 9 . /° 4.00" 100.00 100.0% #8 2.360 91.5% 91.5% 3.00" 75.00 100.0% 410 2.000 87.7% 2.50" 63.00 100.0% #16 1.180 7&9% 78.9% 2.00" 50.00 100.0% 420 0.850 70.6% 1.75" 45.00 100.0% 030 0.600 64.4% 64.4% 1.50" 37.50 100.00/6 #40 0.425 54.7% 1.25" 31.50 100.0% #50 0.300 47.8% 47.8% 1.00" 25.00 100.0% 100.0% #60 0,250 42.5% 7/8" 22.40 100.0% #80 0.1811 35.1% 3/4" 19.00 100.0% 100.0% 4100 0.150 32.0°/a 32.0% 5/8" 16.00 100.0% 4140 0.106 26.2% 1/2" 12.50 100.00% 1000% #170 0.090 24.1% 3/8" 9.50 100.0% 100.0% #200 0.075 22.1% 22.1% 1/4" 6,30 98.8% #270 0.053 #4 4.75 98.2% 98.2% C°pyn#,I Spears Engn,arv,y @ TaMrcal Services PS.1996-3004 • GeoMat Testing Laboratories, Inc. Appendix C Nicolas Road Project No. 15004-01 Temecula, California January 10, 2015 • LABORATORY TEST RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 1 4 3 1% 4 Aa4 10 1620 X 10 50 1W 200 0% 90% 10% 80% 20% 70% 30% L 1 'v 60% 40% 'd n' 50% 50% an 'V 40% 60% �c N � 0 30% 70% a se 20% 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0oul Grain Size in Millimeters Cobbles Grovels Sands Silts Clays Coarse Fine Coarse Medium Fine • ate: 1 10=0.03 Classification o Gravel Sample#: 1)30=0.11 SM,Silty Sand 2.24% Sample ID: P4 Dm=0.41 %Sand Source: Bulk Cc=0.96 Specifications 73.63% Project Temecula Infiltration Cu. 13.08 custom specs %Silt&Clay Location: Nicolas Rd,Temecula Liquid Limit-- n/a 24.13% Boring#: P4 Plastic Limit-n/a Fineness Modulus Sample Moisture Depth: -5' Plasticity Index=n/a 1.71 8.8% oane Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Sin Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passin Max Mir. 6. " 150,00 10 . /° #4 4.750 97.8% 97.8% 4.00" 100.00 100.0% #8 2.360 90.3% 90.3% 3.00" 75.00 100.0% #10 2000. 87.3% 2.50" 63.00 100.0% #16 1.180 80.3% 80.3% 2.00" 50.00 100.0% #20 0.850 74.2% 1.75" 45.00 100.00/6 #30 0.600 69.6°/9 69.6% 1.50" 37.50 100.0% #40 0.425 60.9°% 1.25" 31.50 100.0% #50 0.300 54.7% 54.7% 1.00" 25.00 100.0% 100.00/6 #60 0.250 U.N. 7/8" 22.40 100.0% #80 0.180 40.2% 3/4" 19.00 100.00/4 100.0°/9 #100 0.150 36.60% 36.6% 5/8" 16.00 100.0% #140 0.106 29.3% 1/2" 12.50 100.0% 100.0% #170 0.090 26.6% 3/8" 9.50 100.0% 100.0% 9200 0075 24.1% 241% 1/4" 6.30 98.5% #270 0,053 #4 4.75 97.8% 97.8% Copynghr Spears Enpinceriny d Txhmcal Seances P,1996.2 x • GeoMat Testing Laboratories, Inc. Appendix C • Appendix D • -Geo • J Mat;_ PERCOLATION TEST - P-1 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 • Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 1 Borehole Size(in) 8 Depth(in) 62 All field measurements in inches and time measurement in minutes:seconds TIME Ho INITIAL AH Hr FINAL Do INITIAL Df FINAL H,,,QAVERAGE PERCRATE CORECTED* CRITERIA TIME INTERVAL WATER WATER WATER DEPTH TO DEPTH TO HEAD HEIGHT (in/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE(in/hr) a - y N V ✓ V 0:00:00 0:30:00 15 4 11 47 51 13 8.0 1.1 0:30:00 30.00 0:00:00 0:30:00 15 3.5 11.5 47 50.5 13.25 7.0 0.9 0:30:00 30.00 0:00:00 0:30:00 15 3 12 47 50 13.5 6.0 0.8 0:30:00 30.00 0:00:00 0:30:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0:00:00 0:30:00 m 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0 0:00:00 0:30:00 y 15 2 13 47 49 14 4.0 0.5 c 0:30:00 30.00 0:00:00 0:30:00 15 2 13 47 49 14 4.0 0.5 • 0 0:30:00 30.00 i 0:00:00 0:30:00 0:30:00 30.001 15 2 13 47 49 14 4.0 0.5 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:001 30.00 *Porchet Method Cmlty. Perc. IA 1.2 - - r 9.00 I Time(hr) (in/hr) (in/hr) t• 8.00 10 0 8.00 1.1 7.00 0.50 8.00 1.1 mac-- 0.8 T - -(- 6.00 a u 1.00 7.00 0.9 m f- 5.00 1.50 6.00 0s o 0'6 4.00 $ 2.00 4.50 0.6 0.4 - -� 3.00 2.50 4.50 0.6 '� 2.00 3.00 4.00 0.5 0.2 1.00 3.50 4.00 0.5 0.0 0.00 • 4.00 4'00 0.5 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 3.50 0.4 Cumulative Time(hr) 5.00 3.50 11.4 5.50 3.50 0.4 --- Series2 -Seriesl 6.00 3.50 0.4 PERCOLATION TEST P-2 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 ISoak Date 1/10/2014 5 gallons Testing Date 1/11/2015 JBorehole Size(in) 1 8 1 Depth(in) 1 62 All field measurements in inches and time measurement in minutes:seconds TIME H.INITIAL AH Ht FINAL Do INITIAL Di FINAL H,"°AVERAGE PERC RATE CORECTED' CRITERIA TIME WATER WATER WATER DEPTHTO DEPTHTO INFILTRATION INTERVAL HEIGHT DROP HEIGHT WATER WATER HEAD HEIGHT (in/hr) RATE(in/hr) T A C n U 0:00:00 0:30:00 15 2.75 12.25 47 49.75 13.625 5.5 0.7 0:30:00 30.00 0:00:00 0:30:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0:00:00 0:30:00 15 2.25 12.75 47 49.25 13.875 4.5 0.6 0:30:00 30.00 0:00:00 0:30:00 15 2 13 .47 49 14 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 0:30:00 30.00 15 2 13 47 49 14 4.0 0.5 m 0 0:00:00 0:30:00 u 15 2 13 47 49 14 4.0 0.5 �- 0:30:00 30.00 c 0:00:00 0:30:00 m 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0 0:30:00 30.00 a 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 " 0:30:00 30.001 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:00:00 0:30:00 ' 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.75 13.25 47 48.75 14.125 3.5 0.4 0:30:00 30.00 'Porchet Method Cmlty. Perc. Inf. 0.8 1 I I I I 6.00 Time(hr) (in/hr) (in/hr) 00.7 5.00 I •,� 0 5.50 0.7 c 0.50 5.50 0.7 = I Imo. _ 4.00 1.00 4.50 0.6 I I I I °C 1.50 4.50 0.6 ¢ 0.4 4 3.00 I I I I e 2.50 4.00 0.5 0'3 I I I I I 2.00 y ¢ 0.2 3.00 4.00 0.5 01 I I 1.00 a 3.50 3.50 0.4 0.0 I I ( 0.00 • 4.00 3.50 0.4 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 3.50 0.4 Cumulative Time(hr) 5.00 3.50 0.4 5.50 3.50 0.4 Series2 -Seriesl 6.00 3.50 0.4 PERCOLATION TEST - P-3 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 • Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 JSoak Date 1/10/2014 5 gallons Testing Date 1/11/2015 lBorehole Size(in) 8 Depth(in) 60 Ail field measurements in inches and time measurement in minutes:seconds H.INITIAL AH H FINAL D.INITIAL D FINAL CORECTED' TIME ° t ° t H,,,°AVERAGE PERC RATE CRITERIA TIME WATER WATER WATER DEPTH TO DEPTH TO INFILTRATION INTERVAL HEIGHT DROP HEIGHT WATER WATER HEAD HEIGHT (in/hr) RATE(in/hr) C U 0:00:00 0:30:00 15 0.5 14.5 45 45.5 14.75 1.0 0.1 0:30:00 30.00 0:00:00 0:30:00 0:30:00 30.001 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:00:00 0:30:00 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.25 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.25. 14.75 45 45.25 14.875 0.5 0.1 0:30:00 30.00 0 0:00:00 0:30:00 '^ 0:30:00 30.00 15 0.125 14.875 45 45.125 14.9375 0.3 0.0 � c 0 u a •Porchet Method CmItV. Pere. Inf. 0.5 I I I 1.20 Time(hr) (in/hr) (in/h ) \ 0.4 1.00 i 0.50 1.00 0.1 --�- 0.80 1.00 0.50 0.1 1 0.3 1.50 0.50 0.1 c I I I I I 0.60 2.00 0.50 0.1 q 0.2 I 0.40 2.50 0.50 0.1 �� Y 3.00 0.25 0.0 S 0.1 \\\ _- I 0.20 u 0.0 I ` 0.00 • 0 0.5 1 1.S 2 2.5 3 3.5 4 4.5 5 5.5 6 Cumulative Time(hr) --- Series2 -Seriesl PERCOLATION TEST - P-4 Project No. 15004-01 Project Name APN 920-100-017,-018,-019 • Project Location Nicolas Road,Temecula Drilling Date 1/10/2015 Soak Date 1/10/2014 5 gallons Testing Date 1/11/2015 Borehole Size(in) 8 Depth(in) 57 All field measurements m inches and time measurement in minutes:seconds Ho INITIAL 4H Ht FINAL Do INITIAL Dt FINAL CORECTED* TIME H,,p AVERAGE PERC RATE CRITERIA TIME INTERVAL WATER WATER WATER DEPTH TO DEPTH TO HEAD HEIGHT (In/hr) INFILTRATION HEIGHT DROP HEIGHT WATER WATER RATE(in/hr) c o v '^ u 0:00:00 0:30:00 15 1.5 13.5 42 43.5 14.25 3.0 0.4 0:30:00 30.00 0:00:00 0:30:00 15 1.25 13.75 42 43.25 14.375 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 15 1.25 13.75 42 43.25 14.375 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 15 1 14 42 43 14.5 2.0 0.2 0:30:00 30.00 0:00:00 0:30:00 ,a 15 1 14 42 43 14.5 2.0 0.2 m 0:30:00 30.00 0 0:00:00 0:30:00 w 15 0.75 14.25 42 42.75 14.625 1.5 0.2 0:30:00 30.00 c ° 0:00:00 0:30:00 m 15 0.75 14.25 42 42.75 14.625 1.5 0.2 • 0 0:30:00 30.00 d 0:00:00 0:30:00 15 0.625 14.375 42 42.625 14.6875 1.3 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.625 14.375 42 42.625 14.6875 1.3 0.1 0:30:00 30.00 0:00:00 0:30:00 15 0.5 14.5 42 42.5 14.75 1.0 0.1 0:30:00 30.00 0:00:00 0:30:00 30.00 15 0.5 14.5 42 42.5 14.75 1.0 0.1 0:30:00 0:00:00 0:30:00 30.00 15 0.375 14.625 42 42.375 14.8125 0.8 0.1 0:30:00 'Porchet Method CmItV. Perc. Inf. 0.4 --. _ ..... . 3.50 Time(hr) (in/hr) (in/hr) 0.4 ��` -+-� - 3.00 0 3.00 0.4 3 0. ��` _ -. .c c 2.50 0.50 3.00 0.4 IT 1.00 2.50 0.3 A 0.3 _ `� _� jL 2.00 m a 1.50 2.50 0.3 a 0.2 e 0 1.50 0 2.00 2.00 0.2 m 0.2 - 2.50 2.00 0.2 0.1 - - - 1.00 3.00 1.50 0.2 c 0.1 -� -- 0.50 a 3.50 1.50 0.2 • 4.00 1.21 0.1 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 4.50 1.25 0.1 Cumulative Time(hr) 5.00 1.00 0.1 5.50 1.00 0.1 --- Series2 -Seriesl 6.00 0.75 0.1 'G,eJo • IM�at;: GeoMat Testing laboratories, Inc. Soil Engineering, Environmental Engineering, Materials Testing, Geology January 12, 2015 Project No. 15004-01 TO: Protea Senior Living Temecula, LLC 18 Ventana Ridge Drive Aliso Viejo; California 92656 ATTENTION: Mr. Hans Van der Laan SUBJECT: Preliminary Geotechnical Investigation Report Update, Proposed Assisted Living Housing Development, APN's 920-100-017, 920-100-018, and 920-100- 019, Temecula, California REFERENCES: MTGL, "Preliminary Geotechnical Investigation, Chaparral Courtyard, Nicolas Road just East of Winchester, Temecula, California." Project No. 6625-A02, Log No. 06-1501, Report Dated August 21, 2006. Introduction As requested we have reviewed the above referenced geotechnical investigation report and prepared this letter to update the 2006 report. Earlier Protect Description The referenced report was completed for a four condominium structures. Site or grading plans were not available at the time the geotechnical report was completed in 2006. The report assumes normal foundation loading of 50 to 75 kips for pad foundation and 3 to 6 kips per foot for perimeter foundation. Current Project Description The current proposed project is a two building assisted living facility, Plate 1. The buildings are two story wood frame structures. Associated with the facility is a common area that consists of kitchen/dining, wellness, fitness, beauty, activity, library, administrative, storage areas. The current buildings occupy the property west of the center drive. East of the drive is future facility. Updated Seismic Design Parameters Beginning January 1, 2014, the 2013 CBC was adopted by municipalities in Southern California. The CBC provides procedures for earthquake resistant structural design that include considerations for the onsite soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented in Appendix A are based on the soil profile and the proximity of known faults with respect to the subject site. • 9980 Indiana Avenue • Suite 14 • Riverside • California • 92503 • Phone (951)6885400 . Fax (951) 6885200 www.neomatiabs.com, contact: e-mail: geomatlabs@sbcglobal.net APN's 920-100-017, 920-100-018, and 920-100-019 Project No. 15004-01 • Temecula, California January 12, 2015 The 2013 CBC Seismic Design Parameters have been generated using the US Seismic Design Maps, a web based software application developed by the United States Geological Survey. This software utilizes a database of deterministic site accelerations at 0.01 degree intervals. General Conclusions Given the findings of the 2006 geotechnical investigation, it appears that the site geology is suitable for the proposed assisted living facility provided that the conclusions derived in the above referenced report are taken into consideration during design, and the report recommendations are incorporated into the construction plans and specifications are implemented during grading and construction. Based on our review, we concur with the conclusion and recommendations presented in the above referenced report, and it is our opinion that the nature and extent of the geotechnical investigation is in conformance with generally accepted practice in this area. There appears to be no significant onsite geologic constraints that cannot be mitigated by proper planning, design, and sound construction practices. Plan Review We should be retained to review final grading and foundation plans to revise the conclusions and recommendations, as necessary. The preliminary conclusions and recommendations should also • be reviewed and verified during rough grading and revised accordingly if exposed geotechnical conditions vary from the preliminary findings and interpretations. Additional Observation and/or Testing During overexcavation and fill placement. During retaining wall and utility trench backfill and compaction. Following footing excavation and prior to placement of footing materials. Following slab subgrade saturation for moisture testing and prior to placement of slab materials. When any unusual conditions are encountered. We appreciate this opportunity to provide geotechnical services on this project and look forward to assisting the Project Team as the design progresses. If you have any questions or comments regarding the information contained in this report, or if we may be of further services, please call us at (951) 688-5400. Submitted for GeoMat Testing Laboratories, Inc. Haytham Nabilsi, GE 2375s// Principal Engineer7� & f° Distribution: [3] Addressee �r,r Attachments: Plate 1 Site Plan • Appendix A CBC Seismic Design Parameters GeoMat Testing Laboratories Page 2 i I - sa ea s - ;-- � Sewn yFbor Plan recoup uono Temecula Budtlin9 Puns ME wilCompany (2 v..r.-miu-n uc w.w.w'�r. .e•...w. �.�+.�r .aa�m c.c c.arwrt.��.xuu.. • Appendix A • `G�eo • Matte Design Maps Detailed Report Page 1 of 6 • nil= Design Maps Detailed Report ASCE 7-10 Standard (33.539150N, 117.140851W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S,) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Flaure 22-1"' Ss = 1.896 g From Figure 22-2 " 5, = 0.762 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. • Table 20.3-1 Site Classification — SRe class r: M or N,e s. A. Hard Rock >5,000 R/s N/A N/A B. Rock 2,500 to 5,000 R/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 R/s >50 >2,000 psf D. Stiff soil 600 to 1,200 R/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w 2 40%, and • Undrained shear strength R < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m= • http:%iehp4-earthquake.cr.usgs.govidesignmapsius report.php?template=minimal&latitude=... 1 12/2015 Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake • (MCEa) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE..Spectral Response Acceleration Parameter at Short Period S. 50.25 S. = 0.50 S. = 0.75 S. = 1.00 S, > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section,11.4.7 of.ASCE 7 Note: Use straight-line interpolation for intermediate values of S. For Site Class = D and S. = 1.896 9, F.,= 1.000 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE. Spectral Response.Acceleration Parameter at 1-s Period S, 5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S,,>_ 0:50 A 0.8 0.8 0:8 0.8 0.8 B 1:0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.762 9, F. = 1.500 http://ehp4-earthquake.cr.usgs.gov/desigrunaps/us/report.php?template=minimal&latitude=... 1/12/2015 Design Maps Detailed Report Page 3 of 6 • Equation (11.4-1): S ,; = F,S- = 1.000 x 1.896 = 1.896 g Equation (11.4-2): S.,, = F,S, = 1.500 x 0.762 = 1.143 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): S,,. = '/ SM; = % x 1.896 = 1.264 g Equation (11.4-4): Sp, = '/, S = 2/ x 1.143 = 0.762 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3' T, = 8 seconds Figure 11.4-1: Design Response Spectrum T<T,:S,=S.(0.4+0.6T/To) . , 1 :54 TISTST':Six Sp d T,<TST,:S.=So,IT • € TaTL:S.%T,IT' 3�a i Y Y C y$I N T = 01:1 T = C5C3 1030 Pwiod. T(ow) • http:/ehp4-earthquake.cr.usgs.gov/desigmnaps/us/report.php?template=minimal&latitude=... 1/12/2015 Design.Maps Detailed Report Page 4 of 6 • Section 11.4.6 —,Risk-Targeted Maximum Considered Earthquake (MCEA) Response Spectrum The MCE.Response Spectrum is determined by multiplying the design response spectrum above by 1.5. a s 8 i 7 S.,-1.143 -`-----------`--------- a i Te-0.121 T,-0.603 -1.000 P4"T 1.«1 • • http://ehp4-earthquake.cr.usgs.gov/designmaps/us/report.php'hemplate=minimal&latitude=... 1/12/2015 Design Maps Detailed Report Page 5 of 6 • Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Fiaure 22-714I PGA = 0.752 Equation (11.8-1): PGA„ = F,PGA = 1.000 x 0.752 = 0.752 g Table 11.8-1: Site Coefficient F,,. Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2,5 1.7 1.2 0.9 0.9 • F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.752 9, F.,,. = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Fiaure 22-17"' C. = 0.935 From Figure 22-18"" C = 0.920 • http:!/ehp4-earthquake.cr.usgs.gov/designmaps/us/report.php Aemplate-minimal&latitude=... 1/12/2015 Design Maps Detailed Report Page 6 of 6 • Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF So, I or II III IV S„ < 0.167g A A A 0.167g 5 S", < 0.33g B B C 0.33g 5 S„ <.0.50g C C D 0.50g 5 S„ D D D For Risk Category = Land S„= 1.264 g. Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on-1-5 Period Response Acceleration Parameter RISK CATEGORY. VALUE OF So, I or U III IV S",.< 0.067g A A A 0.,067g.5 So, <•O.133g B B C 0.133g 5 So, < 0.20g C C D. 0.209 5 So, D D D For Risk Category = I and S„ = 0.762 g, Seismic Design,Category-.= D • Note: When.S, is greater than or equal to 0.75g, the Seismic Design Category, is E for buildings in Risk Categories I,',II, and III,,and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the-more severe design category In-accordance with Table 11.6-1 or 11.6-2" = E Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 12-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22- 12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22-7.pdf S. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22- 17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18.pdf • http://ehp4-eatthquake.cr;usgs.gov/designnaps/us/report.php?template=minimal&latitude=... 1/12/2015 PRELIMINARY GEOTECIINICAL INVESTIGATION Chaparral Courtyard Nicolas Road Just East of Winchester Temecula,California Prepared For: Ginny Uyeno-Bridy DBI Retail Ventures,LLC. • 1224 Prospect Street, Suite 150 La Jolla, California 92037 Prepared By: MTGt, Inc. 14467 Meridian Parkway,Bldg. 2A Riverside,California 92518 Project No. 6625-A02 Log No. 06-1501 August 21,2006 Geotechroical Engineering • Construction Inspection ArTTM Materials Testing Environtnentai August 21,2006 Office Locations OrangeCounty Ginny Uyeno-Bridy Project No. 6625-AO2 corporatteoBranch: DBI Retail Ventures,LLC. Log No.06-1501 2992 E La Palma Avenue 1224 Prospect Street, Suite 150 Suite A Anaheim,CA 92806 La Jolla,California 92037 Tel: 714,632.2999 Fax: 714,632.2974 SUBJECT: PRELI IINARY GEOTECM%CAL INVESTIGATION Chaparral Courtyard Los Angela Nicolas Road Just East of Winchester Ventura Canty 13010 San Fernando Road Temecula,California Unit 1 Sylmar,CA 91342 Tel: 818.833.8100 In accordance with your request and authorization we have completed a Geotechnical • Fax: 818.833.0085 Investigation at the subject site. We are pleased to present the following report with our conclusions and recommendations for remedial grading and foundations. San Diego Imperial Countv EXECUTIVE SUMMARY 7313 Carroll Road Suite c San Diego,CA 92121 Although building plans or preliminary loads are not available at this time we have assumed Tel: 858.537,3999 normal foundation loading of 50 to 75 kips for pad footings and 3 to 6 kips per foot for Fax: 858.537.3990 perimeter footings. If expected loads exceed these ranges we should be consulted for additional foundation recommendations. Our report concludes that the site is suitable for Inland Empire construction if the recommendations presented are incorporated into the plans and 14467 Meridian Parkway specifications for the proposed construction. Building 2A Riverside,CA 92508 Tel: 951,653.49" Removals and recompaction of onsite soils beneath the structures are recommended to be 2 Fax: 951.653.4666 feet below proposed foundation or 4 feet from existing ground surface, whichever is lower in elevation. Removals in hardscape and paving areas are expected to be 2 foot below subgrade. Central Dispatch The onsite soils have low expansion potential and the moisture content of the subgrade soils 800.491,2990 below foundations and slabs on grade should be near the optimum to a depth of 18 inches San Diego Dispatch prior to placing concrete. The soils are potentially corrosive to ferrous metals. 888.844.5060 Page i • www.mtglinc.com • DB1 Group Project No. 6625-A02 Chaparral /Nicolas Office Park North Log No. 06-1501 We look forward to providing additional consulting services during the planning and construction of the project. If you have any questions concerning our report or planned construction please contact our office. Respectfully submitted, MTGL, Inc. • M.B. (Ben)Lo Brad Hulse Registered Geotechnical Engineer R.G.E. 2088 Project Geologist Expiration Date: December 31,2005 Distribution (4) Addressee OQPoFESS/O40 h� 20 h wNo.GE 20as m 2 Exp.12/31/07 A 9�OF CALXX — ' • Page ii DBI Retail Ventures,LLC Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 TABLE OF CONTENTS INTRODUCTION......................................................................................................................I PLANNEDCONSTRUCTION................................................................................................1 SCOPE......................................................................................................................................... SITE.............................................................................................................................................I LABORATORYTESTING..._................_...._.........................................................................2 GEOLOGY/SIESMICrFY..........................................._......................_.................................3 REGIONAL GEOLOGIC CONDITIONS............................................................................................3 SITE GEOLOGIC CONDITIONS.....................................................................................................3 GROUNDWATER CONDITIONS....................................................................................................4 SEISMICHATARDS .....................................................................................................................4 • LIOUEFACTION...........................................................................................................................5 LANDSLIDES AND SLOPE STABILITY ..........................................................................................6 SEISNUCITY.................................................................................................................................6 CONCLUSIONS...._...................................................................................................................7 GENERAL CONCLUSIONS............................................................................................................7 EXCAVATION CHARACTERISTICS/SHRINKAGE...........................................................................7 SETTLEMENT CONSIDERATIONS.................................................................................................7 EXPANSION POTENTmL/FILL.....................................................................................................8 CORROSIVITY AND THE ON-SITE Sons......................................................................................8 SITE COEFFICIENT/SUBGRADE MODULUS..................................................................................8 RECONMENDATIONS...........................................................................................................8 SITE GRADING RECOMMENDATIONS..........................................................................................8 SITEOVEREXCAVATION.............................................................................................................9 FOUNDATION AND BUILDING SLABS..........................................................................................9 &read Footings.....................................................................................................................9 Concreteand the On-Site Soils...........................................................................................10 RETAININGWALLS...................................................................................................................10 SLAB-ON-GRADE RECOMMENDATIONS....................................................................................1 I Prewettin2 Recommendation...............................................................................................12 PAVEMENT RECOMMENDATIONS.............................................................................................12 CONSTRUCTION CONSIDERATIONS...........................................................................................13 • Page iii • DBl Retail Ventures,LLC Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Moisture Sensitive Soils/Weather Related Concerns..........................................................13 Drainage and Groundwater Considerations...................................................................... 13 Excavations.......................................................................................................................... 14 UtilityTrenches...................................................................................................................14 SITEDRA[NAGE........................................................................................................................15 GEOTECHMCAL OBSERVATION/IESUNG OF EARTHWORK OPERATIONS.................................15 LIMITATIONS........................................................................................................................16 Appendix A-References Appendix B-Field Investigation Appendix C-Laboratory Testing Appendix D—Seismicity/Liquefaction Appendix E-General Earthwork and Grading Specifications Figure 1 - Site Location Map—Next Page Figure 2- Boring Location Plan—Following Report • • Page iv TopoZone-Tucalota Creek, USGS MURRIETA(CA)Topo Map Page 1 of I 10 OL0112: )'lot Sprrigs r � • .a,5+•7M'i94pM.'3tkpeahane ;':t ' h• R r4 liCi : v d r, ro / I l; •aoO r f/ BM 5072 /.� f ndinill � r . %rr • 14Qf lip / .it" — 74? 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L�i •..,1( / .,��Oo I� - , I15 } �I ��J�fQt _ * I� 0 0.3 0.6 0.9 1.2 1.5 km G 0 0.2 OA 0.6 0.0 1 mi UTM 11 486702E 3711293N (WGS84/NAD83) • Tucalota Creek, USGS MURRIETA (CA) Quadrangle Mz13.201 Projection is UTM Zone 11 NAD83 Datum G=-0.079 htt-o://www.topozone.com/print.asp?lat=33.54117&lon=-117,14323&size=1&layer—DRG... 8/20/2006 DBI Retail Ventures, LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 INTRODUCTION In accordance with your request and authorization, MTGL, Inc. has completed a Preliminary Geotechnical Investigation for the subject site. The following report presents our findings, conclusions and recommendations based on our investigation, laboratory testing, and engineering review. PLANNED CONSTRUCTION It is proposed to construct four (4) condominium structures comprising approximately 50,000 square feet along with site improvements including access and parking paving. See the Boring Location Plan(Figure 2)for approximate location of the planned construction. SCOPE • The scope of our Geotechnical services included the following: • Complete a Preliminary Geotechnical Investigation consisting of excavating 3 borings. (See Appendix B for Logs and Boring Location Plan for Locations) • Laboratory testing of samples(See Appendix Q. • Geotechnical engineering review of data and engineering recommendations. • Preparation of this report summarizing our findings and presenting our conclusions and recommendations for the proposed construction. SITE The site is on Nicolas Road near the intersection of Nicolas Road and Roripaugh. The site is located adjacent to existing buildings and in front of an existing storage lot. The site is currently an empty lot that has a road dividing the lot that leads up to the storage lot. The • site is vegetation free and is relatively flat. Page 1 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 LABORATORY TESTING The laboratory testing consists of moisture density determinations of the relatively undisturbed samples and moisture content of the"disturbed samples. Grain Size, Atterberg Limits and #200 Wash were determined for soils classification and liquefaction analysis. The maximum density was determined on samples of the near surface soils so that an estimated shrinkage during grading could be made. Direct shear and consolidation testing were accomplished for foundation bearing and settlement determinations. Corrosivity, Expansion Index and Soluble Sulfates in the,near surface soils were determined for slab-on- grade and concrete recommendations. R-Value testing was completed for hardscape and pavement recommendations. The results and expanded explanation of laboratory testing are presented in Appendix C and on the Boring Logs, Appendix B. • Page 2 • DBI Retail Ventures, LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 GEOLOGY/SIESMICITY Regional Geologic Conditions The site area is located within the Elsinore-Temecula Trough in the Peninsular Ranges geomorphic province. The Elsinore-Temecula Trough extends from the Lake Elsinore Basin, north of the Temecula, to the. Agua Tibi Mountains, located south of Temecula. Topographically, the site lies in a relatively flat area at an elevation of approximately 1100 feet above sea level. Structurally, the area lies within the broad Elsinore Fault Zone with the Santa Ana Mountains to the west and the Perris Block to the northeast Quaternary alluvial deposits 'reportedly reach thicknesses of up to approximately 3,000 feet in the central portion of the Elsinore-Temecula Trough. Within the Elsinore Trough, these sediments overlie pre-Tertiary crystalline bedrock. The Tertiary Bedford Canyon Formation underlies the Santa Rosa Mountains southwest of the Temecula Valley. • Site Geologic Conditions The site is located along the north side of Nicolas Road between Roripaugh Road and Winchester Road in Temecula, California. The ground surface is relatively flat and slopes gently toward the west at a slope angle of approximately 40 feet per mile. The site vicinity is drained by Santa Gertrudes Creek. The site is underlain by alluvium derived from weathering of poorly consolidated and poorly-cemented silty sandstone of the Quaternary age Pauba formation that crops out on the hills in the immediate site vicinity (CDMG, 1991). Where encountered in the borings advanced for this investigation, the native alluvium consists of brown, moist, dense to very dense silt and sand with scattered gravel and was generally encountered at a depth of approximately 1-foot below the existing plowed ground. According to the USDA Soil Conservation Service (1971), soils of the Hanford-Tujunga- Greenfineld soil association occur across the majority of the site. Based on samples retrieved from the soil borings, and review of the Soil Conservation Service soils report,the most of the site is underlain by fine sandy loam associated with the Hanford soil series. The soils which comprise the Hanford soil series consist of well drained to somewhat excessively • drained soils on alluvial fans with slopes ranging from 0 to 15 percent. Typically, the upper Page 3 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 18 inches of the soil profile is grayish brown coarse sandy loam underlain by brown, stratified coarse sandy loam and loamy sand to a depth of approximately five (5) feet. Historically;these soils have been used for dryland pasture, grains and for.irrigated alfalfa, potatoes, citrus, and grapes.. More recently, they have been extensively developed for homesites and other developments. According to USDA (M7), the Hanford soil series has low shrink swell potential and pH values of approximately 6.1 to 7.8. Groundwater Conditions Groundwater was encountered at a depth of approximately 44 feet below ground surface in boring B1. It is considered possible that, in the future, due to changes in.runoff and infiltration associated with regional site development, groundwater depths could become shallower. Due to the generally fine-grained nature of the near surface soils, sudden fluctuations of groundwater at the site are not likely. Seismic Hazards • The site is located within the seismically active area of southern California. However, no active faults appear to exist on the site or immediately adjacent to the site. Seismic risk is considered relatively high as compared to other areas of southern California, mainly because of the relatively close proximity to active faulting along the Elsinore Fault zone. Based on review of the Fault-Rupture.Hazards Zones in California, the site is not located within an earthquake hazard zone. The site is located cast of the Elsinore Fault Zone, and south of the Murrieta Hot Springs Fault (north of Murrieta Hot Springs Road). The Elsinore Fault Zone is an active northwest trending strike slip fault with probable vertical displacement of up to.1,500 feet or more and is the major structural feature influencing the site and site vicinity. The Elsinore fault is located approximately three (3) miles southwest of the site. Primary seismic hazards in the site and site vicinity include severe ground shaking, actual surface rupture due to faulting, and secondary ground failures such as liquefaction, ground lurching, lateral spreading; seiche, tsunami, and landslides. Due to the presence of numerous active faults within the southern California region, severe ground shaking potential is considered high. However, the actual surface rupture potential due to faulting • Page 4 DBI Retail Ventures,LLC. Project No.6625-A02 Chaparral Courtyard Log No. 06-1501 across any portion of the site is considered very low. Liquefaction is the temporary loss of cohesion in saturated, granular soils subjected to ground shaking. Because of the soil types encountered in the four (4) soil borings, the seismic setting of the site, and the depth to groundwater, a liquefaction analysis was conducted (see below). Lateral spreading is the horizontal movement of loose, unconsolidated sedimentary deposits or imported fill material. Lateral spreading potential is considered low. Ground lurching is the horizontal movement of soil, sediments or fill founded on steep slopes and embankments. Due to the relatively flat surface and lack of significant embankments, lateral spreading potential is considered very low. A seiche is the periodic oscillation of abody of water resulting from seismic shaking. As there are no surface impoundments or reservoirs in the immediate site vicinity, seiche potential is also considered nil. Because the site is located a sufficient distance inland from the coast and at an elevation of approximately 1100 feet above sea level, inundation by tsunamis is not an issue. Finally, landslides are unlikely due to the relatively flat topography at the site and surrounding site vicinity. • Liquefaction Liquefaction occurs in water-saturated sediments during moderate to great earthquakes and results in loss of strength which can damage structures. The soils at the site locally have clean, medium dense sand layers within 40 feet or less of the ground surface and the site is in relatively close proximity.to active faults. Although the regional groundwater depth at the site was in excess of 44.0 feet below grade at the time of the field investigation, future land use changes, utility line leakages and over-irrigation,could cause shallow groundwater or perched groundwater conditions to develop, especially given the presence of low- permeable interbeds of silt and clay. Review of CDMG (2000)and CDMG (2001) suggests, that the site soils have no to low susceptibility to liquefaction. Nevertheless, based on the findings of our investigation,a liquefaction analysis was conducted (see below). Liquefaction, the process by which water-saturated sediment loses strength and may fail during strong ground shaking, commonly accompanies moderate to great earthquakes throughout the world. Water-saturated, cohesionless, granular sediment situated at depths less than 50 feet beneath the surface constitutes the principal environs of the liquefaction process. A liquefaction assessment was completed using current standards and California • Special Publication 117. Page 5 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 A liquefaction study was conducted based on the subsurface conditions encountered at B-1, using current standards and California Special Publication 117, and an assumed 'ground water .table of 20 feet below.ground surface. Details of the liquefaction analysis are presented in Appendix D. Based on the liquefaction study, there are sand layers that may liquefy during the life of the project due to the design earthquake. Liquefaction of the zone would cause up to 1.51 inch of settlement. Due to relatively level nature of the subgrade, this settlement is expected to produce a maximum of 3/4 inch of differential settlement. The recommended remedial grading may reduce some of the estimated settlements. However,we recommend that the structures to be designed to tolerate 1.5 inch and 3/4-inch of total and differential settlement respectively. Landslides and Slone Stability The slope gradient at the site is approximately 40 feet per mile toward the southwest. Slope • stability is not considered an issue on this gently sloping,developed site. Further, according to CDMG (2001), the site is not within a designated landslide zone. Seismicity The computer program FRISKSP (Thomas F. Blake, 2000) was used to calculate the site accelerations using the probabilistic method. See Appendix D for results. The Design-Basis Earthquake ground-motion (10% chance of exeedance in 50 years) is .0.60g. The Upper- Bound Earthquake Ground-Motion(10%chance of exeedance in 100 years)is 0.75g. The computer program UBSEIS (Thomas F. Blake, 2000) was used to calculate the UBC seismic factors. The results are located in the Appendix. The site soil profile is So. The nearest active fault is the Elsinore-Temecula fault, which is located approximately 3 miles away. The fault type is B. Selected UBC seismic coefficients are: Na= 1.0,Nv = 1.2, Ca= 0.45 and Cv=0.79(Other parameters may be found in Appendix D). The computer program EQFAULT (Thomas F. Blake,2000) was used to deterministically calculate the maximum peak ground acceleration for the site. Based on the,results, the site may experience a maximum peak ground acceleration of 0.415 g. • Page 6 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 CONCLUSIONS General Conclusions Given the findings of the investigation,it appears that the site geology is suitable for the proposed construction provided our conclusions are taken into consideration during design, and our recommendations are incorporated"into'tlie construction plans and specifications and implemented during grading and construction. Based on the investigation,ibis our opinion that the proposed development is safe against landslides and ground rupture from active faults. Grading and construction of the proposed project will not adversely affect the geologic stability of adjacent properties. The nature and extent of the investigation conducted for the purposes of this declaration are,in our opinion,in conformance with generally accepted practice in this area. There appears to be no significant onsite geologic • constraint that cannot be mitigated by proper planning, design, and sound construction practices. Excavation Characteristics/Shrinkaee Based on the drilling for the subsurface investigation, which was done by hollow stem . auger, excavation of the onsite soil materials can use conventional earthmoving equipment. Shrinkage of the undocumented fill and alluvium is expected to be 10 to 15 percent. Settlement Considerations Based on the known subsurface conditions and site geology, we anticipate that properly designed and constructed foundations supported on the recommended material would experience total and differential settlement. As a minimum all foundations bearing into the engineered fill should be designed to accommodate a total settlement of at least one inch with a differential settlement of 1/2 inch over a horizontal distance of 50 feet. • Page 7 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Expansion Potential/Fill The onsite soils are suitable for use as fill if organic debris is removed prior to placement as fill. Expansion potential is expected to be.very low. Corrosivity and the On-Site Soils Based on testing and our experience, concrete in contact with the on-site soils may utilize type II Cement due to low soluble sulfates. Based on the Corrosivity test results,the onsite soils will be potentially corrosive to ferrous metals. We recommend Corrosion Engineers be consulted for any ferrous material that may be installed in direct contact with onsite soils. Site Coefficient/Subgrade Modulus The Subgrade Modulus may be taken as 105 psi per inch. In compliance with the 1997 • Uniform Building Code the site is Type So and the Seismic Coefficients presented in Appendix D may be used. RECOMMENDATIONS Our recommendations are considered minimum and may be superseded by more conservative requirements of the architect, structural engineer, building code, or governing agencies. The foundation recommendations are based on the expansion index and shear strength of the onsite soils. Import soils, if necessary should not exceed the existing expansion potential and should be approved by the, Geotechnical Engineer prior to importing to the site. In addition to the recommendations in this section, additional general earthwork and grading specifications are included in Appendix E. Site Grading Recommendations General Compaction Standard: All fills should be compacted to at least 90 percent of M FkXiMUM dry density as determined by ASTM Test Method 131557-96. Fill materials should be placed in loose lifts, not thicker than 8 inches. Material should be moisture- Page.8 DBI Retail Ventures, LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 conditioned as processed as necessary to achieve a uniform moisture content that is over optimum and within moisture limits required to achieve adequate bonding between lifts and compaction. Site Overexcavation Building plans,grading plans and foundation elevations are not available at this time. When these plans become available this office should review them in order to make additional recommendations,if necessary. All organics, debris, trash and topsoils should be removed offsite. To provide a uniform bearing support across the proposed building pad, we recommend the pad area to be over excavated to a minimum,of 4 feet below the existing surface or 2 feet below the bottom of footings,whichever is lower in elevation. The horizontal limits of over excavation beyond • the perimeter footings should be equal to the depth of over excavation, but not less than 5 feet Hardscape areas which include paving sections will require a minimum of 2 feet of removal and recompaction. Processing for hardscape should extend to a minimum of 2 feet outside the structural limits. The excavated on site material, moisture conditioned to approximately the optimum moisture content, could be used for back fill in the over excavation. The fill should be compacted to a minimum of 90%of the maximum dry density per ASTM D-1557-96. Foundation and Building Slabs Spread Footings An allowable bearing pressure of 2,000 psf may be used for conventional shallow footing design for the minimum embedment recommended below. This value may be increased by 200 psf per additional foot of embedment and 100 psf per foot of width for a total not to exceed 3,000 psf. The allowable bearing pressure may be increased by one-third for wind or seismic loading. Continuous footing should be reinforced with one #4 reinforcing steel • bars, top and bottom as a minimum. The recommended minimum footing widths are 12 Page 9 DBI Retail Ventures,LLC. Project No.6625-A02 Chaparral Courtyard Log No.06-1501 and 24 inches for continuous and isolated footings respectively. The embedment should be a minimum of 24 inches for perimeter footings or 18 inches for interior footings. Soil resistance developed against lateral.structural movement can be obtained from the passive pressure value of 300 pcf. Further,for sliding resistance,a friction coefficient of 0.3 may be used at.the concrete and soil interface. In combining the total lateral resistance, either.the passive pressure or the friction of resistance should be reduced by 50 percent. In addition, the lateral passive resistance is taken into account only if it is ensured that the soil against embedded structures will remain intact with time. Concrete and the On-Site Soils Based on testing and our experience, concrete in contact with the on-site soils may utilize type 11 Cement Retaining Walls • Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load If the wall can yield enough to mobilize the full shear strength of the soil, it can be:designed for "active" pressure. If the wall cannot yield under the applied load,the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls as basement and swimming pools should be designed for the "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive"resistance. For design purposes, the recommended equivalent fluid,pressure for each case for walls founded above the static ground water table. and backfilled with nonexpansive soils is provided below. Retaining wall backfill should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). Recommended pressures are shown on Table 1. Page 10 • DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Table 1. „t Equivalent Fluid Wei htg (Rc6l Condition Level 2:1 (H:V)Sloe Active 40 70 At-Rest 50 95 Passive 300 140 (Maximum of 3 ksf) (Sloping Down) It is recommended that the footings be embedded at least 24 inches below lowest adjacent finish grade. In addition, the wall footings should be designed and reinforced with • struchual considerations. For walls less than 15 feet in height, the back cut should be flattened to a gradient of not steeper and 1:1(H: V) slope inclination. The walls may be drained by a vertical layer of Miradrain 6200 with Mirafi 140 Geofabric, or equivalent, placed at the back of the wall; or by a minimum 12-inch width of 3/4 inch open-graded crushed gravel enveloped in Mirafi 140 Geofabric. Subdrains should consist of 4-inch diameter Schedule 40, PVC pipe or equivalent, embedded in approximately 1 WIlinear foot of 3/4-inch down open-graded gravel, enveloped in Mirafi 140 Geofabric Filter or equivalent, with the pipe being 3+ inches above the trench bottom; a gradient of at least 1% being provided to the pipe and trench bottom; discharging into suitably protected outlets. Alternatively low retaining walls (less than 5 feet retained) may use weep holes. The Factor of Safety used in calculating the above fluid pressures and coefficient is 1.5. Slab-on-trade Recommendations The recommended minimum slab-on-grade should be a nominal 5 inches in thickness, reinforced with 43 reinforcing bars on 18-inch centers in both directions. A thicker slab-on- grade with heavier reinforcement may be required based upon the proposed loading conditions in the structure. Anticipated dynamic settlements due to liquefaction should be • also considered in the design of slab thickness and reinforcements. Page 11 DBI Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Where moisture sensitive flooring is anticipated the placement of membrane with 2 inches of free draining sand placed above and below the membrane is recommended. The membrane as a minimum should be 10-mil visqueen. Prewetting Recommendation Due to the low expansion potential of the onsite soils,the soils underlying the slab-on-grade should be prewetted only to prevent water loss in the concrete foundations and slabs. Pavement Recommendations We have assumed a Traffic Index of 4 for parking areas, 5.5 for travel lanes and 7.5 for heavy truck lanes. Where the pavement is subject to repeated turning stress (i.e. Trash • Enclosures Aprons) the pavement should be PCC. Based on the R-Value test result of 19, we recommend the following pavement sections. PAVEMENTr�' TRAFFIC AC,, BASE AREA INDEX ?EIlCKNESS THICKNESS Parking Areas 4.0 3.0 inches 5.0 inches Driveways 5.5 4.0 inches 8.0 inches Heavy Truck Lanes 7.5 6.0 inches 11.0 inches Base for paving should be compacted to 95 percent of maximum in accordance with the overexcavation section. Minimum reinforcing should be considered for the concrete and the concrete should be placed on subgrade compacted to 90 percent of ASTM D 1557. The R-Value should be confirmed and the sections recalculated where necessary at the completion of grading. Page 12 • DBI Retail Ventures, LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Construction Considerations Moisture Sensitive Soils/Weather Related Concerns The upper soils encountered at this site may be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities.. In addition,soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will,therefore,be advantageous to perform earthwork and foundation construction activities during dry weather. Much of the on-site soils may be susceptible to erosion during periods of • inclement weather. As a result, the project Civil Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and-after construction. Drainage and Groundwater Considerations Groundwater was encountered at approximately 44 feet below existing grade. It should be noted, however, that variations in the ground water table may result from fluctuation in the ground surface topography, subsurface stratification,precipitation, irrigation, and other factors that may not have evident at the time of our exploration. This sometimes occurs where relatively impermeable and/of cemented formational materials are overlain by fill soils. In addition, during retaining wall excavations, seepage may be encountered. We recommend that a representative of MTGL, Inc. be present during grading operations to evaluate areas of seepage. Drainage devices for reduction of water accumulation can be recommended if these conditions occur. Water should not be allowed to collect in the foundation excavation, on floor • slab areas, or on prepared subgrades of the construction area either during or after Page 13 DBI Retail Ventures,LLC.. Project No,6625-A02 Chaparral Courtyard Log No. 06-1501. construction: Undercut or excavated areas should be sloped toward one comer to facilitate removal of any collected rainwater,groundwater;or surface runoff. Positive site drainage should be.provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water ispot permitted to infiltrate the backfill and floor slab areas of the building. Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering • trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches,basement excavation or foundation excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person",as defined in 29 CFR Part 1926, -should evaluate the soil exposed. in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local,state,and federal safety regulations. Utility Trenches Except where extending perpendicular under proposed foundations, utility trenches • Page 14 DBI Retail Ventures, LLC. Project No.6625-A02 Chaparral Courtyard Log No. 06-1501 should be constructed outside a 1:1 projection from the base-of-foundations. Trench excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for -pipe support. The remainder of the backfill shall be typical on-site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness,watered or aerated close to optimum moisture content, and mechanically compacted to at least 90 percent of maximum dry density(based on ASTM D1557). Site Drainaee • The site should be drained to provide for positive drainage away from structures in accordance with the building code and applicable local requirements. Unpaved areas should slope no less than 2% away-from structure. 'Paved areas should slope no less than 1% away from.structures. Concentrated roof and surface drainage from the site should be collected in engineered, non-erosive drainage devices and conducted to a safe point of discharge. The site drainage should be designed by a civil engineer. Geotechnical Observation/festin¢of Earthwork Operations The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from the investigation. Our preliminary conclusion and recommendations should be reviewed and verified during site grading, and revised accordingly if exposed Geotechnical conditions vary from our preliminary findings and interpretations. The Geotechnical consultant should perform Geotechnical observation and testing during the following phases of grading and construction: During site grading and overexcavation. During foundation excavation and placement. • Upon completion of any foundation and retaining wall footing excavation prior to Page 15 i� DB1 Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 064501 placing concrete. During excavation and backfilling of all utility trenches During processing and compaction of the subgrade for the access and parking areas and prior to construction of pavement sections. When any unusual or unexpected Geotechnical conditions are encountered during any phase of construction. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and finther assume the explorations to be representative of the subsurface conditions throughout the site. If different subsurface conditions are observed during construction, we should be promptly notified for review and reconsideration of our recommendations. • This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for. evaluating the design of the facilities as it relates to geotechnical aspects. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions included in this report. Our investigation was performed using the standard of care and level of skill ordinarily exercised under similar circumstances by reputable sail engineers and geologists currently practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. Page 16 • APPENDIX A REFERENCES 1. Blake, Thomas F., 2000, "EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration From Digitized California Faults 2. Blake, Thomas F., 2000, "FRISKSP, A Computer Program for the Probabilistic Prediction of Peak Horizontal Acceleration From Digitized California Faults 3. Blake, Thomas F., 1998, "UBCSEIS", A Computer Program for the Determination of UBC Seismic Coefficients. 4. CDMG, 1997 (updated 02), Special Bulletin 117, Guidelines for Evaluation and Mitigating Seismic Hazards in California. • 5. CDMG,2000, DMG CD 2000-003,Digital Images of Official.Maps of A-P Zones. 6. Southern California Earthquake Center; 1999, Recommended Procedures For Implementation of DMG Publication 117, Guidelines For Analyzing and Mitigating Liquefaction in California 7. CDMG Special Publication 42,Revised 1997,Fault Rupture Hazard Zones in California 8. California Division of Mines and Geology, 1994a, Fault-Rupture Hazard Zones in California, Special Publication 42. 9. California Division of Mines and Geology, 1994b, Fault Activity Map of California and Adjacent Areas. 10. CDMG, 1991, Geologic Map of the Santa Ana 1:100,000 Quadrangle, California, DMG Open-File Report 91-17 11. Jahns, R.H., 1954, Geology of Southern California: CDMG Bulletin 170, Guidebook No. • 3. 12. Morton, P.K., and Miller, R.V., 1981, Geologic Map of Orange County, California, Showing Mines and Mineral Deposits: CDMG Bull. 204, Plate 1, Scale 1:48,000. 13. Yerkes, R:F., McCulloh, T.H., Schoellhamer, J.E., and Vedder, J.G., 1965, Geology of the Los Angeles Basin California- An Introduction, U.S. Geological Survey Professional Paper 420-A. 14. U.S. Geological Survey, 1981, Topographic Map of the Temecula, California Quadrangle, Scale 1:24,000. 15. U.S..Department of Agriculture, Soil Conservation Service, 1977, Soil Survey of Western Riverside Area,California, 157 p. • APPENDIX B FIELD EXPLORATION PROGRAM The subsurface conditions were explored by excavating 4 borings with a 6-inch hollow stem auger, to a maximum depth of 51.5 feet below existing grade. The approximate location of the borings are shown on the Boring Location Plan, Figure 2, attached. The field exploration was performed under the supervision of our Geologist who maintained a continuous log of the subsurface soils encountered and obtained samples for.laboratory testing. Subsurface conditions are summarized on the. Logs of Borings. The soils encountered were classified in general accordance with the Unified Soil Classification System (see Key to Logs, Figure B-0). • The borings were located in the field by pacing and measuring, working from appropriate locations on a map. The soils were classified based on field observations and laboratory tests: The Borings were backfilled with cuttings,compacted and patched. • APPENDIX C LABORATORY TESTING PROCEDURES 1. Classification Soils were classified visually, generally according to the Unified Soil Classification System. Classification tests were also completed on representative samples in accordance with ASTM D422 for Grain Size, ASTM D4318 for Liquid Limit and Plasticity Index and No. 200 wash. The test result is shown on Figures C-1 through C-4 and on the Boring Logs. 2. Maximum Density One maximum density test was performed on a representative bag sample of the near surface soils in accordance with ASTM D1557. The test result is shown on Figure C-5. • 3. Direct Shear Direct Shear Tests were performed on undisturbed samples of site soils in accordance with ASTM D-3080. Test results are presented on Figures C-6 through C-8. 4. Consolidation Consolidation tests were performed on representative, relatively undisturbed samples.of the underlying soils to determine compressibility characteristics in accordance with ASTM D2435. Test results are presented on Figures C-9 and C-10. 5. `R' Value Testine 'R' Value testing was completed in substantial compliance with Caltrans Test Method 301. The test result is presented on Figure C-11. • 6. Expansion Index and Corrosivity Testing Expansion Index testing was completed in accordance with UBC 18-2 and a sample was tested in the laboratory Corrosivity Testing in compliance with Caltrans Test Method 417, 422,&643. Test results are presented below. Expansion Index Sample Location Soil Description; Expansion Index, Expansive Potential B-2 Qa 0-3 feet Brown Silty SAND 13 Very Low Corrosivity Testing Sample Location. pH , Soluble,Sulfates Soluble♦Chlorides Mtn.ResisNet q�ity • , , , a. i e r m (_ohm cnt)' '. ,a ti (PP. ), B-2 @ 0-3 feet 8.0 126 920 600 • APPENDIX B FIELD EXPLORATION PROGRAM . The subsurface conditions were explored by excavating 3 borings with a 6-inch hollow stem auger, to a maximum depth of 51.5.feet below existing grade. The approximate location of the borings are shown on the Boring Location Plan, Figure 2, attached. The field exploration was performed under the supervision of our Geologist who maintained a continuous log of the subsurface soils encountered and obtained samples for laboratory testing. Subsurface conditions are summarized on the Logs of Borings.. The soils encountered were classified in general accordance with the Unified Soil Classification System (see Key to Logs, Figure B-0). The borings were located in the field by pacing and measuring, working from appropriate locations on a map. • The soils were classified based on field observations and laboratory tests. The borings were backfilled with cuttings,compacted and patched. V Existing Storage Lot N B-2 + 0 I B-3 ICI U I � I B_, I I Nicolas Road Project No. 6625-A02 Boring Location Plan Figure 2 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS . CLEAN GRAVELS Well graded gravels, gravel-sand mixtures, little or no q GRAVELS O GW fine e. J M o MORE THAN (LESS THAN 'e; GP Poorly pretlad gravels or gravel-sand mixtures. little or w 0 HALF OF 5% FINES) '.A' no fines. N ¢ N COARSE Silty gravels, gravel-eand-sill mixtures, non-plastic U. Z.w FRACTION IS GRAVEL GM fines. IJU = N LARGER THAN WITH FINES Clayey gravels, gravel-sand-clay mixtures, plastic Z LL q of NO. 4 SIEVE - GC limes. fL < I.- tu SANDS CLEAN %a a ,SW Well graded sands, gravelly sends, little or no (Ines. O Z w H MORE THAN - (LESS SANTHAN e W = x HALF OF 5% FINES) x ' SP Poorly eroded aande or gravelly sands, little or no fines. r tY t. COARSE 6 w m FRACTION IS SANDS SM Silty sands, send-silt mixtures, non-plastic lines. U0 - SMALLER THAN WITH FINES M NO. 4 SIEVE SC Clayey sends, sand-Clay mixtures, pas . w Inorganic silts end very 11no aande, rock flour, silt or J LL ¢ N ML clayey Ilno aande or clayey elite with alight plastldlty. o ° r SILTS AND CLAYS J CL Inorganic clays low to medium plasticity, gravelly w J w LIGUID LIMIT IS Clays, Bandy cleye. lean clays.- N < 2 w LESS THAN 50% Wx an cl OL Organic sills and organic Silty clays of low plasticity. z = O1 o Inorganic elite, in or diatomaceous fine sandy G = J N MH or silty soils, elastic slits. cc w Q i SILTS AND CLAYS w LIQUID LIMIT IS CH Inorganic clays of high plasticity. let Clay&. w 01- z GREATER THAN 50% = Or anic clays of medium to high plasticity. organic LLf z / O H silts. HIGHLY ORGANIC SOILS Pt Psat and other highly organic soils_ • GRAIN SIZES SAND GRAVEL COBBLES BOULDERS SILTS AND CLAYS FINE MEDIUM I COARSE FINE COARSE 200 40 10 4 3140 3' 12' U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS .GROUND WATER LEVEL OR GROUND WATER SEEPAGE. mLOCATION OF SAMPLE TAKEN USING A STANDARD SPLIT TUBE SAMPLER, 2-INCH O.D.. 1-3/8-INCH I.D. 'DRIVEN WITH A 140 POUND HAMMER FALLING 30-INCHES. LOCATION OF SAMPLE TAKEN. USING A MODIFIED CALIFORNIA SAMPLER, 3-118-INCH O.D., WITH 2- 1/2-INCH.I.D. LINER RINGS, DRIVEN USING THE WEIGHT OF KELLY BAR (LARGE DIAMETER BORINGS) OR USING A 1.40 POUND HAMMER FALLING 30-INCHES (SMALL DIAMETER BORING). ® LOCATION OF SAMPLE TAKEN USING A 3-INCH O.D.,THIN-WALLED TUBE SAMPLER (SHELBY TUBE).HYDRAULICALLY PUSHED. ® LOCATION OF BULK SAMPLE TAKEN FROM AUGER CUTTINGS. KEY TO LOGS - UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) • DATE: FIGURE: B-0 Project No. 6625-A02 August 2006 DATE OBSERVED: 07/19/06 METHOD OF DRILLING:_6'Hollow Stem Auger • Page 1 of 2 LOGGED BY: GI GROUND ELEVATION: KA LOCATION: SEE BORrNG IACA'I10N PLAN uJ uJ > ti wm F --J W w � oa j O o- aJ Z LL Z ¢ y W L) BORING NO. B-1 W w w to O z G a Z Q. a o J f 0 Z W - 0 O to Com DESCRIPTION 0 Bulk @ 0 to 1'-Plowed Ground, Brown Silty SAND(SM) Max Density @ 1'-Silty SAND. Slightly Moist(SM)'Native Direct Shear 3 6 S-1 40 7.7 @ 5'-Olive Brawn Silly CLAY to Clayey SILT, Atterberg Most, Hard (CL-ML) LL-29 PI= 12 39.5%<#200 10 S-2 16 6.8 @ 10'-Gray to Yellowish Brown Clean SAND, 3.3% <#200 Moist, Medium Dense (SP) 15 S-3 13 8.9 @ 15'-Brown SAND to Silly SAND,Very Moist, 34.4% <#200 Medium Dense (SP-SM) • 20 S-4 20 3.1 @ 20'-Yellowish Brown Medium SAND, Moist, 3.7% <#200 Medium Dense (SP) 25 S-5 22 4.6 @ 25'-Grayish Brown Fine to Medium Silty SAND, 16.2% <#200 Moist, Medium Dense (SP-SM) 30 S-6 32 6.8 @ 30'-Yellowish Brown Fine SAND, Moist, Dense 12.2%<#200 (SP) 35 S-7 15 23.4 @ 36-Olive Brown CLAY, Moist to Very Moist. Atterberg Medium Dense (CL) LL=25 PI=6 Project No.6626-A02 LOG OF BORING Figure B-1a • DATE OBSERVED: 07/19/06 METHOD OF DRILLING:_6"Hollow Stem Auger •LOGGED BY:_GJ GROUND ELEVATION:�fA— �LOCATION: SEE BORING LOCATION PLAN Page 2 of 2 uJ F 2 -J oil w O O Q. Q. SLo z ui Lu z 0 a4LIJ � W V � BORING NO. B-1 (continued) IL 3 Lu x � o 0. z a. sa o o W11C3 O m U Z DESCRIPTION to co 40 S-8 42 14.8 @ 40'-Gray Clean SAND, Moist,Dense (SP) 4.0%<#200 @ 44'-Groundwater Encountered 4b S-9 34 18.5 @ 45'-Gray Clean SAND,Wet, Dense (SP) 4.9%<#200 50 S-10 48 15.2 @ 50'-Reddish Brown Silty SAND,Wet, Dense 24.4%<#200 (SM) Total Depth of Hole=51.5 feet Groundwater Encountered @ 44.0 feet logs Hole Backfilled and Tamped • Project No.6625-A02 LOG OF BORING FigureB-1b • DATE OBSERVED: 07/19/06 METHOD OF DRILLING:_6"Hollow Stem Auger Page 1 of 1 LOGGED BY:Sij_ GROUND ELEVATION: NA LOCATION: SEE BORING LOCATION PLAN 1= w WW z �m r- JaCL oa LU tWiW Z O ¢ Cl) Z Qv BORING NO. B-2 _ M N W tail O Z d Z wQ C) V Z W C3 to Co 0 Co DESCRIPTION 0 Bulk @ O to 1'-Plowed Ground, Brown Silly SAND(SM) E)pension @ 1'-Silty SAND, Slightly Moist(SM)*Native Corosiviry R-Value 3 D-1 119ZX 6.6 111.1 @ 3'-Brown Silty SAND, Moist, Medium Dense Consolidation ISM) 5 D-2 22 Z 5.4 110.2 @ 5'-Dark Brown Silty SAND, Moist, Medium Direct Shear Dense(SM) 10 D-3 22 Z 3.5 108.3 @ 10'-Yellowish Brown Clean SAND, Moist, Consolidation Medium Dense (SP) Grain Site 15 D4 24 Z 6.2 98.5 @ 15'-Brown Silty SAND to SAND, Moist, Medium Dense (SM-SP) • 20 D-5 13 Z 8.6 116.4 @ 20'-Gray Clean SAND, Moist, Medium Dense, Consolidation (SP) 26 D-6 28 11.0 96.9 @.25'-Brown Very Silty Fine SAND, Moist, Medium Dense (SM) 30 -Total depth of hole=26.0' -No groundwater encountered -Hole backfilled and tamped 35 40 Project No.6625-A02 LOG OF BORING Figure B-2 • DATE OBSERVED: 07/19/06 METHOD OF DRILLING:_6"Hollow Stem Auk Page 1 of 1 LOGGED BY: GJ GROUND ELEVATION:_N@_LOCATION: SEE BORING +W'ATION PLAN s _ yLL W W W aR tr 0 W oa o a a z W u z " W < ~ v BORING NO. B-3 Lu � ii 3 W x 20 gz a p > c) ip Lu CoO m 'DESCRIPTION 0 @ 0 to 1' -Plowed Ground, Brown Sitty,SAND(SM) @ 1'-Silty SAND,Slightly Moist(SM)*Native 3 D-1 34 7.6 119.9 @ 3'-Brown Silty SAND w/gravel, Moist, Dense Grain Size (SM) " 6 D-2 26 11.9 114.8 @ 5' -Brown Silty SANo,Moist, Medium Dense Consolidation (SM) 10 D-3 28 5.2 105.1 @ 10'-Brown Silty SAND,Moist, Dense (SM) Direct Shear 15 D-4 30 4.4 102.0 @ 15'-Yellowish Brown Fine to Medium SAND, Grain Sae Moist, Medium Dense(SP) • 20 DS 22 2.5 98.5 @ 20'-Yellowish Brown Clean SAND, Moist, Medium Dense (SP) 25 -Total depth of hole=21.9 -No groundwater encountered -Hole backfilled and tamped 30 35 40 Project No.6626-A0z LOG OF BORING Figure B-3 • APPENDIX C LABORATORY TESTING PROCEDURES 1, ('laecificatinn Soils were classified visually, generally according to the Unified Soil Classification System. Classification tests were also completed on representative samples in accordance with ASTM D422 for Grain Size, ASTM D4318 for Liquid Limitand Plasticity Index and No. 200 wash. The test result is shown on Figures C-1 through C-3 and on the Boring Logs. 2. Maximum Density One maximum density test was performed on a representative bag sample of the near • surface soils in accordance with ASTM D 1557. The test result is shown on Figure C-4. 3. Direct Shur Direct Shear Tests were performed on undisturbed samples of site soils in accordance with ASTM D-3080. Test results are presented on Figures C-5 through C-7. 4, Cnnsnlidatinn Consolidation tests were performed on representative, relatively undisturbed samples of the underlying soils to determine compressibility characteristics in accordance with ASTM D2435. Test results are presented on Figures C-8 and C-10. 5. 'R' Value legiinoo 'R' Value testing was completed in substantial compliance with Caltrans Test Method 301. The test result is presented on Figure C-11. • 6. Expansion index and Corrwivity Trctinv Expansion Index testing was completed in accordance with UBC 18-2 and a sample was tested in the laboratory Corrosivity Testing in compliance with Caltrans Test Method 417, 422, & 643. Test results are presented below. Rxpnnsion index I`SampleL:Gcahgn`,_ `� 'dDescrtpb :,- xpan .. p r r So on .� .E stdh:Index Lx - rvc Potenlral B-2 @ 0-3 feet Brown Silty SAND I 8 I Very Low Cnnncivih tinc, �amP1e Twcatidr;�" pH' ; Soluble Sul#8tes Sgluble Chlondes i IvJm R�sistt`vtty -`. r � ,7�ttWi r.3br�'��.t? ?�� ^, ."f.�1.'�� :(pEm-�y r }..N' .�1��.r ' '{�.c �'. �Oblll-CID3a t-�'- • B-2 @ 0-3 feet 7.8 102 1,185 600 DBI Retail Ventures, LLC Grain Size Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Particle Size Analysis #4 #2lHi 100.0 7707 00.0 e0.0 — 70.0 �g 50.0 a 50.0 li a 40.0 30.0 20.0 i 10.0 i 0.0 0 o g o c � o 0 Sire(mm) O—&2010fect Soil Classification= Yellowish Broom Clean SAND (SP) MTGL, INC. Figure C-1 DBI Retail Ventures, LLC Grain Size Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Particle Sae Analysis #q #200 100.0 90.0 80.0 70.0 60.0 Eq 50.0 y 40.0 30.0 20-0 10.0 - - 0.0 0 o c 0 0 CR Size(mm) .. -o—B-3 3 feel Soil Classification= Brown Silty SAND (SM) MTGL, INC. Figure C-2 DBI Retail Ventures, LLC Grain Size Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 Particle Size Analysis #4 #200, 100.0 90.0 80.0 70.0 — 60.0 50.0 m u um 40.0 1 1 30.0 20.0 10.0 o.o o a o .Sire(mm) —.._ —O—&3 @ 15 feet -� Soil Classification= Yellowish Brown Fine to Medium SAND (SP) MTGL, INC. Figure C-3 DBI.Retail Ventures,LLC. Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 • I 14s 140 135 o.. ii 130 ' .y SCE 2, 125 120 I 115 I 110 0 5 10 15 20 25 30 Moisture Content-%of Dry Weight Maximum Density Test Results Boring I @ 0-3 feet Brovnt Silty Clay,Test Method ASTM D1557A, 0% Retained on k4 Maximum Density = 134.5 pcf Optimum Moisture= 7.0 % MTGL,Inc. • Figure C-4 DBI Retail Ventures, LLC Direct Shear Project No.6625-A02 • Chaparral Courtyard Test Data Log.No. 06-1501 Direct Shear Stress/Strain 4000.0 I 3500.0 3000.0 2500.0 2000.0 N 1600.0 1000.0 I 500.0 • 0.0 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 Strain(In) Direct Shear Test Results 4000 B-I ®0-3 feet 3500 _ Remolded 90% �. 3000 — Saturated Peak 2500 - = 36.5 ° 2000 c= '05 psf 1500 L N 1000 — 600 0 Normal SUass(psq _ J • MTGL, Inc. Figure C-5 DBI Retail Ventures, LLC Direct Shear Project No6625-A02 Chaparral Courtyard Test.Data Log.No. 06-1501 • Dlrect Shear Stress/Strain 4000.0 I 3500.6 3000.0 5 2500.0 S 2000.0 1500.0 1000.0 500.0 • 0.0 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 Strain(In) Direct Shear Test Results 4000 B-2 @ 5 feet 3500 ' Undisturbed 3000 Saturated Peak 2500 = 36 2000 e= 630 psf $ 1500 I L H 1000 i 500 0 I Si § R 8 Normal Stress(psf) _ I MTGL, Inc. • Figure C-6 DBI Retail Ventures, LLC Direct Shear Project No.6625-A02 • Chaparral Courtyard Test Data Log.No. 06-1501 Direct Shear Stress/Straln 45D0.0 I 4000.0 3500.0 3000.0 ggg� 2500.0 y 2000.0 1500.0 1000.0 • 500,0 0.0 0.000 0.050 0.100 0.150 0.200 D.250 0.300 0.350 St min(in) Direct Shear Test Results 4000 3-3 ® 10 feet 3500 _ Undisturbed 3000 Saturated Peak ag 2500 = 41.5 ° N 2000 c= 680 psf r 1500 — H 1000 500 0 gg SS R R A S Normal Stress(psf) r • MTGL, Inc. Figure C-7 DBI Retail Ventures,LLC Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 • 0 -1 a -z 0 w c� -; -a • -50.1 10 Load(tso Consolidation Test Results Water Added at 1 tsf,collapse of approximately 0.20 percent Boring B-1@a 3 feet MTGL, Inc. Figure C-8 DBI Retail Ventures, LLC Project No. 6625-A02 • Chaparral Courtyard Log No. 06-1501 1 0 -I 10 0 • -3 -40'1 1 10 Load(tsf) Consolidation Test Results Water Added at 1 tsf,collapse of approximately 0.25 percent Boring B-2 @ 10 feet MTG,_, Inc. Figure C-9 DBI Retail Ventures, LLC Project No. 6625-A02 Chaparral Courtyard Log No. 06-1501 • 0 -4�-t ?, -2 c 0 O -3 -4 • -50.1 1 10 Load(tst) Consolidation Test Results Water Added at 1 tsf, collapse of approximately 0.75 percent Boring B-3 a@ 5 feet MTGL, Inc. • Figure C-10 : Project Name: Chaparral/Nicolas Office Perk-Temecula Tested By: R.V. Project No. : 6625-A02 Date Tested: 7/31/2006 Client: DBI Group-Retain Ventures, LLC Input By: P.S. Sampled By: B.H. Checked By: P.S. Date Sampled: 7/28/2008 Depth (ft.): 0'-3' Sample Location: B-2 Lab No.: 611 Visual Sample Description: Dark Brown Clayey Sand w/Gravel Sample No.: 2 Test Methods: ASTM D2844 SPECIMEN I.D. A B C Moisture Content 13.1% 12.2% 11.3% Compaction Pressure(psi) 150 175 160 Speelman Height(Inches) 2.52 2.58 2.64 Dry Density(pelf) 118.6 116.5 122.6 Hord.Pres.® 1000Ne(psi) 35.0 27.0 21.0 Horiz Pres. 2000ibs(ps) 123.0 105.0 92.0 Displacement 4.83 4.71 4.45 Expansion Pressure (ps) 0.0 0.0 0.0 Exudation Pressure(psi) 224 347 420 R Value 13 22 32 • 100- 90 80 70 t 60 0 50 C 40 30 20 10 0 Effl 500 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 • Exudation Pressure(psi) R Value at 30D PSI e 19 CALIFORNIA FAULT MAP 1100 1000 s00 e0o 700 • sao 500 400 300 zao E o � 0 -100 400 -300 -200 -100 0 100 200 300 400 500 600 a;}w}}}aiiii};a}a1141aa } i + U B C S E I S } . a + + Version 1.03 a;w;aaawaaaaa}�aaaaaaaa COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 6625-A02 DATE: 08-15-2006 JOB NAME: Chaparral / Nicolas Office Park North FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.5393 SITE LONGITUDE: 117. 1444 UBC SEISMIC ZONE: 0.4 • UBC SOIL PROFILE TYPE: SO NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 21.8 km NEAREST TYPE B. FAULT: NAME: ELSINORE-TEMECULA DISTANCE: 4.7 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC .COEFFICIENTS: Na: 1.0 Nv: 1.2 Ca: 0.45 Cv: 0.79 Ts: 0.700 To: 0. 140 • w { • E Q F A U L T f Y f Version 3.00 Y w DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 6625-AO2 DATE: 08-15-2006 JOB NAME: Chaparral / Nicolas Office Park North CALCULATION NAME: Test Run Analysis FAULT-DATA=FILE NAME: CDMGFLTE.DAT. SITE COORDINATES: SITE LATITUDE: 33.5393 • SITE LONGITUDE: 117.1444 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 5) Boore et al. (1997-) Horiz. - SOIL (310) UNCERTAINTY (M=Median, S=Sigma) : M Number of Sigmas: 0.0 DISTANCE MEASURE: cd 2drp SCOND: 0 Basemen[ Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km) : 0.0 -END OF SEARCH- 57 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ELSINORE'-TEMECULA FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 2.9 MILES (4 .7 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4154 g • ---------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ------------------------------------------------------------------------------- I (ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I-------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME - I mi ()on) JEARTHQUAKEI SITE .(INTENSITY I I MAG. (Mw) I ACCEL. g JMOD.MERC. »==_=a=-�-sa-meaame�ee®ee ELSINORE-TEMECULA 1 2.9( 4.7) 1 6.8 1 0.415 1 X ELSINORE-JULIAN 1 13.5( 21.8) 1 7. 1 1 0.202 1 VIII ELSINORE-GLEN IVY 1 13.7 ( 22.1) 1 6.8 1 0.171 1 VIII SAN JACINTO-SAN JACINTO VALLEY I 19.1 ( 30.7) 1 6.9 1 0. 141 1 VIII SAN JACINTO-ANZA I 19.1( 30.7) 1 7.2 1 0.165 1 VIII NEWPORT-INGLEWOOD (Offshore) 1 29.8( 47.9) 1 6.9 1 0.101 1 VII CHINO-CENTRAL AVE. (Elsinore) 1 31.5( 50.7) 1 6.7 1 0.106 1 VII ROSE CANYON 1 32.6( 52.4) 1 6.9 1 0.094 1 VII SAN JACINTO-SAN BERNARDINO I 33.4 ( 53.8) 1 6.7 1 0.083 1 VII WHITTIER I 35.7( 57.5) 1 6.8 1 0.083 1 VII SAN ANDREAS - Southern I 36.1( 58.1) 1 7.4 I 0.113 1 VII SAN ANDREAS - San Bernardino I 36.1( 58.1) 1 7.3 I 0.107 1 VII • SAN JACINTO-COYOTE CREEK I 37.1( 59.7) 1 6.8 1 0.081 1 VII EARTHQUAKE VALLEY I 40.8( 65.6) 1 6.5 1 0.064 1 VI PINTO MOUNTAIN I 43.3( 69.7) 1 7.0 1 0.079 1 VII NEWPORT-INGLEWOOD (L.A.Basin) 1 45.2( 72.7) 1 6. 9 1 0.073 1 VII CORONADO BANK 1 46.6( 75.0) 1 7.4 1 0.093 1 VII SAN ANDREAS - Coachella 1 47.0( 75.7) 1 7..1 1 0.079 1 VII CUCAMONGA 1 47.6( 76.6) 1 7.0 1 0.090 J VII NORTH FRONTAL FAULT ZONE (West) I 49.2( 77.6) 1 7.0 1 0.089 1 VII . ELYSIAN PARK THRUST. I 48.9( 78.1) 1 6.7 1 0.075 1 VII PALOS VERDES I 49.1( 79.0) 1 7.1 1 0.076 1 VII SAN JOSE 50.6( 81.4) 1 6.5 1 0.066 1 VI COMPTON THRUST I 51.0( 82.0) 1 6.8 1 0.077 1 VII NORTH FRONTAL FAULT ZONE (East) 1 51.0( 82.1) 1 6.7 1 0.073 1 VII CLEGHORN 1 51.2 ( 82.4) 1 6.5 1 0.054 1 VI BURNT MTN. I 52.4 ( 84.3) 1 6.4 1 0.050 1 VI SIERRA MADRE I 52.9( 85.2) 1 7.0 1 0.083 1 VII EUREKA PEAK I 55.2( 68.8) 1 6.4 1 0.048 1 VI SAN ANDREAS - Mojave 1 57.7 ( 92.9) 1 7.1 1 0.067 1 VI SAN ANDREAS - 1857 Rupture 1 57.7 ( 92.9) 1 7.8 1 0.097 1 VII SAN JACINTO - BORREGO 1 59.5( 95.8) 1 6. 6 1 0.050 1 VI HELENDALE - S. LOCKHARDT 1 59.6( 95.9) 1 7.1 I 0.065 J VI ELSINORE-COYOTE MOUNTAIN 1 60.0 ( 96.6) 1 6.8 I 0.056 1 VI LANDERS 1 60.1 ( 96.7) 1 7.3 1 0.072 1 VII CLAMSHELL-SAWPIT 1 63.1 ( 101.5) 1 6.5 1 0.056 1 VI LENWOOD-LOCKHART-OLD WOMAN SPRGSI 63.4 ( 102.1) 1 7.3 1 0.069 I VI RAYMOND I 65.9( 106.0) 1 6.5 1 0.054 1 VI JOHNSON VALLEY (Northern) I 67.2 ( 108.1) 1 6.7 1 0.048 1 VI EMERSON So. - COPPER MTN. I 69.3( 111.6) 1 6.9 1 0.052 1 VI • ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ------------------------------------------------------------------------------ I 'IESTIMATED MAX. EARTHQUAKE EVENT p APPROXIMATE I------------------------------- ABBREVIATED 1 DISTANCE 1 MAXIMUM I PEAK ZEST. SITE FAULT NAME I mi (km) (EARTHQUAKE( SITE ( INTENSITY I I MAG. (Mw) I ACCEL. g IMOD.MERC. VERDUGO 1 71.1( 114.4) 1 6.7 1 0.056 I VI HOLLYWOOD 1 74.3 ( 119.5) 1 6.4 1 0.046 1 VI CALICO - HIDALGO 1 76.0( 122A) 1 7.1 1 0.054 1 VI PISGAH-BULLIONMTN.-MESQUITE LK 1 77.0( 123. 9) 1 7.1 - 1 0.054 1 VI SUPERSTITION MTN. (San Jacinto) 1 79.9( 128. 6) 1 6.6 1 0.040 1 V SANTA MONICA - 1 81.9( 131 .8) 1 - 6.6- I 0.048 1 VI ELMORE RANCH 1 82.2( 332.3) 1 6. 6 1 0.039 I V SUPERSTITION HILLS (San Jacinto) 1 83.6( 134 .5) 1 6..6 1 0.039 1 V SIERRA MADRE (San Fernando) 1 83.6( 134.5) 1 6.7 1 0.050 I VI BRAWLEY SEISMIC ZONE 1 83.8 ( 134..9) 1 6.4 1 0.035 , 1 V SAN GABRIEL 1 84.7 ( 136.3) 1 7.0 1 0.047 1 VI MALIBU COAST 1 86.9( 139.8) 1 6.7 1 0.048 1 VI NORTHRIDGE (E. Oak Ridge) 1 88.1( 141.8) 1 6.9 1 0.053 1 VI LAGUNA SALADA 1 91.9( 147. 9) 1 7.0 1 0.044 1 VI • GRAVEL HILLS - HARPER LAKE 1 93.0( 149.7) 1 6.9 1 0.042 1 VI ANACAPA-DUME 1 94 .4 ( 152.0) 1 7.3 1 0.062 1 VI SANTA SUSANA 1 94.8( 152. 6) 1 6.6 1• 0.043 1 VI +aaaaa++aaaaaaaaaaaaaaaa+aaaaaaaaaaaaaaaaaaaaaaaaaa.taaaaaaa+aaaaaa+++asaaaaaa+ PROBABILITY OF EXCEEDANCE BOORS ET AL.. (1997) SOIL (310)1 0 0 - 25yrs 50 yrs 100 75 rs 100 rs 90 ., 80 0 RO 70 • 60 M a 50 °D 40 U C a %F 30 a) a) x 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q) Aug. 1B. 2006 8: 58AM MTGL W No. 6785 '. 7 • ESTIMATED DYNAMIC MIC SETTLEMENT DUE TO LIQUEFACTION Project Name—Chaparral/Nicolas Office Park Project No.—6625-A02 Nearest Fault—Elsinore-Temecula Fault M-6.8 Upper Bound A=0.75g Measured Groundwater Depth During Drilling=44 feet Assumed Groundwater Depth for Liquefaction Analysis—20 Feet Estimation based on Tokimatsu and Seed(1987). • Boring_B-1 — Analysis indicates soil layer between 20 and 28, 33 and 38 feet are liquefiable Soil H(in) N N160 rd Induced Delta Delta Depth Stress H H Ft. Ratio % in 20-23 36 20 20.1 0.950 0.479 1.2 0.43 23-28 60 22 27.3 0.941 0.522 0.7 0.42 33-38 60 15 241 0.928 0.573 1.1 0.66 Estimated Total Settlement= 1.51 inches • Aug. 18. 2006 8:58AM MTGL INC No. 6785 P. 8 662SA02.OUT ' diiddddiititatiftatrif 4f ttrftff d f * L I Q U E F Y 2 ° a • * version 1.50 ' faaairaaitrttraaaaft+ass+•+t»4 EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL 309 NUMBER: 6625-AO2 DATE: OB-17-2006 JOB NAME: Chaparral / Nicolas office Park North' SOIL-PROFILE NAME: 6625A02.LDW BORING GROUNDWATER DEPTH: 20.00 ft CALCULATION GROUNDWATER DEPTH: 20.00 ft DESIGN EARTHQUAKE MAGNITUDE: 6.80 MW SITE PEAK GROUND ACCELERATION: 0.750 g BOREHOLE DIAMETER CORRECTION FACTOR: 1.15 • SAMPLER SIZE CORRECTION FACTOR: 1.00 ' N60 HAMMER CORRECTION FACTOR: 1.00 MAGNITUDE SCALING FACTOR METHOD: idriss (1997, in press) Magnitude Scaling Factor: 1.285 rd-CORRECTION METHOD: NCEER (1997) FIELD �SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS. Rod Stick-Up Above Ground: 3.0 ft CN NORMALIZATION FACTOR: 1.044 t5f MINIMUM. CN VALUE: 0.6 • Page 1 Aug. 18. 2006 8:58AM MTGL NC No. 6785 P. 9 • 6625AO2.OVT ------------------- ----------------------------- NCEER [19971 method LIQUEFACTION ANALYSIS SUM14ARY PAGE I ------------------- ----------------------------- File Name: 662SA02.OUT ------------------------------------------------------------------------------ CALC. TOTAL EFF. (FIELD FC CORR. LIQUE. INDUC. LIQUE. SOIL DEPTH STRESS STRESS( N IDELTA C ((N1)60 RESIST r ISTRESS SAFETY NO. I (ft) (tsf)I (tSf) I (5/ft)jN1_601 k I (B/ft) I RATIO( d I RATIO FACTOR ----+------+------+------+------+-----+-----+------+------+-----+------+------ 1 0.25 0.016 0.0161 20 11.781 1 I 0.7S 0.047 0.0471 20 11.78 ` I ° I • ` I ° I *` 1 1.25 0.078 0.078 20 11.78 • a s a a as 1 1.75 0.109 0.109 20 11.78 ° • I * ° ` '* 1 2.25 0.141 0.141 20 11.78I 1 2.75 0.172 0.172 20 11.78 1 3.25 0.2031 0.203 20 11.78 • • • «• 1 3.75 0.234 0.234 20. 111.78 • ° ° + ++ 2 4.25 0.266 0.2661 40 17.40 " • ' i° 2 4.75 0.2971 0.2971 40 I17.40 2 5.25 0.3281 0.328 40 17.401 2 5.75 0.359 0.3S9 40 17.40 ' * • *' 2 6.25 0.391I 0.391 40 17.40I f I + 2 I 6.75 0:422 0.422 40 17.401 2 I 7.25 0.4531 0.4S3 40 17.401 • • * I + a I as 2 7.75 0.4841 0.484 40 17.40 * s a I a * *+ • 3 8.25 0.516 0.516 16 0.02 + * * * * +• 3 I 8.75 0.547 0.547 16 10.02 + * * * * •• 3 I 9.25 0.578 0.578 16 1 0.02 * " " •° 3 9.75I 0.609 0.6091 16 10.02 * °' 3 10.251 0.641 0.641I 16 , 0.02 • • • + • as 3 10.751 0.6721 0.672 16 0.02 • • * * - ' * *' 3 11.25 0.703 0.703 16 0.02 • • ° " ° ** 3 11.75 0.734 0.734 16 0.02 • * * • ° ** 3 12.25 0.766 0.766 16 0.02 3 12.75 0.797 0.797 ' 16 0.02 ' • * ` ` °* 4 13.25 0.828 0.826 13 7.50 • I ` I • + * `* 4 13.75 0:659 0.859 13 7.50 4 14.25 0.891 0.891 13 7.50 • * * * + «* 4 14.75 0.922 0.922 13 7.50 4 IS.25 0.953 0.9531 13 7.50 * • ° ° ° I " 4 15.75 0.984 0.984 13 7.50 4 16.25 1.0161 1.016I 13 7.50 4 16.751 1.0471 1.047 13 7.501 4 17.251 1.0781 1.078 13 7.501 * * * I • * ** 4 17.751 1.109 1.109 13 7.501 5 18.251 1.133 1.133 20 0.031 5 18.751 1.149 1.149 20 0.031 ° 1 5 19.25 1.166 1.166 20 0.031 * 1 5 19.75 1.162 1.182 20 1 0.031 " 1 " I ° I 5 120.75 1.2 .59 14 1.]91 20 0.0310:937 20.1 0.214 0.952 0.473I 0.58 5 121.2S1 1.231 1.192 20 I 0:0310.937I 20.1 0.214I0.950 0.4791 0.58 • Page 2 Aug. 18. 2006 8:58AM MTGL INC No. 6785 P. 10 • 6625A02.OuT -------=----------- ----------------------------- NCEER [19971 Method LIQUEFACTION ANALYSIS SUMMARY PAGE 2 ------------------- File Name: 6625A02.oUT ------------------------------------------------------------------------------ I CALC. TOTAL EFF. FIELD FC I I CORK. LIQUEFSIS. IIINDUC. ILIQUE. SNOLI (ftj�ls(tsf) ISS S(tef, l<B/ft) IDELTAINL601 CN ICB/ft)IRRATIOI rd ISRATIOIFACTOR ----+------+------+------+------+-----+-----+------+------+-----+------------- 5 21.7S 1.247 1.192 20 0.03 0.937 20.1 0.224 0.949 0.4841 0.57 5 22.25 1.263 1.193 20 0.03 0.937 20.1 10.214 0.948I 0.489 0.56 5 22.75 1.279I 1.194 20 0.03 0.937 20.1 10.214I0.9471 0.495 0.56 6 23.25 1.296 '1.194 22 4.02 0.934 27.3 0.322 0.9461 0.500 0.83 6 23.75 1.312 1.195 22 4.02 0.934 27.3 0.322 0.945 0.506 0.82 6 1 24.251 1.328I 1.196 22 4.02 0.934 27.3 10.322 0.943I 0.511 0.81 6 1 24.751 1.3441 1.196 22 14.02 0.9341 273 1 032210.942 0.516 0.80 6 25.25 1.3611 1.1971 22 1 4.02 0.9341 27.3 1 0:32210.9411 0.522 0.79 6 25.75 1.3771 1.1971 22 1 4.02 0.9341 27.3 0.32210.940I 0.S27I 0.79 6 26.25 1.3931 1.198 22 4.02 0.934 27.3 0.322 0.939 O.S32 0.78 6 26.75 1.4091 1.199 22 4.02 0.934 27.3 0.322I0.9381 0.5371 0.77 6 27.25 1.4261 1.199 22 4.02 0.934 27.3 0.32210.9361 0.543 0.76 6 27.751 1.4421 1.200 22 4.02 0.934 27.3 1 0.322 0.935 0.548 0.76 7 28.251 1.458 1.201 32 2.64 0.932 36.9 Iinfin 0.934I 0.5S3 NonLiq 7 28.75 1.474 1.201 32 2.64 0.9321 36.9 in in0.933 0.558 NonLiq • 7 29.25 1.491 1.202 32 2.64 0.932II 36.9 Infin 0.932 0.563 NonLiq 7 29.75 1.507 1.203 32 2.1410.9321 36.9 Iinfin 0.931 0.568 NonLiq 7 30.25 1.523 1.203 32 2.64 0.932 36.9 Iinfin 0.928 0.573 NonLiq 7 30.75 1.539 1.204 32 2.64 0.932 36.9 Iinfin I0.924 0.5761NonLiq 7 31.25 1.556I 1.205 32 2.64 0.932 36.9 1inf1n I0.920 0.5791NonLiq 7 131.75 1.572 1.205 32 2.64 0.932 36.9 Iinfin 0.9161 0 '.5821NonLiq 7 32.25 1.588 1.206 32 2.64109321 36.9 Iinfin 10.9121 0.585 NonLiq 7 32.75 1.604 1.207I 32 1 2.64I0:932 36.9 Infin 0.907 0.588 NonLiq 8 33.25 1.621I 1.2071 15 8.14 0.929 24.2 0.26510.903 0.591 0.58 8 33.75I 1.637 1.208I 15 8.14 0.929 24.2. 0.265 0.899 0.594 0.57 8 34.25 1.6S3 1.209 15 8.14 0.929 24.2 0.265 0.895 0.597 0.57 8 34.75I 1.669I 1.209 15 8.14 0.929 24.2 0.265 0.891 0.600 0.57 8 1 35.25 1.6861 1.210 15 8.14 0.929 24.2 0.265 0.887 0.603 0.57 8 135.75I 1.7021 1.210 15 8.1410.929 24.2 0.265 0.883 0.605 0.56 8 36.25 1.718 1.211 15 8.1410.929 24.2 0.265 0.879 0.608 O.S6 8 36.751 1.734 1.212 15 18.14 0.929 24.2 0.265 0.875 0.610 , 0.56 8 1 37.251 1.751 1.212 ' 15 18.14 0.929 24.2 0.265 0.871 0.613 0.56 8 137.75I 1.767 1.2131 15 8.14 0.929 24.2 0.265 0.867 0.615 0.5S 9 38.25 1.7831 1.2141 42 0.06 0.927 44.8 Infin 0.863 0.6181NonLiq 9 38.75I 1.799I 1.2141 42 0.06 0.927 44.8 Infin 10.859 0.620INonLiq 9 39.2.5 1.816 1.215 42 0.06 0.927 44.8 Infin 10.855 0.623 NonLiq 9 39.75I 1.8321 1.216 42 0.06 0.927 44.8 Infin 10.851 0.625 NonLiq 9 40.25 1.848 1.216 42 0.06 0.927 44.8 Infin 0.846 0.627 NonLiq 9 40.75 1.864I 1.217 42 0.06 0.927I 44.8 linfin 10.842 0.629 NonLiq 9 41.25 1.881 1.218 42 0.06 0.927 44.8 Iinfin 0.838 0.531 NonLiq 9 41:75 1.897 1.218 42 0.06 0.927I 44.8 Infin . 0.834 0.633 NonLiq 9 42.25 1.913 1.219 42 10.136IDI 44.8 Infin 0.830 0.635 NonLiq 9 42.75 1.929 1.220 42 0.06 0.927 44.8 Infin 0.826 0.637 NonLiq 10 43.25 1.946 1.220 34 1 0.0510.924I 36.2 Infin 0.822 0.639 NonLiq • Page 3 Aug. 18. 2006 8:59AM MTGL INC No. 6785 P. 11 • 6625AO2.OUT ------------------- ----------------------------- NCEER [19971 method, LIQUEFACTION ANALYSIS SUMMARY PAGE 3 ------------------- ----------------------------- File Name: 6625AO2.OUT ------------------------------------------------------------------------------ CALC. 1 TOTAL EFF. FIELD I FC CORR. LIQUE. IINDUC. ILIQUE. SOIL DEPTHISTRESSISTRESS N DELTA C (")RW RESIST r STRESS SAFETY NO. (ft) I (tsf) I (tSf)I(6/ft) INl-60I N I(8/ft) I RATIO d I RATIOIFACTOR ----+------+------+-------------+-----------+------+------+-----+------+--=--- 10 1 43.751 1.962 1.221 34 0.05 0.924 36.2 IIn I0.8181 0.641INonLiq SO 1 44.25I 1.979 1.222 34 0.05 0.924 36.2 Infin 10.814I 0.643 NonLiq 10 1 44.75 1.994 1.222 34 0.05 0.924 36.2 Infin 0.810 0.644 NonLiq 10 45.25 2.011 1.223 34 0.05 0.924 36.2 Infin 0.806 0.6461NonLiq 10 45.75 2.027 1.223 34 0.05 0.924 36.2 Infin 0.802 0647 NonLiq 10 46.25 2.043 1.224I 34 10.05 0.924 36.2 Infin 0.798 0:649INonLiq 10 46.751 2.059 1.225 34 0.05 0.924 36.2 Infin 0.794 0.650INonLiq 10 47.25 2.076 1.225 34 0.05 0.924 36.2 Infin 0.789 0.652 NonLiq 10 47.75I 2.092 1.226I 34 0.05 0.924 36.2 Infin 0.785 0.653INonLiq 11 48.251 2.108 1.2271 48 19.65 0.922 60.5 Infin 0.781 0.655 NonLiq 11 48.751 2.124 1.227 48 9.65 0.922 60.5 (Infin 0.777 0.656 NonLiq 11 49.25II 2.141 1.228 48 9.65 0.9221 60.5 Infin 0.773 0.657 NonLiq • 11 49.751 2.157 1.229 48 9.65 0.922 60.5 (Infin 0.769 0.658 NonLiq 11 50.25 2.173 1.229 48 9.65 0.922 60.5 Iinfin 0.76S 0.659 NonLiq 11 50.75 2.189 1.230 48 9.65 0.922 60.5 Infin 0.761 0.660 NonLiq 11 51.25 2.206 1.231 48 9.65 0.922 60.5 Infin 0.757 0.661 NonLiq 11 51.7S 2.222 1.231 48 9.65 0.922 60.5 Infin 0.753 0.662 NonLiq 11 52.25 1 238 1.232 48 9.65 0.922 60.5 infin 0.749 0.663 NonLiq 11 52.75 2.254 1.2331 48 9.65 0.922 60.S Infin 0.7451 0.664 NonLiq • Page 4 APPENDIX E • GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1, r.FNFRAT These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans,including preparation of areas to be filled,placement of fill, installation of subdrains,and excavations. The recommendations contained in the attached geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained herein in the case of conflict. Evaluations performed by the Consultant during the course of grading may result in new recommendations,which could supersede these specifications,or the recommendations of the geotechnical report. Z, FART14Wr1RKp$SFRVATTf1NANn TFgMn Prior to the start of grading,a qualified Geotechnical Consultant(Geotechnical Engineer and Engineering Geologist)shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. Itwill be necessary that the Consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances,these specifications and the approved grading plans. • Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials Test Method(ASTM)D1557-91 or later revision. 3, PRFPAR ATI(1N(1F ARFAS TO BF FR I FT) C71paring and('ruhhin& All brush,vegetation and debris shall be removed or piled and otherwise disposed Of. Prnr� The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground,which is not satisfactory,shall be overexcavated as specified in the following section n wvravadon• Soft,dry,spongy,highly fractured or otherwise unsuitable ground,extending to such a depth that surface processing cannot adequately improve the condition,shall be overexcavated down to firm ground,approved by the Consultant. M ign,ro_ nditioning_ Overexcavated and processed soils shall be watered,dried-back,blended;and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASI'M D1557. Recam aj rtion. Overexcavated and processed soils,which have been mixed,and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASPM D1557. Rrn� Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical),the ground .shall be stepped or benched. Benches shall be excavated in firm material for a minimum width of 4 feet • 4, Fly I.MATFRIAI, General Material to be placed as fill shall be free of organic matter and other deleterious substances,and shall be approved by the Consultant. rlverci7a• Oversized material defined as rock,or other irreducible material with a maximum dimension greater than 12 inches,shall not be buried or placed in fill,unless the location,material and disposal • methods are specifically approved by the Consu tent. Oversize disposal operations shall be such that nesting.of oversized material does not occur,and such that the oversize material is completely surrounded by compacted or densified fill- Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction,unless specifically approved by the Consultant. Import If importing of fill material is required for grading,the import material shall meet the general requirements. 5. ID I M ACFMF?,Yr Arm mt mAr—r•rnM Fin I ihs- Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fin h9nichim Fill layers at a moisture content less than optimum shall be watered and mixed,and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near optimum. r mpar tinn of Fill- After each layer has been evenly spread,moisture conditioned,and mixed,it shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance with ASrM D1557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability,to efficiently achieve the specified degree of compaction. Fill Rlnpps- Compacting on slopes shall be accomplished,in addition to normal compacting procedures,by • backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed,or by other methods producing satisfactory results. At the completion of grading,the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASCM D1557. Co••SAT F��Teti^&: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general,these tests will be take at an interval not exceeding 2 feet in vertical rise,and/or 1,000 cubic yards of fill placed. In addition,on slope faces,at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6. SI IRTIRATM rTISTAI 1 ATION Subd rain systems,if required,shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the Consultant The Consultarrt,however,may - recommend and,upon approval direct changes in subdrain line,grade or materials. All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. 7. FXf AVATVIM Excavations and cut slopes will be examined during grading. If directed by the Consultant,further excavation or overexcavation and refilling of cut areas,and/or remedial grading of cut slopes shall be performed. Where fill over cut slopes are to be graded,unless otherwise approved,the cut portion of the slope shall be made and approved by the Consultant prior to placement of materials for construction of the fill portion of the slope. • Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 4: Historical Site Conditions Phase I Environmental Site Assessment or Other Information on Post Site Use • • -46- • Not Applicable for this project. There is no past site use. • Water Quality Management Plan(WQMP) Protea Senior-Living Facility Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis • -47- • Not Applicable Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 6: BMP Design Details BMP Sizing, Design Details and other Supporting Documentation • • -48- Bioretention Facility - Design Procedure Basin 1 BMP ID Legend: Required Entries Calculated Cells s mpany Name: Date: Designed by County/City Case No..- Design Volume Enter the area tributary to this feature AT 0.46 acres Enter VBMP determined from Section 2.1 of this Handbook VBMr 550 ft' Type of Bioretention Facility Design 0 Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required (perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds= 3.0 ft Top Width of Bioretention Facility, excluding curb wT= 14.9 ft Total Effective Depth, dE dE = (0.3) x ds+(0.4) x 1 - (0.7/wT)+0.5 dE _ ,."'` ft Minimum Surface Area, Am AM(ft1) VBMP(ft ) Am= dE(ft) Proposed Surface Area A= 735 ftz Bioretention Facility Properties Side Slopes in Bioretention Facility z = 4 :1 Diameter of Underdrain 18 inches Longitudinal Slope of Site(3%maximum) 0.5 % 6" Check Dam Spacing 0 V feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 Bioretention Facility - Design Procedure Basin 5 BMP ID Legend: Required Entries Calculated Cells mpany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature AT= 0.11 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP 229 ft' Type of Bioretention Facility Design O Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 3.0 ft Top Width of Bioretention Facility, excluding curb WT= 4.0 ft Total Effective Depth, dE dE= [(0.3)x ds+ (0.4)x 1] +0.5 dE =Njmft Minimum Surface Area, Am VBMP(ft') Ant= i]I ��Y�'�� `ft- A"'(ft ) dE(ft) Proposed Surface Area A= 336 ft' Minimum Required Length of Bioretention Facility, L L= ft Bioretention Facility Properties Side Slopes in Bioretention Facility z= 0 :1 Diameter of Underdrain 8 inches Longitudinal Slope of Site (3%maximum) 0.5 % 6" Check Dam Spacing °feet Describe Vegetation: Notes: • Riverside County Best Management Practice Design Handbook JUNE 2010 Bioretention Facility - Design Procedure BMP ID Legend: Required Entries Basin 2 Calculated Cells ° ;. mpany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature AT= 0.57 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP 701 ft' Type of Bioretention Facility Design Side slopes required(parallel to parking spaces or adjacent to walkways) O No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 3.0 ft Top Width of Bioretention Facility, excluding curb WT= 6.0 ft Total Effective Depth, dE dE=(0.3) x ds + (0.4)x 1 -(0.74T)+0.5 dE =INWft Minimum Surface Area, Am 2 VBMP(ft ) Am AM(ft ) dE(ft) Proposed Surface Area A= 517 W Bioretention Facility Properties Side Slopes in Bioretention Facility z = 4 :1 Diameter of Underdrain 10 inches Longitudinal Slope of Site(3% maximum) 0.5 % 6" Check Dam Spacing feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 Bioretention Facility - Design Procedure BMP ID Legend: Required Entries Basin 3 Calculated Cells mpany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature AT= 0.95 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP 1,672 f' Type of Bioretention Facility Design Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 3.0 ft Top Width of Bioretention Facility, excluding curb wT= 22.0 ft Total Effective Depth, dE dE=(0.3) x ds + (0.4)x 1 - (0.7/wT)+0.5 dE=MIM ft Minimum Surface Area, A,„ _ Vamp(ft') AM= g- AM (ft2) dE(ft) Proposed Surface Area A= 1,802 ft2 Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 18 inches Longitudinal Slope of Site(3%maximum) 0.5 % 6" Check Dam Spacing feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 Bioretention Facility - Design Procedure Basin 4 BMP ID Legend: Required Entries ft Calculated Cells mpany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature AT= 0.32 acres Enter VBmp determined from Section 2.1 of this Handbook VBMr 522 ft' Type of Bioretention Facility Design QQ Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 3.0 ft Top Width of Bioretention Facility, excluding curb wT= 6.6 ft Total Effective Depth, dE dE=(0.3)x ds + (0.4)x 1 - (0.74T)+0.5 dE =WOO,.... ft Minimum Surface Area,Am V13W(ft') Am=yjdk ft- AM (ft ) dE(ft) Proposed Surface Area A= 626 ft1 Bioretention Facility Properties Side Slopes in Bioretention Facility z = 4 :1 Diameter of Underdrain 18 inches Longitudinal Slope of Site (3%maximum) 0.5 % 6" Check Dam Spacing -4,1A feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 7: Hydromodification Supporting Detail Relating to compliance with the HMP Performance Standards • • -49- 3.0 Santa Margarita HMP Regwrements for Projects Santa Margarita Region Hydromodificadon Management Plan Figure 10 -SMR Exemption Area - Ternecula Area Legend t riy 4 a PROJECT SITE IS LOCATED WITHIN ttiwomoQaeaeon ReRi..ernts THE GREEN HATCH AREA DELINEATED AS EXEMPT. THEREFORE, THIS REPORT Site Lo DESCRIBES THIS PROJECT cation AS EXEMPT FROM HYDROMODIFICATION. ._ \ r-_vea n x yJ � _ AaMMEia�IMfa�HydromMifieatim Repulrements s'.: al, t�91 ks MtOlaG�AaM-$00 OWSWM•llit t"oaioddsrJ Plan la.MSM cwmv l lune Cam we V62W cma.nafen Anna Page 44 Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 8: Source Control Pollutant Sources/Source Control Checklist • • -50- STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST How to use this worksheet (also see Instructions In Section G of the WGMP Template): 1. Review Column t and identify which of these potential sources of stonnwater pollutants apply to your site. Check each box that applies. 2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit. 3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.Ion page 23 of this\VQMP"template. Describe your specific BMI's in an accompanying narrative,and explain any special conditions or situations that required omitting BMPs or substituting alternative BNIPs for those shown here. IF THESE SOURCES WILL BE ... THEN YOUR WGMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential.Sources ofPermanent Controls—Show,on Permanent Controls—List In WOMP Operational BMPs—Include In WGMP Runoff Pollutants WGMP Drawings Table and Narrative Table and Narrative Q A.On-site stone drain Gk Locations of inlets. Qt Mark all inlets with the words Maintain and periodically repaint or inlets "Only Rain Down the Storm replace inlet.markings. Drain"or similar.Catch Basin Markets may be available from the provide ater pollution Riverside County Flood Control preventioonn information t new site. and Water Conservation District, owners,lessees,or operators. call951.955.1200 to verify. See applicable operational BMPs in Fact Sheet SC-44,"Drainage System Maintenance,"in the CASQA Stormwater Quality Handbooks at www,cabm oh andbooke.com CA Include the following in lease agreements:"Tenant shall not allow anyone to discharge anything to storm drains or to store,or deposit materials so as to create a potential discharge to storm drains." Ck B.Interior floor drains ® State that interior floor drains and ❑ Inspect and maintain drains to prevent and elevator shaft sump elevator shaft sump pumps will be blockages and overflow. pumps plumbed to sanitary sewer. ❑ C.Interior parking ❑ State that parking garage floor ❑ Inspect and maintain drains to prevent garages drains will be plumbed to the blockages and overflow. sanitary sewer. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table.and Narrative Table and Narrative ❑ D1.Need for future ❑ Note building design features that ❑ Provide Integrated Pest Management indoor&structural pest discourage entry of pests. information to owners,lessees,and control operators. QC 132.landscape/ ❑ Show locations of native trees or State that final landscape plans will C Maintain landscaping using minimum Outdoor Pesticide Use areas of shrubs and ground cover to accomplish all of the following. or no pesticides. be undisturbed and retained. ❑ Preserve existing native trees, ❑C See applicable operational BMPs in ❑C Show self-retaining landscape shrubs,and ground cover to the "What you should know areas,if any. maximum extent possible. for.....Landscape and Gardening"at ❑ Show stormwater treatment and ❑X Design landscaping to minimize http://Mflood.org/stormwater/Emil hydmgraph modification irrigation and runoff,to promote HyperGsk refeaace wt valid. management BMPs.(See surface infiltration where Provide IPM information to new instructions in Chapter 3,Step 5 appropriate,and to minimize the ($ owners,lessees and operators. and guidance in Chapter 5.) use of fertilizers and pesticides that can contribute to stormwater aC pollution. Where landscaped.areas are used to retain or detain stormwater,specify plants that arc tolerant of saturated ❑ soil conditions. Consider using pest-resistant Q plants,especially adjacent to handscape. To insure successfufestablishment, select plants appropriate.to site soils,slopes,climate,sun,wind, ,rain,land use,air movement, ecological consistency,and plant interactions. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls--List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ E.Pools,spas,ponds, ❑ Show location of water feature and If the Co-Perrnittee requires pools ❑ See applicable operational BMPs in decorative fountains, a sanitary sewer cleanout in an to be plumbed to the sanitary "Guidelines for Maintaining Your and other water accessible area within 10 feet. sewer,place a note on the plans Swinuning Pool,Jacuzzi and Garden features. (Exception: Public pools must be and state in the narrative that this Fountain'at plumbed according to County connection will be made according http://mflood.org/stom=tcr/ Department of Environmental to local requirements. Health Guidelines.) ❑ F. Food service O For restaurants,grocery stores,and ❑ Describe the location and features ❑ See the brochure,"Ihe Food Service other food service operations,show of the designated cleaning area. Industry Rest Management Practices for. location(indoors or in a covered ❑ Describe the items to be cleaned in Restaurants,Grocery Stores, area outdoors)of a floor side or this facility and how it has been Delicatessens and Bakeries"at other area for cleaning floor mats, sized to insure that the largest http://re0ood.org/stomp ter/ containers,and equipment. items can be accommodated. Provide this brochure to new site ❑ On the drawing,show a note that owners,lessees,and operators. this drain will be connected to a grease interceptor before discharging to the sanitary sewer. G. Refuse areas Lk Show where site refuse and ❑ State how site refuse will be State how the following will be recycled materials will be handled handled and provide supporting implemented: and stored for pickup.See local detail to what is shown on plans. Provide adequate number of municipal requirements for sizes ❑C State that signs will be posted on or receptacles. Inspect receptacles and other details of refuse areas. near durnpsters with the words"Do regularly;repair or replace leaky ® If dumpsters or other receptacles not dump hazardous materials receptacles. Keep receptacles covered. are outdoors,show how the here"or similar. Prohibit/prevent dumping of liquid or designated area will be covered, hazardous wastes. Post"no hazardous graded,and paved to prevent run- materials'signs. Inspect and pick up on and show locations of berms to litter daily and clean up spills prevent runoff from the area. immediately. Keep spill control EY Any drains from dumpsters, materials available on-site.See Fact compactors,and tallow bin areas Sheet SC-34,"Waste Handling and shall be connected to a grease Disposal' to the CASQA Stormwater removal device before discharge to Quality Handbooks at sanitary-sewer. www.cabmphandbooks.com STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include In WQMP Runoff PollutantsWQMP Drawings Table and Narrative Table and Narrative O M. Industrial processes. O Show process area. O If industrial processes are to be O See Fact Sheet SC-10,"Non- located on site,state:"All process Stormwater Discharges"in the activities to be performed indoors. CASQA Stormwater Quality No processes to drain to exterior or Handbooks at to storm drain system." www.cabmphandbooks.corn See the brochure"Industrial& Commcrcial Facilities Best illanagement I'mcriccs for. Industrial,Commercial Facilities"at h ttp://rc Ilood.Org/stormwater/ STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPS,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls--Show on Permanent Controls--List In WQMP Operational BMPS—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative O I.Outdoor storage of ❑ Show any outdoor storage areas, Include detailed description of ❑ See the Fact Sheets SC-31,"Outdoor equipment or materials. including how materials will be materials to be stored,storage liquid Container Storage"and SC-33, (See rows J and K for covered.Show how areas will be areas,and structural featuresto "Outdoor Storage of Raw Materials" source control graded and berated to prevent run- prevent pollutants from entering in the CASQA Stormwater Quality measures for vehicle on or runoff from area. storm drains. Handbooks at cleaning,repair,and www.cabmphandbooks.com ❑ Storage of non-hazardous liquids Where appropriate,reference maintenance.) shall be covered by a roof and/or documentation of compliance with drain to the sanitary sewer system, the requirements of Hazardous and be contained by berms,dikes, Materials Programs for. linen,or vaults. • Hazardous Waste Generation ❑ Storage of hazardous materials and • Hazardous Materials Release wastes must be in compliance with the local hazardous materials Response and Inventory ordinance and a Hazardous • California Accidental Release Materials Management Plan for the (CaIARP) site. a Aboveground Storage Tank Uniform Fire Code Article 80 Section 103(b).&(c)1991 Underground Storage Tank www.cchealth.org(grouRs/hazmat L • • STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMP"nclude In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative O. J.Vehicle and O Show on drawings as appropriate: O If a car wash area is not provided, Describe operational measures to Equipment Cleaning. (1)Commercial/industrial facilities describe any measures taken to implement the following(if having vehicle/equipment cleaning discourage on-site car washing and applicable): needs shall either provide a explain how these will be enforced. O Washwater from vehicle and covered,berated area for washing equipment washing operations shall activities or discourage not be discharged to the storm drain vehicle/equipment washing by system.Refer to"Outdoor Cleaning removing hose bibs and installing Activities and Professional Mobile Service signs prohibiting such uses. Providers" for many of the Potential (2)Multi-dwelling complexes shag Sources of Runoff Pollutants categories have a paved,bermed,.and covered below. Brochure can be found at car wash area(unless car washing http://mflood.org/sromwater/ is prohibited on-site and hoses are OCar dealerships and similar may provided with an automatic shut- rinse cars with water only. off to discourage such use). (3)Washing areas for cars,vehicles, and equipment shall be paved, designed to prevent run-on to or runoff from the area,and plumbed to drain to the sanitary sewer. (4)Commercial car wash facilities shall be designed such that no mnoff from the facility is discharged to the storm drain system.Wastewater from"the facility shall discharge to the sanitary sewer,or a wastewater reclamation system shall be installed. STORMWATER POLLUTANT SOURCESISOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ K.Vehicle/Equipment ❑ Accommodate all vehicle ❑ State that no vehicle repair or In the Stormwater Control Plan,note Repair and equipment repair and maintenance maintenance will be done outdoors, that all of the following restrictions Maintenance indoors.Or designate an outdoor or else describe the required apply to use the site: work area and design the area to features of the outdoor work area. ❑ No person shall dispose of,nor permit prevent run-on and runoff of ❑ State that there are no Boor drains the disposal,directly or indirectly of stormwater. or if there are Boor drains,note the vehicle fluids,hazardous materials,or ❑ Show secondary containment for agency from which an industrial- rinsewater from parts cleaning into exterior work areas where motor waste discharge permit will be storm drains. oil,brake fluid,gasoline,diesel obtained and that the design meets ❑ No vehicle fluid removal shall be fuel,radiator fluid,acid-containing that agency's requirements. performed outside a building,nor on batteries or other hazardous ❑ State that there are no tanks, asphalt or ground surfaces,whether materials or hazardous wastes are containers or sinks to be used for inside or outside a building,except in used or stored.Drains shall not be parts cleaning or rinsing or,if there such a manner as to ensure that any installed within the secondary are,note the agency from which an spilled fluid will be in an area of containment areas. industrial waste discharge permit secondary containment. Leaking ❑ Add a note on the plans that states will be obtained and that the vehicle fluids shall be contained or either(1)there are no floor drains, design meets that agency's drained from the vehicle immediately. or(2)floor drains are connected to requirements. No person shall leave unattended drip wastewater pretreatment systems ❑ parts or other open containers prior to discharge to the sanitary containing vehicle fluid,unless such sewer and an industrial waste containers are in use or in an area of discharge permit will be obtained. secondary containment. Refer to"Automotive Maintenance&Car Care Best Management Practices for Auto Body Shops,Auto Repair Shops,Car Dealerships,Gas Stations and Meet Service Operations". Brochure can be found at htm://rcf1ood.org/stormwater/ Refer to Outdoor Cleaning Activities and professional Mobile Service providers for rnany of the Potential Sources of Runoff pollutants categories below. Brochure can be found at htm://rcflood.ore/srorrtnvater/ STORMINATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative O 4 Fuel Dispensing O Fueling areas6 shall have O The property owner shall dry sweep Areas impermeable floors(i.e.,portland the fueling area routinely. cement concrete or equivalent O See the Fact Sheet SD-30,"Fueling smooth impervious surface)that Areas"in the CASQA Stormwater are:a)graded at the minimum elope necessary to prevent ponding; Quality Handbooks at and b)separated from the rest of waw.cabmohandbooke.com the site by a grade break that prevents run-on of stormwater to the maximum extent practicable. O Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative:The fueling area must be covered and the cover's minimum'dimensions must be equal to or greater than the'area within the grade break or fuel dispensing areal.) The canopy[or cover) shall not drain onto the fueling area. 6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the comer of each fuel dispenser at the length at which the hose and nozzle assembly may he operated plus a minimum of one foot,whichever is greater. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPS,AS APPLICABLE ON THE PROJECT SITE ... 1 2 7 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative 13 M. leading Docks 0 Show a preliminary design for the O Move loaded and unloaded items loading dock area,including inducts as soon as possible. roofing and drainage. Loading O See Fact Sheet SC-30,"Outdoor docks shall be covered and/or graded to minimize run-on to and CASQleading and Unloading,"li in she runoff from the loading area. Roof Handbooks oksSto at ater Quality downspouts shag be positioned to Handbooks at wsvw.cabmphandbooke.cum direct stormwater away from the loading area.Waterfront loading dock areas shall be drained to the sanitary sewer,or diverted and collected for ultimate discharge to the sanitary sewer. 0 Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device;which shall be kept closed during periods of operation. O provide a roof overhang over the loading area or install door skins (cowling)at each bay that enclose the end of the trailer. STORMWATER POLLUTANT S.OURCESISOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs,AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls--List In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ H.Fire Sprinkler Test ❑ provide a means to drain fire ❑ See the note in Fact Sheet SC-41, Water sprinkler test water to the sanitary "Building and Grounds Maintenance," sewer. in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com O. Miscellaneous Drain Cl Boiler drain lines shall be directly or Wash Water or Other or indirectly connected to the Sources sanitary sewer system and may not ❑ Boiler drain lines discharge to the storm drain ❑ system. ❑ Condensate drain lines Condensate drain lines may Rooftop equipment discharge to landscaped areas if the ❑ Drainage sumps Row is,small enough that runoff will not occur.Condensate drain Ct Roofing,gutters,and lines may not discharge to the trim. ❑ storm drain system. ❑ Other sources Rooftop equipment with potential to produce pollutants shall be ❑ roofed and/or have secondary containment Any drainage sumps on-site shall ❑ feature a sediment sump to reduce the quantity.of sediment in pumped water. ❑ Avoid roofing,gutters,and trim made of copper or other unprotected metals that may leach into runoff. Include controls for other sources as specified by local reviewer. STOR.MWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls--Show on Permanent Controls--List-In WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative (� P. Plazas,sidewalks, O Sweep plazas,sidewalks,and parking and parking lots. lots regularly to prevent accumulation of liner and debris.Collect debris from pressure washing to prevent entry into the storm drain system.Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain. Water Quality Management Plan(WQMP) Protea Senior Living Facility Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance,Maintenance and Recording Mechanisms • • - 51 - • RECORDING REQUESTED BY: -a4,w Sei,lor L. vi vITewlecu�'U"—, ' (Property Owners Name) AND WHEN RECORDED.MAIL TO: 2015-054 6629 -AiK! Cjlil9, S Iro . - 12/17/2015 02:04 PM Fee: S 68.00 it VBN4-41nq Page 1 or 10 (Property Owner's Mailing Add Recorded In ordeal Records - County.of Rlverelds Pstcdaoririso YIjo ^" 9Qbs& Assessor-County Clark-Recordar R A Exam:, 1p Page DA odd PCOR Mivl long RFD 1st Pg P. Cen CC SIZE NCOR SMF NCHG T: SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A . WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR Protea Aseisted 'Living Facility Name S Project) 27350 6 27340 Nicolas Road (Address or Tract Map/Lot No.) Temecula, CA 92591 • Page 1 DOC#2015-0546629 Page 2 of 18 • Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: Protea Senior Living Temecula LLC Property Owner Mailing Address: 1e Ventana Ridge or. Aliso Viejo, CA 92656 Project Address or Location: 27350 & 27340 Nicolas Road Temecula, CA 92591 - - Project's Assessor Parcel Number. 920-100-017, 01e, 019 This Operation and Maintenance Agreement (Agreement) tiVs made in The City of Temecula (City), a municipal agen% located In thLiConn ` of Riverside State Of California, by(insert property owner) g (Owner),this(insert day) of(insert month and year) WHEREAS, the Owner owns real property (Property) as described in Exhibit °A° and depicted In Exhibit 'B', each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals Issued by the City and other agencies having jurisdiction over- the Property; • WHEREAS, at the time of initial approval of the development project(Project) known as (insert name of project) Protea Senior Living Temecula, LLC within the Property, the City required the Project to generate a Water Quality Management Plan (WOMP). The WOMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non-storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as 'Best Management Practices' (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise location(s)of these BMPs are depicted in the WOMP, on file with the City; v• - -WHEREASr•the-Owner signed•and•certifled•the-WOMP and accepted the're'quiremenrto' routinely Inspect,clean, maintain, repair, reconstruct, and replace theBMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement Is transferable onto subsequent owners, heirs, executors, administrators, representatives, and assigns (collectively 'Successors') of this Property, Project,and'all associated BMPs; WHEREAS,the Owner and Successors are aware that such operation and maintenance requirements are in accordance with, and enforceable under, the City's Municipal Code and State and Federal environmental laws regulating the discharge of pollutants in storm water and non-stonnwater runoff, and may also require compliance with Local. State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods In effect at the time such maintenance occurs; • Page 2 DOC#2015-0546629 Page 3 of 18 • NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be'accompanled by a copy of an 'Operation and Maintenance Manual', included In Exhibit OV, providing detailed instructions on how and when each treatment BMP proposed for construction, or installation, or Implementation must be Inspected, cleaned, maintained, repaired, reconstructed, and replaced, If necessary, (collectively 'Maintained') in order to retain their original Intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs In a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the'removal'iif an'y mfitgndl(ti)"frbr6'the BMPs and'th'e'uttimate-'disp'osaf3f'the materlal(s) in a manner consistent with all relevant laws and regulations in effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the Inspections, maintenance activities, material(s) and quantity(ies) removed, and disposal.destnatlons. 3. Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPs, their immediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of • emergency as determined by the City without advance notice, for the purpose of. Inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner's use of the Property during these Inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original Intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to the City, Including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also.opt to use the proceeds from any securities'posted for the project; or plate,e lien-on the'Property in such amount as will fully reimburse the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shall notify any successor to title"of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an Interest in all or part of the Property. • Page 3 DOC#2015-0546629 Page 4 of 18 • IN WITNESS THEREOF,the Owner hereto affixes their signature as of the date first written above. OWNER 1: OWNER 2(If more than one owner): /o�ca' �fg of �rvvt5 7ZAerujo lG� Na Name loiatul'bSignature Title Title 14 your c� A notary acknowledgement Is required for recordation(attach appropriate acknowledgement), • Page 4 DOC#2015-0546629 Page 5 of 18 CALIFORNIA ALI-PU_RPOSE ACKNOWLEDGMMT CIVIL CODE§11119 . .A nbte_ry p.bBc•or other otAar Coeiplegng thl9 cmtl8rate Veiltiea Dory:the.Identiry.ol_ih'e Individual who signed the . • .doamlent fo wtllch thb certltloat0 B attached,end ttc4the truthtutrresa,-ecaracy:-ai validity of Diet dgoiun. L Stets of Califomla Cdunty itf d F9n n ..c ..: 1 D. : D�ci 9TM.aols eeidr�me; .. . : .. Date .. : -Here.insert Naive and 77fle of the Ofterl. on : ,_persally a{rpeared. H4 A S_ • who ptwed tome on the pasts bf satisfactory el4dence to. betFie icon whose narn �9/are . e cribed to the wl0iln InsWment and eClinowledged to me that. e<ecutetl .'same In. Ir authodzed eapecltypesJ evil thet'b Nr signature Den the Instrument the pemorl(s), orthe ehtkyupon behell of y✓hich the pereorl(s)acted,executedthe inattumerit. - _ I certify under PfTIALTY'OF PERJURY uhdei itie laws of the State of Cellfomla that the foregoing paragraph KEVIN CASH la title gild correct. • Notary Pu on -caillo 8 z, 1A�TNf.SS.R!Y fiend erid orpdel - = Notary Puago•C71110rNe z � - Orange Cchnty' > Comm. IreaDee 4 2018r.I Signsturah • ' _ J ` SlgnafureofNotary,Publlc. . .. Ali ce_Ndtsry.'Sea/Above. - " .. OPTIONAL::. -7tm4h th/s•sectlon is bpttonal, coiriplet#6 this lnforrnat/cn can deter alteiatiorC of the dodumeni or fraudulent reattachment of oils tornii to an-unfntende_d docunM�ani: Description of Attached Dortiyment N;a. . M Date tycn+ NA 0pV9}I`tA aAC Title o'r T'pe of Document eo c(i+ q A Wes: 1 ry41n.,G Number of Paden; Signers) o er Than Named'Atiove: �t4rre ^6 lea)Claimed,by Slane„s) , .. - SI ner's Name:-Signers Neme.. -. .. . - g - ❑Corporete officer—Tlne(s):':. :: _ f7 Cdiporate officer Tlbe(a$. O Peitiier= O Umlted O General rier._ O Umited O Gtfnerel O Indivlilpal O Atfomey Ili Fact O Indl O Attorney In Fact O Tnistee, 0 Ouardlan.or Conservator 0 Trustee ardfen or Conservator OOtherr ❑ Other. Signer Is Representing: Signer is Representing: 02014 Natlonal Notary Assoclatlon•www.NallonaINotary.org•14OCWS NOTARY(1-800.1170.,M7) Item 55907 • DOC#2015-0546629 Page 6 of 18 EXHIBIT A (Leaal Description of Property) • • ___ ._ Page DOC#2015-0546629 Page 7 of 18 The land referred to In this Commitment Is situated in.the City of Temecula,County of Riverside,State of California,and Is described as follows: PARCEL A: PARCEL B AS SHOWN ON LOT LINE ADJUSTMENT NO. PA97-0301,AS EVIDENCED BY DOCUMENT RECORDED ON FEBRUARY 23, 1998 AS INSTRUMENT NO. 98-060773 OF OFFICIAL RECORDS,BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS; BEING PORTION OF LOTS 182,AND 183,OF THE MAP OF THE TEMECULA LAND AND WATER COMPANY,IN THE CITY OF TEMECULA;COUNTY OF RIVERSIDE,STATE OF CALIFORNIA,AS SHOWN BY MAP ON FILE IN BOOK 8 PAGE 359,OF MAPS,IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: COMMENCING AT THE CENTERLINE INTERSECTION OF RORIPAUGH ROAD AND NICOLAS ROAD, AS SHOWN ON TRACT MAP 20703-1,AS SHOWN BY MAP ON FILE IN BOOK 177, PAGES 72 THROUGH 76, INCLUSIVE OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA; THENCE NORTH 160 25. 59. EAST 30.00 FEET TO A POINT ON THE RIGHT OF WAY LINE OF NICOLAS ROAD; THENCE SOUTH 730 34.01. EAST 14.00 FEET,TO THE TRUE POINT OF BEGINNING; THENCE NORTH 160 25. 59. EAST 467.00 FEET; THENCE SOUTH 730 34.01.EAST 168.51 FEETTO A POINT ON THE BOUNDARY LINE OF TRACT • MAP 27827-3 AS SHOWN BY MAP ON FILE IN BOOK 252 PAGES 11 THROUGH 14, INCLUSIVE OF MAPS,AND TRACT MAP 27827-2 AS SHOWN BY,MAP ON FILE IN BOOK 250 PAGES 1 THROUGH 3, INCLUSIVE OF MAPS,IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE, STATE OF CALIFORNIA; THENCE ALONG SAID BOUNDARY LINE SOUTH 160 25. 59.WEST 467.00 FEET; THENCE NORTH 730 43. 01.WEST 168.51 FEET TO THE TRUE POINT OF BEGINNING. PARCEL B: PARCEL C AS SHOWN ON LOT LINE ADJUSTMENT NO. PA97-0301,AS EVIDENCED BY DOCUMENT RECORDED ON FEBRUARY 23, 1998 AS INSTRUMENT N0, 93-060773 OF OFFICIAL RECORDS,BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS; BEING PORTION OF LOTS 181,AND 182,OF THE MAP OF THE TEMECULA LAND AND WATER COMPANY, IN THE CITY OF TEMECULA,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA,AS SHOWN BY MAP ON FILE IN BOOK 8 PAGE 359, OF MAPS,IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF SAN DIEGO,STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS; COMMENCING AT THE CENTERLINE INTERSECTION OF RORIPAUGH ROAD AND NICOLAS ROAD AS SHOWN ON TRACT MAP 20703-1,AS SHOWN BY MAP ON FILE IN BOOK 177, PAGES 72 THROUGH 76, INCLUSIVE OF MAPS,IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA; • DOC#2015-0546629 Page 8 of 18 THENCE NORTH 160 25. 59. EAST 30.00 FEET TO A POINT ON THE RIGHT OF WAY LINE OF NICOLAS ROAD ALSO BEING THE TRUE POINT OF BEGINNING; THENCE NORTH 160 25. 59. EAST 467.00 FEET., THENCE NORTH 730 34. 01.WEST 208.64 FEET TO A POINT ON THE BOUNDARY LINE OF PARCEL MAP 26232-1 AS SHOWN BY MAP ON FILE IN PARCEL MAP BOOK 184 PAGE S20 THROUGH 27, INCLUSIVE OF MAPS,IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA; THENCE ALONG SAID PARCEL MAP BOUNDARY SOUTH 160 25. 59.WEST 221.00 FEET; THENCE SOUTH.73°34.01.EAST 194.64 FEET, THENCE SOUTH 16°25. 59.WEST 246.00 FEET, THENCE NORTH 73°34.01. EAST 14.00 FEET TO THE TRUE POINT OF BEGINNING. PARCEL C: PARCEL D AS SHOWN ON LOT LINE ADJUSTMENT NO. PA97-0301,AS EVIDENCED BY DOCUMENT RECORDED ON FEBRUARY 23, 1998 AS INSTRUMENT NO.93-060773 OF OFFICIAL RECORDS,BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS; BEING PORTION OF LOTS 181,AND 182,OF THE MAP OF THE TEMECULA LAND AND WATER, COMPANY,IN THE CITY OF TEMECULA,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA,AS SHOWN BY MAP ON FILE IN BOOK 8 PAGE 359,OF MAPS, IN THE OFFICE OF THE COUNTY • RECORDER,COUNTY OF SAN DIEGO,STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS, COMMENCING AT THE CENTERLINE INTERSECTION OF RORIPAUGH ROAD AND NICOLAS ROAD AS SHOWN ON TRACT MAP 20703-1,AS SHOWN BY MAP ON FILE IN BOOK 177, PAGES 72 THROUGH 76, INCLUSIVE OF MAPS, 1N THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE,STATE OF CALIFORNIA; THENCE NORTH 160 25. 59. EAST 30.00 FEET TO A'POINT ON THE RIGHT OF WAY LINE OF NICOLAS ROAD; THENCE NORTH 730 34.01.WEST 14.00 FEET:TO THE TRUE POINT OF BEGINNING; THENCE NORTH 160 25. 59. EAST 246.00 FEET, THENCE NORTH 730 34. 01.WEST 194.64 FEET TO A POINT ON THE BOUNDARY LINE OF - PARCEL MAP 26232-1 AS SHOWN BY MAP ON FILE IN BOOK 184 PAGES 20,THROUGH 27, INCLUSIVE OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER,COUNTY OF RIVERSIDE, STATE OF CALIFORNIA; THENCE ALONG SAID PARCEL MAP BOUNDARY SOUTH 160 25. 59.WEST 246.00 FEET, THENCE SOUTH 730 34.01.EAST 194.64 FEET TO THE TRUE POINT OF BEGINNING APN: 920-100-019-2(Affects Parcel A) 920-100-017-0(Affects Parcel 8) 920.100-018-1(Meti5 P. C) • DOC#2015-0546629 Page 9 of 18' EXHIBIT B MQMP Exhibits) Exhibits shall Include:a)a BMP site layout that clearly depicts the location of each BMP,and b)legible construction details of each BMP. Ensure all exhibits are 8.5'X11'. Do not Include color exhibits. • - --- ---- Page �• 1 1 1 . /a 1.-_'r.-.•..-arrezrrr-.r�1��-.�....•.+;�� • _'�_ _.-tP'�-�.r.re. .o �+x.a� min was IBM NO am , Am iil� �Ih 'J S&I �IIIIIII V.r 111111111 Am im -- ems:;ii• DOC#2015-0546629 Page 11 0(18 • COBBLE ORSPLASHBOCK 2'-3'MULCH LAYER 1 1 0 0 0o1. o 4 4 NON-WOVEN GEOTE101LE Q MEMBRANE(TYP.) N PEA GRAVEL - N GI R D S/0 DI 24'MIN. OVERFLOW DRAIN:PVC PIPE WITH DRAIN INLET A7 RESERVOIR COURSE 6 ABOVE FlNISHGRADE _ WASHED GRAVEL LAYER 12'MIN. e o e e o s o 0 o eeoeo oeo 0 oeo 0 OVERFLOW DISCHARGE TO DRAIN S STEM M COMPACTED BASE PER DRAIN SYSTEM PPRDVED GEDTECHNICAL REPORT • NOTES: 1. ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85 PERCENT MINERAL AND 15 PERCENT ORGANIC COMPONENT,BY VOLUME,DRUM MIXED PRIOR _ TO PLACEMENT. 2. THE MINERAL COMPONENT SHALL BE A CLASS A SANDY LOAM TOPSOIL PER TABLE I BELOW: TABLE 1:MINERAL COMPONENT RANGE REQUIREMENTS PERCENT RANGE COMPONENT 70-80 SAND 15-20 SILT !m CLAY NOTE CERTIFICATE OF COMPLIANCE SHALL BE MADE AVAILABLE TO INSPECTOR. NOT To SCALE BIORETENTION DETAIL 6 DOC#2015-0546629 Page 12 of 18 • EXHIBIT C (Oneradon and Maintenance Manual) • --- Pagel ----- — DOC#2015.0546629 Page 13 of 18 Exhibit"C"Operation and Maintenance Manual I. Purpose of Bloretention Basins Maintenance Manual The purpose if this manual Is to provide maintenance Instructions for the Bloretention Basins located within the site.The Bloretention.Basins are pollution control devices designed to treat urban runoff before it enters In to the storm drain systems located at the project site.Regular maintenance will help to ensure that the Bioretention Basins function as Intended., This manual will serve as a reference guide and filed manual to assist the property owner with: - • An overview of the Bioretention Basins and how It functions • A description of the location of Bloretention Basins • An understanding of the procedures required to effectively maintain the Bioretention Basins on a regular basis. Reproducible copies of the forms,logs and guidance sheets necessary for recording' maintenance activities associated with the Bloretention Basins. 2. General Description and function of the Bloretention Basins. The Bloretention Basins are long;narrow Basins comprised of layers of porous materials that allow collective urban runoff to biofiltrate Into the ground.From the top of the basin to the bottom,the porous materials consist of • Varying depth layer of mulch(minimum depth of 3") " _2'Min. Engineered soil layer " 3" Min'. Pea Gravel " 12"Min.'%"Dia.Washing Gravel Layers • Impermeable liner on sides and bottom of Basins. Perforated PVC pipes will be installed at the bottom of the basin.These pipes connect to an existing 36"storm drain pipe onsite. Pollution Is mitigated through biofiltratlon of runoff Into engineered soil materials prior to draining Into the perforated pipes. 3. Maintenance Responsibility The property Owner, Protea Senior Living Temecula, LLC,Is responsible for maintaining the Bloretentlon Basins.Regular inspection and replacement of materials within the basins once they become Ineffective.ln performing as designed are the major components In the maintenance program.In order to achieve this,the following general procedures shall be followed: 1 • DOC#2015-0546629 Page 14 of 18 • • Qualified maintenance personnel should periodically Inspect the Basins at least twice a year.The first Inspection should happen prior to August 1 and the subsequent Inspection should happen during the period between February 1 and March 30. • If a problem Is Identified,It should be rectified as soon as possible to ensure that the Bioretention Basins function as designed. • Regular removal of trash and debris should occur as needed.Trash and debris,visible along the surface of the basins shall be promptly removed. Detailed Maintenance procedures are outlines In section 4. 4. Maintenance Indicators and Activities Functional Maintenance: Regular functional maintenance is required to ensure that the Bioretention Basins perform in an effective manner functional maintenance"consist of both preventive and corrective activities.Logs and guidance sheets are contained herein to use in recording vital Information while performing operation inspection and other Bioretention Basins maintenance activities. Maintenance records shall.be maintained by the property owner for a minimum of five years. The proper use and subsequent storage of these records will assure.that City of Temecula that the Bioretention Basins are functioning asdesigned. • Preventative Maintenance: Preventative maintenance shall be performed on a regular basis.Checklist is included herein to track and record preventative maintenance activities.These activities Include trash and debris removal and sediment management. Trash and debris removal shall be performed to ensure that runoff has adequate surface area to infiltrate through the layers that compromise the cross section of the Basin. • Sediment management will occur when testing Indicates that thebiofiltration rate has diminished below the stated acceptable rate. Corrective Maintenance: Corrective maintenance will be required on an emergency or non-routine basis to correct problems and restore the intended operation and safe function of the Bioretention Basins. 2 • DOC#2015-0546629 Page 15 of 18 Bioretention Basins Maintenance • Inspect a minimum of twice a year,before and after the rainy season,after large storms or more frequently as needed. • Clean the Bioretention Basins when the loss of Infiltrative capacity Is observed. When the standing water Is present for a period of time in excess of 72 hours, removal of sediment may be necessary.This Is an expensive activity and the need for It may be minimized through the prevention of upstream erosion. • Control mosquitos as necessary • Remove litter and debris from surface as required. Table 1,Typical Maintenance Activities for the Bioretention Basins Design Criteria and Maintenance Inspection Frequency Maintenance Activity Routine Actions Indicator Inspection for Presence of water Annual and 72 hours Check the PVC drain standing water in. that has been after a storm event. pipe for blockages Bioretention Basins. standing for 72 and unclog. • Hours. Inspect for sediment Sediment depth Bi-Annually Remove Sediment buildup within the 4" within 2"of the underdrain. bottom of Inlet Maintenance Indicators: Maintenance Indicators are signs or triggers that maintenance personnel need to check the Bioretention Basins for maintenance needs.The most common trigger Include warnings or accounts of standing water and sediment accumulation.The preceding Table 1 shows conditions and criteria that trigger the need for some specific routine Bioretention Basins maintenance activities.Emergencies may occasionally arise that would require a more urgent, critical response. Sediment removal: The types of storm water pollutants that accumulate in sediment varies,but may include contaminants such as heavy metals,petroleum hydrocarbons,and other organic compounds such as pesticides or solvents.When the sediment reaches a level within 2 Inches of the Inverts, the sediment must be removed. 3 • DOC#2015-0546629 Page 16 of 18 • Sediment disposal: Several methods of disposal are available depending on the concentration of toxic in the waste. Methods can range from recyding the material,to depositing the sediment Into appropriate landfills. At the time of disposal,if the wastes are deemed to the unfit for disposal in a municipal landfill, a full and comprehensive testing program should be run by a qualifled person to test for all the constituents'outlines under California code of Regulations(CCR)Title 22.Title 22 list concentrations of certain chemicals and soluble threshold limit concentration (STLC's)and their total threshold limit concentrations(TTLC's).Chemicals that exceed the allowable concentrations are considered hazardous wastes and must be removed from the sediments. 4 • Bioretention Basin Inspection and Maintenance Checklist - Date of Inspection: - Type of Inspection: o Monthly - o After Heavy Runoff(r or greater) o End of Wet Season o Pre-wet Season - - o Other. Defect Conditions when - Maintenance Comments(Describe maintenance Results expected when Maintenance Is Required Needed completed and if needed maintenance maintenance is performed (yes/no) was not conducted,note when it will be done) Standing Water When water stand In the There should be no bio retention basin for standing water In excess longer than 72 hours of 72 hours Trash and Debris Visible confirmation of Trash and debris removed Accumulation accumulated trash and from Bioretentlon Basin - debris and disposed of property Sediment Evidence of Materials removed and sedimentation In trench disposed of properly so that there is no standing o water. On Bedding Layers/Side Visual inspection reveals Uniform graded surfaces, N Slopes material Is not uniform or no eroslon apparent. has been dug up c Miscellaneous Any tpndtlon not covered Meet the design a above that need attention specifications. to ensure proper function of the Bioretention Basin m 0 m 5 S 00 DOC#2015-0546629 Page 18 of 18 • Water Quality Management Plan (WQMP) Structural Annual Start-up 0&M Responsible Responsible Treatment 0&M Dates Frequency funding Funding Party for BMP's Cost($) (weekly/ party of Long-Term 0&M monthly/ Installation quarterly) Bioretention $800.00 Priorto Monthly Developer Developer Basins Occupancy • a �t bet n1 ed t:>wn WT "Y9tlJ 031?ITH30' .,t trr•..;r .,, 1 r r r. / g ♦d/Yt.nTl y1r•tnt11 ►p �.�� lr { Nf •.•,n1lF ' rut - pl'..'>COn:Ullti P L..e 11r1 �t .l n ,a rat .•q M.n ___ %U � h!R 9t.1 .• - Cir�l t),ts J lr phigJ 6 • This must be in red to be a "CERTIFIED COPY" I hereby certify the foregoing instrument to Ty 1.1 which this stamp has been affixed consisting `0=ti Eq�- of i - pages to be a full,true and •,P correct copy of the original on file and 00 F0 of record in my office. h y W O o AawaWr-County Clerk-Recorder e County of flWwaida,state of California hp E lbu�iT11 GP DEC 1 7 2013 Dated• Cedlgaetlon must be in red to be a "CERTIFIED COPY' • Water Quality Management Plan (WQMP) Protea Senior Living Facility Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information • • -43- _, • sdutaoaue iatemwrarsrsapduptlu/Aosotl•etla'mmm io T1L/ .e+i - f a"Mop oppeouNuf vow uuo3` a[A Id sNroaa ii fNltl L 16N! stormwater runoff can have many adverse effects on plants,fish, S[ormwater runoff occurs when precipitation animals,and people. from rain or snowmelt flows over the ground. a Sediment can cloud the water Imperviuus surfaces like driveways,sidewalks. and make it difficult or and streets prevent stormwater from impossible for aquatic plants to naturally soaking into the ground. grow.Sediment also can destroy aquatic habitats. e Excess nutrients can cause algae blooms,When algae die, they sink to the bottom and decompose / in a process that removes oxygen from '� t the water Fish and other aquatic - organisms can't exist In water with low r dissolved oxygen levels. • Bacteria and other pathogens can wash into swimming areas and create health hazards,often making beach closures necessary. 0 Debris—plastic bags,six-pack rings,bottles,and - cigarette butt washed into waterbodies can choke,suffocate.or disable aquatic life like ducks.fish.turtles.and birds. •Household hazardous wastes like Insecticides,pesticides,paint, solvents,used motor oil,and other auto fluids can poison aquatic life. Land animals and people can become sick or die from eating diseased - -- - fish and shellfish or ingesting polluted water. • Polluted stormwater often Storinwater can and pickup debris.chemicals.dirt.and other affects drinking water pollutants and flow Into a storm sewer rysrem or directly to sources.This,in turn,can • a lake,stream,river.wetland.or coastal water Anything that affect human health and enters a storm sewer system Is discharged untreated into 4 ti� �` —��'sys B increase drinking water the waterbodies we use for swimming.fishing and providing " treatment costs. drinking water �- .3formwater Vollue6on Sofufijons ass • Washing your wr and degreasing auto patts at home E�Gaatwe l!ruawtaP7o r>/iaayan peap(e�!klmnae. can send detergents and other .Svrrz auf.aeAeu ryzer eroue Qw44 ware wldeaL contaminants through the dw 7J Aav, m u&he hall storm sewef System.Dumping / dw rep ffi Q or. dgode o�/wueltopA faGraU ikat au ins has t gelds into storm r +vUv!cob a/ wr1i>borbj. ��f�� drains has the same result as &a&a e/ewawh, [ru1'i ad ur PPA-[/ed, pe[Ttal pant dumping the materials directly "FA ant!alsd aro�a,ad�Alt an-,Mudd into e a comwatermercial �/� ♦� � •Use a commercial car wash that treats car rmeat e it ILWGd_"T OM t pplA'JPJr prt//r YU.gletw[l at ttto[ra+r drai✓t. recycles its wastewater.of wash your car on trormeade I avow water Traditional the gro aria your yard so the water Infiltrates into the asphalt doer allow water to soak into the ground. ground. Instead these surfaces rely on storm drains to Lawn care •Repair leaks and din divert unwanted water Pomaeable pavement pe" pose of used auto golds Excess fertilizers and batteries at designated drop-off or systems allow rain and snowmelt to soak through. and pesticides recycling locations: decreasing uom+warer mrag. applied to fawns Rain Barrels- you:can and gardens wash collect nimreter from off end pollute $¢pe(L Pee W11SL¢ .oftups con ems.The streams.In SySeenS proof mntalners.The addition,yard let waste can be water can be used later on clippings and Leakingdi and amalor source of lawn or garden areas. leaves can wash mainly bacteria and into storm drains and contribute maintained excess nutrients Rain Gardens and nutrients and organic matter to streams. Septic �' "+ in local waters. Grassy said. -Specially systems release nutrients and •When walking designed areas planted • Don't a soaker h your lawn.Consider R pathogens(bacteria and our with native plants can provide natural places for using a soaker hose instead of a Y W. viruses(that can d picked up remember remember di pick up the minwamrto collect sprinkler. by stormwater and discharged e Use pesticides and fertilizers into nearby waterbodies. waste and dispose et it and soak into the Pe properly Flushing pet ground.Ram from sparithew chemicals antis recesmary.ommended de Pathogens proban lems and public waste d theL besteaving disposal rooftop areas iv paved these chemicals in the recommended health problems and method.Leaving pet waste areas can be diverted amounts Use organic mulch or safer environmental concerns. on the ground increases into these areas intact pest control methods whenever Inspect your system every public health risks by than into storm drains. possible. 3 years and pump your allowing harmful bacteria a Compost or mulch yard waste.Don't tank as necessary(every 3 and nutrients to wash Into vegetated Filter Strips Filter strips are areas of leave it in the street or sweep it into to 5 years(. the storm drain and native grass or plants created along roadways or storm drains or streams. eventually into local streams.They trap the pollutants stonewater s Don't dispose of waterbodies. picks up as it flows a crass dnvene"od streets. a Cover piles of dirt or mulch being household hazardous used in landscaping projects waste in sinks or toilets. • Dirt,oil.and debris that collect In Erosion controls that aren't maintained can cause parking lots and paved areas can be excessive amounts of sediment and debris to be washed into the storm sewer system carried into the stormwater system,Construction ' and eventually enter local vehicles can leak fuel,oil,and other harmful fluids ^' _ waterbodies. that can be picked up by stonnwater and ' •sweep up litter and debris from deposited into local waterloodles. _ sidewalks,driveways and parking lots, •Divert areastorrawater away from disturbed or especially around stone drains, exposed areas of the construction site a Cover grease storage and dumpsters- •Install silt fences,vehicle mud removal areas, and keep them clean to avoid leaks. vegetative cover,and other sediment and •Report any chemical spill to the local erosion controls and properly maintain them ie• hazardous waste cleanup team. especially after rainstorms. They'll know the best way to keep a prevent soil erosion by minimizing disturbed spills from hani the environment. areas during conswction projects,and seed and mulch bare areas as soon as possible. Lack of vegetation on streambanks can lead to erosion.Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies.Exmss fenilizers and pesticides can poison aquatic animals and lead to destructive algae blooms.Livestock in streams can contaminate waterways with ba teiia,making them unsafe for human contact. •Keep livestock away from streambanks and provide them a water source away from waterbodies. •Store and apply manure away from waterbodies and in accordance with a nutrient management plan. a Vegetate riparian areas along waterways. i a Rotate animal grazing to prevent soil erosion in fields. _- a Apply fertilizers and pesticides according to label instructions to save money and minimize pollution. Uncovered fueling stations allow spills to be washed into storm drains.Cars waiting to be _ - - repaired can leak fuel,oil.and other harmful Improperly managed logging operations can result In erosion and fluids that can be picked up by stonnwater. to sedimentation. •Clean up Spills immediately and properly • e Conduct preharvest planning to prevent erosion and lower costs. dispose of cleanup materials. e Use logging methods and equipment that minimize soil disturbance. •provide cover over fueling stations and _ • and design skid igs avo yard stain,and truck design or retrofit facilities for spill mini ck access roads to containment. minimize stream crossings and id disturbing the forest goon. •properly maintain fleet vehicles to prevent •Construct stream crossings so that they minimize erosion and physical oil,gas.and other discharges from being changes to streams. washed into local waterbodies. _ 4 Expedite revegetation of cleared areas. 0 Install and maintain oilAvater separators. ONLY Rq�� a Z ...Only Rain Down o� ...the Storm Drain andscaping and garden In Riverside County, reportWhat you should know for... into the storm drain, call Landscape and Gardening Linaintenance activities IMO-506-2555 "Only Rain Down the Storm Dra&' can be major contributors to Best Management tips for: Important Links: • Professionals water pollution. Soils, yard Riverside County Household Hazardous • Novices 0�4VRq�� wastes, over-watering and ;++ +; • Landscapers opt!` ez _ Q • Gardeners garden chemicals become Riverside County Backyard S • Cultivators FTo Composting Program. part of the urban runoff mix + ins that winds its way throughManagement to streets, gutters and storm California Master Gardener drains before entering lakes, California rivers, streams, etc. Urban ' _— _ www.cnps.ox runoff pollution contami- The Riverside County"Only Rain Down the Storm Draire' Pollution Prevention Program gratefidbt acknowledges nates water and harms Crimp Countys Storm Water Prognun for their contribution to this brochure. �R aquatic life! Jpa t Ads - ,- THE STO� �- Tips ' Landscape ` 1 • This brochure will help you to get the most Do not rake or blow leaves, clippings or Try natural long-term common sense of your lawn and gardening efforts and keep our pruning waste into the street,gutter or storm solutions first. Integrated Pest Management waterways clean. Clean waterways provide drain. Instead, r (IPMI can provide landscaping guidance and recreation, establish thriving fish habitats, secure dispose of green r` solutions, such as: safe sanctuaries for wildlife, and add beauty to waste by com- ♦ Physical Controls - Try hand picking, our communities. NEVER allow gardening posting,hauling barriers, traps or caulking holes to products or waste water to enter the street, it to a per- control weeds and pests. gutter or storm drain. mitted landfill, or recycling it ♦ Biological Controls - Use predatory General Landscaping Tips through your insects to control harmful pests. Protect stockpiles and materials from wind city's program. ♦ Chemical Controls - Check out www.ipm.ucdavis.edu before using and rain by storing them under tarps or 40 Consider recycling your green waste and chemicals. Remember, all chemicals secured plastic sheeting. adding "nature's own fertilizer" to your lawn should be used cautiously and in Prevent erosion of or garden. moderation. slopes by planting fast- growing, dense ground 0Read labels and use only as directed. Do not If fertilizer is spilled,sweep up the spill before covering plants. These over-apply pesticides or fertilizers. Apply to irrigating. If the spill is liquid, apply an will shield and bind the spots as needed, rather than blanketing an absorbent material such as cat litter,and then soil. entire area. sweep it up and dispose of it in the trash. Plant native vegetation Store pesticides, fertilizers and other Take unwanted pesticides to a Household to reduce the amount chemicals in a dry covered area to prevent Waste Collection Center to be recycled. of water, the and exposure that may result in the deterioration io Dumping toxics into the street,gutter or pesticides applied to of containers and packaging. Storm drain is illegai the landscape. l. Never apply pesticides or fertilizers when rain 0 Rinse empty pesticide containers and re-use is predicted within the next 48 hours. rinse water as you would use the product. Do not dump rinse water down storm drains Garden & Lawn Maintenance or sewers. Dispose of empty containers in the trash. Do not overwater. Use irrigation practices such as drip irrigation,soaker hoses or micro- 0 When available,use non-toxic alteratives to spray systems. Periodically inspect and fix traditional pesticides, and use pesticides leaks and misdirected sprinklers. specifically designed to control the pest you are targeting. 1 • 1 1 1 1 � 1 1 1 Riverside County Stormwater Protection Partners Storm drains are NOT connected to sanitary sewer systems and FhsA Contol Dwno 1951)955-1200 County nt Rived 95n119965L5-810510905 treatment plants! Cin,4 Rammng 959293 Cry o 92 CityofC.Jimcsa 00 1 1 1 1 1 1 Cov4Caw...Like 0511244.2955 ONLY RAIN IN THE DRAIN ('xth,&d City 176P7]10 0127 7 1 1 Cin,uf f:uachella (76e179f,-497N Cn.a Cnn,na rv;n"r36-244; I I 1 I I Crti'o(nesun Hot Spring, (76C) 129-e41I City„f Fa",A, t95 n 161-01),vl ' I I The primary purpose of storm drain,I.to carry rain m atrr away from developed areas Cu, ,t Hama (')In 705a 3A' 1 to prevent flooding. Pollutants dischAaed to qoml drains are transported directly C:uy of Indian Well, 1760) i46-2459 On,a,I Indio 1WI IQ 4CX into rivers, lakes and streams. Soaps,degreasers, autum„rive fluids, litter and a host of Cn, .I 1.1n,t l•in,:r. (451)674-U24 materials are washed off buildings, sidewalks, pla.:is and parking areas. Vehicles and Onnn c2., ,m,ta n(,O)777-70)00 eyuipmentmustbe properly managed ntpreventthcpollulionof local w•aterways. GnofMcndee t45 11 1,72 0777 City nI murna v;dley (951) 304-2489 Unintentional spills by mobile service operators cim flow into storm strains and pollute City )I Muulctn f951) J04-24N9 C of Nnnn (951)270-s1A7 [2, our waterways. Avoid mishaps. Always have a Spill Response Kit on hand to cleat)up Q,nty nt t'ahn Desert (760)346-061 1 1 unintentional spills. Only emergency Mechanical repairs should be done in City stice 1 s, On ut Patin Spring, t7601 723-8299 cin of rams (95 n 943-6R\I G� using drip pans for spills. Plumbin¢should be done on private property. Ahv,ics store C I of Ranh.Mirxgc (7601 124.4511 chemicals in a leak-proof container and keep covered when not in use. Window ower City ntSan 19511 n54-7337 ivelrside (951) x Cin'afSa- Washing wastewater shouldn't he released into the streets,but should be dispo,c'd of m admo 777 City'o,t1 macula (9511694-1,444 -- - a sanitary sewer, landscaped area or in the soil. Soiled Carpet Cleaning wash watrt'i Cny o1 Wddnnia, 195 11 67 7-7 75 1 should he filtered before being discharged into the sanitary sewer. Dispose of alldiln,r REPORT ILLEGAL STORM DRAIN DISPOSAL debris properly. Car Washing/Detailing operators should wash cars on private pre7e)I C 1,800-5063559 nr c•nxa l us at I I I I I I I and use a regulated hose nozzle for water flow control and runoff r' fcntsdes@Z rcllood.nre prevention. Capture and dispose of wastewater and chemicals properly. • Rivcn,Je Cawtry Fkxxi Gmttol and Weta•' Remember,storm drains are for receiving rain water runoff only. C.•nscn'annn Dirtin xww rc0axi ore • online rewumes include: REPORT ILLEGAL • Caliertma Seam Wazcr Quality Asuaation � �&,Mgt-M STORM DRAIN • Stan Water Rewune,Control&mrd www,µatgr69atds.c+,L'9Y • •• , DISPOSAL • P,:we,Washer,of N,,,Ih Amonca 1-800-506-2555 wxw thepx�ia.ore ------------- Use these guidelines for Outdoor Cleaning Activities and Wash Water Disposal id you know that disposing of DO—obtain the property owner's permission to Using Cleaning Agents Screening Wash Water Pollutants into the street, gutter, dispose of stall anoount;of power washing waste Ginduct tixtrough dry cleanup before washing storm drain or body of water is water on to landscaped, gravel or unpaved 'fry using biodegradable•/phosphate•-free products. exterior surfaces, such as buildings and decks PROHIBITED by law and can result surfaces. They are easier on the environment, but don't with loose paint, sidewalks or plaza areas. Keep in stiff Penalties? confuse them with henµ toxic live. Soapy water debar from entering the storm drain :after DO...check your lsal sanitary sewer agencv's entering the stoma drain syxern can impact the cleaning by first passing the wash water through Best Management Practices policies On wash water disposal regadatiors before delicate aquatic envirotmrent. a '20 mesh" or finer screen to catch the solid disposing of wash water into the sewer. (.Sege list materials, then depose of the mesh in a refuse Waste wash water from Mechanics, Plumbers, on reverse sidel container. Do not let the remaining wash water Window/Power Washers, Carpet Cleaners. Car curers stteet,gutter ur room drain. Washing and Mobile Detailing activities may DO...be aware that if discharging to landscape � 1 contain significant quantities of motor nil,grease, areas,soapy wash water may damage landscaping. Drain Inlet Protection lit chemicals,dirt,detergents,brake pad dust, litter Residual wash water may remain on paved Collection of Wash Water andother materials. surfaces to evaporate. Sweep up solid residuals and dispose of properly. Vacuum hxpms are Prior to any washing, block all storm drains Best Management Practices,or BMPs os they are another option for capturing ad collecting wash with an impervious harrier such as sandbags known, ate guides to prevent pollutants front water. v or berms,or seal the stem drain with plugs entering the.tom drains. Fad,of as can do our ,'t or Other appropriate materials. part to keep stomwatcr clean b using the Create a containment area with berms and '' F Y 6 DO to so:e if local ordinances prevent traps or take advantage of a low spot to keep uggested BMA below: certain activities. wash water contained. Simple solutions for both " 4 (i ft Wash vehicles and equipment on gRassy or P DO not let...wash vet waste water from t gravel areas so that the wash water cm seep light and heavy duty jobs: sidewalk, plan, nr building cleaning go into a into the ground. street or storm drain. When cleaning surfaces with a high•pressure pump or vacuum up all wash water in the Do...consider dry cleaning methals first such wets6er or steam cleaner, additional precautknos contained area. as a mop,brapm,mg or wire brash. Always keep should le taken to prevent the discharge of a spill response kit on site. pollutants inro the storm drum system. These Concrete/CorinWSaw Cutting two methods of surface cleansµ can lxsscn and Drilling Projects �; additional nmatenal that can contaminate local Ll � l DO prepare the work area m hue power /f waterways.cleaning fey using sand brags,rubber mats,vacuum r'�t--.t y`' Protect any dowTechniques whenever vt inlets by using dry hems,containment pads or temporary berms to ♦ activity technique>whenever possible.If water is keep wash water away from the gaiters and stom Think Water Conservation used,minimize die amount of water used during drains. the coring/drillmg or saw noting process.Place it banner of sandbags and/or absorbent berms to Minimize water vex by using high pressure, low protect the snomdrain inlet or watercourse.Use DO...use vacuums or other machines to Report illegal storm drain disposal volume noshes. Be sure to check all hoees for shovel or wet vacuum to remove the residue from remove and collect loose debris Or litter before Call Toll Free leaks.Water is a precious resource,dons let it flow the pavement.Do not wash residue or particulate applyingwatec 1-800-506-2555 freely and be sure to shut itoffin between uses. matter into a suom drain inlet or watercourse. 0 • • Building & Grounds Maintenance SC-41 Objectives ■ Cover Y ■ Cohan n . is Educate --- ■ Reduce/Minimize is Product Substitution Targeted Constituents Description Sediment Stormwater runoff from building and grounds maintenance Nutrients p activities can be contaminated with to2dc hydrocarbons in Trash p solvents,fertilizers and pesticides,suspended solids,heavy Metals metals,and abnormal pH. Utilizing the following protocols will • 23 prevent or reduce the discharge of pollutants to stormwater from Bacteria p building and grounds maintenance activities by washing and od and Grease 2 cleaning up with as little water as possible,following good organics 2 landscape management practices,preventing and cleaning up oxygen Demandng p spills immediately,keeping debris from entering the storm drains,and maintaining the stormwater collection system. Approach Pollution Prevention • Switch to non-toxic chemicals for maintenance when possible. ■ Choose cleaning agents that can be recycled. ■ Encourage proper lawn management and landscaping, including use of native vegetation. ■ Encourage use of Integrated Pest Management techniques for pest control. ■ Encourage proper onsite recycling of yard trimmings. ■ Recycle residual paints,solvents,lumber,and other material as much as possible. January 2003 California Stormwater BMP Handbook 1 of 5 Municipal www.cabmphandbooks.com SC-41 Building & Grounds Maintenance. Suggested Protocols • Pressure Washing of Buildings,Rooftops,and Other Large Objects ■ In situations where soaps or detergents are used and the surrounding area is paved,pressure washers must use a waste water collection device that enables collection of wash water and associated solids. A sump pump,wet vacuum or similarly effective device must be used to collect the runoff and loose materials.The collected runoff and solids must be disposed of properly, ■ If soaps or detergents are not used,and the surrounding area is paved,wash water runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in he catch basin to trap the particles in wash water runoff. ■ If you are pressure washing on a grassed area(with or without soap);runoff must be dispersed as sheet flow as much as possible,rather than as a concentrated stream.The wash runoff must remain on the grass and not drain to pavement. Ensure that this practice does not kill grass. Landscaping Activities ■ Do not apply any chemicals(insecticide,herbicide,or fertilizer)directly to surface waters, unless the application is approved and permitted by the state. ■ Dispose of grass clippings,leaves,sticks,or other collected vegetation as garbage,or by • composting. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures on exposed soils. ■ Check irrigation schedules so pesticides will not be washed away and to minimize non- stormwater discharge. Building Repair,Remodeling,and Construction ■ Do not dump any tonic substance or liquid waste on the pavement,the ground,or toward a storm drain. ■ Use ground or drop cloths underneath outdoor painting,scraping,and sandblasting work, and properly dispose of collected material daily. • Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. • Clean paint brushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints,finishes,or other materials must be cleaned in a manner that enables collection of used solvents(e.g.,paint thinner,turpentine, etc.)for recycling or proper disposal. • 2 of S California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Building & Grounds Maintenance SC-41 40 • Use a storm drain cover,filter fabric,or similarly effective runoff control mechanism if dust, grit,wash water,or other pollutants may escape the work area and enter a catch basin. The containment device(s)must be in place at the beginning of the work day,and accumulated dirty runoff and solids must be collected and disposed of before removing the containment devices)at the end of the work day. ■ If you need to de-water an excavation site,you may need to filter the water before discharging to a catch basin or off-site. In which case you should direct the water through hay bales and filter fabric or use other sediment filters or traps. ■ Store toxic material under cover with secondary containment during precipitation events and when not in use.A cover would include tarps or other temporary cover material. Mowing, Trimming,and Planting ■ Dispose of leaves,sticks,or other collected vegetation as garbage,by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures when soils are exposed. ■ Place temporarily stockpiled material away from watercourses and drain inlets,and berm or cover stockpiles to prevent material releases to the storm drain system. ■ Consider an alternative approach when bailing out muddy water;do not put it in the storm • drain, pour over landscaped areas. ■ Use hand or mechanical weeding where practical. Fertilizer and Pesticide Management ■ Follow all federal,state,and local laws and regulations governing the use,storage,and disposal of fertilizers and pesticides and training of applicators and pest control advisors. • Follow manufacturers'recommendations and label directions. Pesticides must never be applied if precipitation is occuring or predicted. Do not apply insecticides within ioo feet of surface waters such as lakes,ponds,wetlands,and streams. ■ Use less toxic pesticides that will do the job, whenever possible. Avoid use of copper-based pesticides if possible. ■ Do not use pesticides if rain is expected. ■ Do not mix or prepare pesticides for application near storm drains. ■ Use the minimum amount needed for the job. ■ Calibrate fertilizer distributors to avoid excessive application. ■ Employ techniques to minimize off-target application(e.g.spray drift)of pesticides, • including consideration of alternative application techniques. January 2003 California Stormwater 5MP Handbook 3 of 5 Munkipal www.cabmphandbooks.com SC-41 Building & Grounds Maintenance ■ Apply pesticides only when wind speeds are low. ■ Work fertilizers into the soil rather than dumping or broadcasting them onto the surface. Irrigate slowly to prevent runoff and then only as much as is needed._ ■ Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. ■ Dispose of empty pesticide containers according to the instructions on the container label. ■ Use up the pesticides. Rinse containers,and use rinse water as product. Dispose of unused pesticide as hazardous waste. ■ Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides. Inspection ■ Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering,and repair leaks in the irrigation system as soon as they are observed. Training • ■ Educate and train employees on use of pesticides and in pesticide application techniques to prevent pollution. • pain employees and contractors in proper techniques for spill containment and cleanup. ■ Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention ■ Refer to SC-1i,Spill Prevention,Control&Cleanup ■ Keep your Spill Prevention Control and countermeasure(SPCC)plan up-to-date,and implement accordingly. ■ Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. Other Considerations ■ Alternative pest/weed controls may not be available,suitable,or effective in many cases. • 4 of 5 California Storrnwater BMP Handbook January 2003 Munlclpal www.cabmphand books.com Building & Grounds Maintenance SC-41 Requirements Costa ■ Overall costs should be low in comparison to other BMPs. Maintenance ■ Sweep paved areas regularly to collect loose particles,and wipe up spills with rags and other absorbent material immediately,do not hose down the area to a storm drain. Supplemental Information Further Detail of the BAlP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water though in some areas it may be non-potable reclaimed wastewater. '!here are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping but it is subject to rusting and results in lower quality water. Initially the black iron pipe has an oil coating to protect it from rusting between manufacture and installation;this will contaminate the water from the fast flush but not from subsequent flushes. Nitrates,poly- phosphates and other corrosion inhibitors,as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time,typically a year,between flushes and may accumulate iron,manganese,lead,copper, nickel and zinc. The water generally becomes anoxic and contains living and dead bacteria and • breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan btti)://%v%vw.swrcb.ca.goy/ni)s/index.html King County-ftp://dnr.metrokc.gov/wlr/dss/spc n/Chapter%203.PDF Orange County Stormwater Program http://ww%v.oc%vatersheds.com/StormWater/s-.vp—introduction.asp Mobile Cleaners Pilot Program:Final Report. 1997. Bay Area Stormwater Management Agencies Association(BASSMA)hM://www.basmaa.ore/ Pollution from Surface Cleaning Folder. 19q& Bay Area Stormwater Management Agencies Association(BASMAA)http://wavw.basmaa.om/ San Diego Stormwater Co-pernittees Jurisdictional Urban Runoff Management Program (URMP)- http://www.projectcleanwater.org/pdf/Model%2oProgmm%2OMwiicipal%2oFacilities.pdf • January 2003 California Sforrnwater BMP Handbook S of S Municipal www.cabmphandbooks.com Parking/Storage Area Maintenance SC-43 • Objectives s Cover ■ Contain ■ Educate ■ Reduce/Minirnze ■ Product Substitution Targeted Constituents Description Sediment Parking lots and storage areas can contribute a number of Nutrients substances,such as trash, suspended solids,hydrocarbons,oil Trash 0 and grease,and heavy metals that can enter receiving waters Metals through stormwater runoff or non-stormwater discharges.The• Bacteria following protocols are intended to prevent or reduce the discharge of pollutants from parking/storage areas and include oil and Grease using good housekeeping practices,following appropriate organics cleaning BMPs,and training employees. Oxygen Demanding p Approach Pollution Prevention ■ Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook). ■ Keep accurate maintenance logs to evaluate BMP implementation. Suggested Protocols General ■ Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. ■ Allow sheet runoff to flow into biofilters(vegetated strip and swale)and/or infiltration devices. ■ Utilize sand filters or oleophilic collectors for oily waste in low concentrations. January 2003 California Stormwater BMP Handbook 1 of 4 Municipal www.ca bmphandbooks.com SC-43. Parking/Storage Area Maintenance ■ Arrange rooftop drains to prevent drainage directly onto paved surfaces. ■ Design lot to include semi-permeable hardscape. Controlling Litter ■ Post"No Tattering."signs and enforce anti-litter laws. ■ Provide an adequate number of litter receptacles. ■ Clean out and cover litter receptacles frequently to prevent spillage. • Provide trash receptacles in parking lots to discourage litter. ■ Routinely sweep,shovel and dispose of litter in the trash. Surface cleaning ■ Use dry cleaning methods(e.g. sweeping or vacuuming)to prevent the discharge of pollutants into the stormwater conveyance system. ■ Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. ■ Sweep all parking lots at least once before the onset of the wet season. • ■ If water is used follow the procedures below: - Block the storm drain or contain runoff. - Wash water should be collected and pumped to the sanitary sewer or discharged to a pervious surface,do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. ■ When cleaning heavy oily deposits: - Use absorbent materials on oily spots prior to sweeping or washing. - Dispose of used absorbents appropriately. Surface Repair ■ Pre=heat,transfer or load hot bituminous material away from storm drain inlets. ■ Apply concrete,asphalt,and seal coat during dry weather to prevent contamination form contacting stormwater runoff. • . Cover and seal nearby storm drain inlets(with waterproof material or mesh)and manholes before applying seal coat,slurry seal,etc.,where applicable. Leave covers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. • 2 of 4 California Storrnwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Parking/Storage Area Maintenance SC-43 • s Use only.as much water as necessary for dust control,to avoid runoff. Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Inspection ■ Have designated personnel conduct inspections of the parking facilities and stormwater conveyance systems associated with them on a regular basis. ■ Inspect cleaning equipment/sweepers for leaks on a regular basis. Training ■ Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. ■ 'rain employees and contractors in proper techniques for spill containment and cleanup. Spit!Response and prevention ■ Refer to SC-it,Spill Prevention,Control&Cleanup. ■ Keep your Spill Prevention Control and countermeasure(SPCC)plan up-to-date,nad implement accordingly. • ■ Have spill cleanup materials readily available and in a known location. • Cleanup spills immediately and use dry methods if possible. • Properly dispose of spill cleanup material. Other Considerations ■ Limitations related to sweeping activities at large parking facilities may include high equipment costs,the need for sweeper operator training,and the inability of current sweeper technology to remove oil and grease. Requirements Coats Cleaning/sweeping costs can be quite large,construction and maintenance of stormwater structural controls can be quite expensive as well. Maintenance ■ Sweep parking lot to minimize cleaning with water. ■ Clean out oil/water/sand separators regularly,especially after heavy stones. ■ Clean parking facilities on a regular basis to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. • January 2003 Callfomla StDrmwater BMP Handbook 3 of 4 Munklpal www.cabmphandbDoks.com SC-43 Parking/Storage Area Maintenance Supplemental Information Further Detail of the BMP _ Surface Repair Apply concrete,asphalt,and seal coat during dry weather to prevent contamination form contacting stormwater runoff. Where applicable,cover and seal nearby storm drain inlets(with waterproof material or mesh)and manholes before applying seal coat,slurry seal,etc. Leave covers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Use only as much water as necessary for dust control,to avoid runoff. References and Resources http://www.stormwatereenter.net/ California's Nonpoint Source Program Plan Uitp://wwtv.swreb.ca.eov/nus/indexxhtml Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey,City of Santa Cruz,,California Coastal Commission,Monterey Bay National Marine Sanctuary,Association of Monterey Bay Area Governments,Woodward-Clyde,Central Coast Regional Water Quality control Board. July 1998(Revised February 2002 by the California Coastal Commission). Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp_introduction.asp • Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association(BASMAA)htto://www.basma.ore San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) htW7/(wwwp=Qjectcl_eanwater_ore/pd(/Model%2oE=nii%2oMnicival%2oFac ties.odf • 4 of 4 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Site Design & Landscape Planning SD-10 • Design Objectives ® Mamm¢e Infiltration !� Provide Retention ® Slow Runoff A4rumize Impervious Land Coverage ProMA Dumping of Improper Materials Contain Pollutants CoIW and Convey ac A • Description Each project site possesses unique topographic,hydrologic,and vegetative features,some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible,maximize natural water storage and infiltration opportunities,and protect slopes and channels. Suitable Applications Appropriate applications include residential,commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies. January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.cabmphandbooks.com SD-10 Site Design & Landscape Planning Designing New Installations • Begin the development of a plan for the landscape unit with attention to the following general principles: ■ Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. ■ Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land,open unwooded land,steep slopes,erosion-prone soils, foundation suitability,soil suitability for waste disposal,aquifers,aquifer recharge areas, wetlands,floodplains,surface waters,agricultural lands,and various categories of urban land use. When appropriate,the assessment can highlight outstanding local or regional resources that the community determines should be protected(e.g.,a scenic area, recreational area,threatened species habitat,farmland,fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible,numimize natural water storage and infiltration opportunities,and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable,the following items are required and must be implemented in the site layout during the subdivision design and approval process,consistent with applicable General Plan and • Local Area Plan policies: ■ Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. ■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots,allow access,and provide fire protection. • Maximize trees and other vegetation at each site by planting additional vegetation,clustering tree areas,and promoting the use of native and/or drought tolerant plants. ■ Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage,detention in the organic forest floor layer,and water losses by evapotranspiration,resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. ■ Maintain natural storage reservoirs and drainage corridors,including depressions,areas of permeable soils,swales,and intermittent streams. Develop and implement policies and • 2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Site Design & Landscape Planning SD-10 • regulations to discourage the clearing,filling,and channelization of these features. Utilize them in drainage networks in preference to pipes,culverts,and engineered ditches. ■ Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination,poor soils,and hydrogeological conditions that cause these facilities to fail. If necessary,locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design ■ Convey runoff safely from the tops of slopes. ■ Avoid disturbing steep or unstable slopes. • Avoid disturbing natural channels. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought tolerant vegetation. ■ Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. ■ Stabilize temporary and permanent channel crossings as quickly as possible,and ensure that • increases in run-off velocity and frequency caused by the project do not erode the channel. ■ Install energy dissipater;,such as riprap,at the outlets of new storm drains,culverts, conduits,or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters.. ■ Line on-site conveyance channels where appropriate,to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface,since these materials not only reduce runoff velocities,but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings,riprap, concrete,soil cement,or geo-grid stabilization are other alternatives. • Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.) define"redevelopment"in terms of amounts of additional impervious area,increases in gross floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. The definition of"redevelopment"must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies,the steps outlined under"designing new installations" above should be followed. • January 2003 Callfomla Stormwater OMp Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com SD-10 Site Design & Landscape Planning Redevelopment may present significant opportunity to add features which had not previously • been implemented. Examples include incorporation of depressions,areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure,opportunities should not be missed to maximize infiltration, slow runoff,reduce impervious areas,disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County Department of Public Works,May 2002. Stormwater Management Manual for Western Washington,Washington State Department of ' Ecology,August 2001. Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County,Port of San Diego,and Cities in San Diego County,February 14,2002. Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood Control District,and the Incorporated Cities of Orange County,Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. • • 4 of 4 California Stormwater aMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Roof Runoff Controls SD-11 • 't' Design Objectives 0 Maximize Infiltration 0 Provide Retention 0 Slow Runoff Minimize Impervious Land Coverage =..• Prohibit Dumping of Improper "x•, ._ Materials 0 Contain Pollutants ' Collect and Convey MEMO er, Rain Garden Description Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots,and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general • approaches: cisterns or rain barrels;dry wells or infiltration trenches;pop-up emitters,and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens,lawns,and trees. Benefits to the environment include reduced demand for potable water used for irrigation,improved stormwater quality,increased groundwater recharge,decreased runoff volume and peak flows,and decreased flooding potential. Suitable Applications Appropriate applications include residential,commercial and industrial areas planned for development or redevelopment. Design Considerations Desigmrlg New Installations Cistents or Rain Barrels One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and then released • for irrigation or infiltration between storms. The number of rain January 2003 Califomla Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbook.com SD-11 Roof Runoff Controls barrels needed is a function of the rooftop area. Some low impact developers recommend that • every house have at least 2 rain barrels,with a minimum storage capacity of r000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume,amount of contaminants,and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition,some barrels are designed with a bypass valve that filters out grit and other contaminants and routes overflow to a soak-away pit or rain garden. If the cistern has an operable valve,the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews,but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods,the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet(say r/s to 1/2 inch diameter),runoff will build up inside the cistern during storms,and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage,especially for the frequent,small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate,and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from • the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement,the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric,though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance. In practice,dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received,but are typically 4 to 5 feet square,and 2 to 3 feet deep,with a minimum of 1-foot soil cover over the top(maximum depth of 10 feet). To protect the foundation,dry wells must be set away from the building at least to feet. They must be installed in solids that accommodate infiltration. In poorly drained soils,dry wells have very limited feasibility. Infiltration trenches function in a similar.manner and would be particularly effective for larger roof areas. An infiltration trench is a long,narrow,rock-filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls. Pop-up Drainage Emitter Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation,releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head,the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods,for ease of lawn or landscape maintenance. • 2 of 3 Callfomla Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbook.com Roof Runoff Controls SD-11 • Foundation Planting Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows,and periodic soil saturation. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP, etc.) define"redevelopment"in terms of amounts of additional impervious area,increases in gross floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. The definition of redevelopment"must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies,the steps outlined under"designing new installations" above should be followed. Supplemental Information Examples ■ City of Ottawa's Water Links Surface -Water Quality Protection Program ■ City of Toronto Downspout Disconnection Program ■ City of Boston,MA, Rain Barrel Demonstration Program • Other Resources Hager,Marty Catherine, Stormwater,"Low-Impact Development",January/February 2003. www.stornili2o.com Low Impact Urban Design Tools, Low Impact Development Design Center, Beltsville,MD. www.lid-storinwater.net Start at the Source, Bay Area Stormwater Management Agencies Association, 1999 Edition • January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbook.com Efficient Irrigation SD-12 • Design Objectives 0 Mawmize Infiltration p Provide Retention 0 Slow Runoff I i►• Mmimize Impervious Land -- — Coverage Prohibit Dumping of Improper Materials Contain Pollutants Coned and Convey Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance • system. Suitable Applications Appropriate applications include residential,conunercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation runoff should be considered,and incorporated and implemented where determined applicable and feasible by the Permittee: ■ Employ rain-triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with County or City water conservation resolutions,which may include provision of water sensors,programmable irrigation times(for short cycles), etc. January 2003 California Stormwater BMP Handbook n of 2 New Development and Redevelopment www.cabmphand books.com SD-12 Efficient Irrigation ■ Design timing and application methods of irrigation water to minimize the runoff of excess • irrigation water into the storm water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements(for example, native or drought tolerant species). Consider design features such as: Using mulches(such as wood chips or bar)in planter areas without ground cover to minimize sediment in runoff Installing appropriate plant materials for the location,in accordance with amount of sunlight and climate,and use native plant materials where possible and/or as recommended by the landscape architect Leaving a vegetative barrier along the property boundary and interior watercourses,to act as a pollutant filter,where appropriate and feasible Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable,equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.) define"redevelopment"in terms of amounts of additional impervious area,increases in gross • floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. The definition of"redevelopment"must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies,the steps outlined under"designing new installations" above should be followed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County Department of Public Works,May 2002. Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County,Port of San Diego,and Cities in San Diego County,February 14,2002. Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood Control District,and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality,Control Measures, July 2002. • 2 of 2 California Stormwater aMp Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Storm Drain Signage SD-13 • Design Objectives Maximize Infiltration Provide Retention _ Slow Runoff Onimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach • The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential,commercial, and industrial areas,as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins,constructed or modified,within the project area with prohibitive language. Examples include"NO DUMPING January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD-13 Storm Drain Signage —DRAINS TO OCEAN"and/or other graphical icons to discourage illegal dumping. • Post signs with prohibitive language and/or graphical icons,which prohibit illegal dumping at public access points along channels and creeks within the project area. Note-Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.) define"redevelopment"in terms of amounts of additional impervious area,increases in gross floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. If the project meets the definition of"redevelopment",then the requirements stated under"designing new installations"above should be included in all project design plans. Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project,the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement • ■ Signage on top of curbs tends to weather and fade. • Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils,or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP),Los Angeles County Department of Public Works,May 2002. Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County, Port of San Diego,and Cities in San Diego County,February 14,2002. Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood Control District,and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. • 2 of 2 Callfomla Stormwater aMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Trash Storage Areas SD-32 • Description Design Objectives Trash storage areas are areas where a trash receptacle(s)are Maximize Infiltration located for use as a repository for solid wastes. Stormwater Provide Retention runoff from areas where trash is stored or disposed of can be Slow Runoff polluted. In addition,loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, IVbrnmrze Impervious Land channels,and/or creeks. Waste handling operations that maybe Coverage Prohibit Dumping of improper sources of stormwater pollution include dumpsters,litter control, and waste piles. Materials 0 Contain Pollutants Approach Collect and Convey This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures including enclosures,containment structures,and impervious pavements to mitigate spills,should be used to reduce the likelihood of contamination. — — Suitable Applications Appropriate applications include residential,commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) • Design Considerations Design requirements for waste handling areas are governed by Building and Fire Codes,and by current local agency ordinances and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code and ordinance requirements. Hazardous waste should be handled in accordance with legal requirements established in Title 22,California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing New Installations Trash storage areas should be designed to consider the follocwlg structural or treatment control BMPs: ■ Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s)to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. ■ Make sure trash container areas are screened or walled to prevent off-site transport of trash. January 2003 Callfomla Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com $D-32 Trash Storage Areas ■ Use lined bins or dumpsters to reduce leaking of liquid waste. ■ Provide roofs,awnings,or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. ■ Pave trash storage areas with an impervious surface to mitigate spills. ■ Do not locate storm drains in immediate vicinity of the trash storage area. ■ Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Redeveloping Fmisting Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.) define'"redevelopment"in terms of amounts of additional impervious area,increases in gross floor area and%or exterior construction,and land disturbing activities with structural or impervious surfaces. The definition of"redevelopment"must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies,the steps outlined under"designing new installations" above should be followed. Additional Information Maintenance Considerations The integrity of structural elements that are subject to damage(i.e.,screens,covers,and signs) • must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency,maintenance agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County Department of Public Works,May 2002. Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County,Port of San Diego,and Cities in San Diego County, February 14,2002. Model Water Quality Management Plan(WQMP)for County of Orange,Orange County Flood Control District,and the Incorporated Cities of Orange County,Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. • 2 of 2 Callfomla Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Water Quality Inlet TC-50 • General Description Maintenance Concerns, P Objectives, and Goals Water quality inlets(WQIs),also commonly called trapping catch basins,oil/grit separators or oil/water separators,consist of one or • High Setlarterd Loads more chambers that promote sedimentation of coarse materials and • Hazardous waste separation of free oil(as opposed to emulsified or dissolved oil)from • Vector Control stormwater. Some WQIs also contain screens to help retain larger or floating debris,and many of the newer designs also include a coalescing unit that helps promote oil/water separation. These devices are appropriate for capturing hydrocarbon spills,but provide very marginal sediment removal and are not very effective for treatment of stormwater runoff. WQIs typically capture only the first portion of runoff for treatment and are generally used for pretreatment before discharging to other best management practices(BMPs). Inspection/Maintenance Considerations High sediment loads can interfere with the ability of the WQI to effectively separate oil and grease from the runoff. During periods of Targeted Constituents high flow,sediment can be resuspended and released from the WQI into surface waters. Maintenance of WQIs can be easily neglected ® Sedirrient • because they are underground. Establishment of a maintenance 0 Nutrients • schedule is helpful for ensuring proper maintenance occurs. The Trash required maintenance effort will be site-specific due to variations in Metals • • sediment and hydrocarbon loading. Since WQI residuals contain p gactena • hydrocarbon by-products,they may require disposal as hazardous p Oct and Grease waste. Many WQI owners coordinate with waste haulers to collect and ll Organics • dispose of these residuals. 21 Oxygen Demanding • Legend(Removal ERecri�) • Low ■ High ♦ Medium January 2003 California Stortnwater BMP Handbook 1 of 2 Municipal www.cabmphandbooks.com TC-50 Water Quality Inlet BILKS Pectlon Activities Suggested • Frequenry Monthly during the ■ Inspect after every storm event to determine if maintenance is nxluiied. wet season,or after significant rain events Maintenance Activities Suggested Frequenry ■ Clean out and dispox of aeeumulated oil,geese and sediment. Remove accumulated trash Annual,before the and debris. The clean out and disposal techniques should be environmentally acceptable and -wet season,or more in acoardance with local regulations. frequent as needed Additional Information Since WQIs can be relatively deep,they may be designated as confined spaces. Caution should be exercised to comply with confined space entry safety regulations if it is required. References htto://www.00.vierce.wa.tLs/vc/servim/home/environ/water/swm/svvman tbmvt i.htm • • 2 of 2. California Stxrnwater BMP Handbook January 2003 Munidpal www.ubmphandbooks.mm } S- ol "7Z 7, 3 HYDROLOGY REPORT For PROTEA SENIOR LIVING TEMECULA, ILL 27380 NICOLAS ROAD TEMECULA, CA ' Prepare!For. PROTEA SENIOR LIVING TEME L � 27380 Nicolas Road Temecula, CA 9259 P ,i.e V Wab nsultantIS ING VIL ENGINEERING SURVEYING I N C Waber Consultants, Inc. (� 3711 Long Beach Blvd, Suite 1008 -Q Long Beach, CA 90807 (562) 426-8283 February, 2015 This Drainage Report was prepared under my supervision: By: Date: February, 1 PROJECT DISCUSSION The study area is located at 27380 Nicolas Road, Temecula, CA. Scope of work includes construction of a new assisted living and memory residential units on undeveloped property. Total area of proposed development area is 3,83 acres. The existing site is a vacant lot. It is a relatively flat land approximately 1% - 2% in slope. Existing drainage sheet flows in a generally westerly direction and eventually onto Nicolas Road. The proposed site includes open lot parking areas, landscape areas, a bioswale, and infiltration basins. The proposed slopes in a generally southwesterly direction towards the infiltration basins. The Riverside County Hydrology Manual was used to determine the proposed 2-year, 24 hour and 10-year, '24 hour peak flows and volumes of both existing and proposed site. Figures and Tables below are referenced to that Manual. RATIONAL METHOD STUDY Q=CIA Soil Group B (Plate C-1.52) Existing Hydrology AREA 1 A= 1.98 acres Tc=17 min. (Plate D-3) 12= 1.05 in/hr (Plate D-4.7) ho= 1.76 in/hr (Plate D-4.1) C2 = 0.45 (Plate D-5.2) C,o = 0.56 (Plate D-5.2) Q2= 0.45 x 1.05 x 1.98 = 0.94 cfs Q,o= 0.56 x 1.76 x 1.98 = 1.95 cis 2 AREA 2 A= 1.71 acres Tc=9.5 min. (Plate D-3) 12= 1.40 in/hr (Plate D-4.7) I,o= 2.43 in/hr (Plate D-4.1) C2 = 0.51 (Plate D-5.2) C,o = 0.62 (Plate D-5.2) Q2= 0.51x1.40x1.71 = 1.22ds Q,o= 0.62 x 2 43 x 1.71 = 2.59 cfs Qzrron= 0.94 + 1.22 = 2.16 cfs Q,o,ToT,= 1.95 + 2.58 = 4.53 cfs Proposed Hydrology AREA 1 A= 0.88 acres Tc=7.5 min. (Plate D-3) 12= 1.65 in/hr (Plate D-4.7) lio= 2.77 in/hr (Plate D-4.1) C2 = 0.78 (Plate D-5.2) C10 = 0.81 (Plate D-5.2) Qz= 0.78x1.65x0.88 = 1.13cfs Q,o= 0.81 x 2.77 x 0.88 = 1.97 cfs 3 . 1 AREA 2 A= 0.50 acres Tc=7.2 min. (Plate D-3) 12= 1.70 in/hr (Plate D-4.7) ho= 2.87 in/hr (Plate D-4.1) C2 = 0.73 (Plate D-5.2) C,o = 0.78 (Plate D-5.2) Q2= 0.73 x 1.70 x 0.50 = 0.62 cfs Q,o= 0.78 x 2.87 x 0.50= 1.12 cfs AREA 3 A= 0.35 acres Tc=8.8 min. (Plate D-3) 12= 1.55 in/hr (Plate D-4.7) Ilo= 2.50 in/hr (Plate D-4.1) C2 = 0.71 (Plate D-5.2) Cio = 0.77 (Plate D-5.2) Q2= 0.71 x 1.55 x 0.35 = 0.39 cfs Q,o= 0.77 x 2.50 x 0.35 = 0.67 cfs 4 AREA 4 A= 0.24 acres Tc=5.5 min. (Plate D-3) 12= 2.00 in/hr (Plate D-4.7) Ilo= 3.29 in/hr (Plate D-4.1) C2 = 0.79 (Plate D-5.2) Cio = 0.83 (Plate D-5.2) Qz= 0.79 x 2.00 x 0.24 = 0.38 cfs Qio= 0.83 x 3.29 x 0.24 = 0.66 cfs AREA 5 A= 1.1.1 acres Tc=10.0 min. (Plate D-3) 12= 1.45 in/hr (Plate D-4.7) Igo= 2.36 in/hr (Plate D-4.1) C2 = 0.71 (Plate D-5.2) C,o = 0.76 (Plate D-5.2) Q2= 0.71x1.45x1.11 = 1.14cfs Q,o= 0.76 x 2.36 x 1.11 = 1.99 cfs 5 AREA 6 A= 0.59 acres Tc=6.2 min. (Plate D-3) 12= 1.85 in/hr (Plate D-4.7) ho= 3.07 in/hr (Plate D-4.1) C2 = 0.73 (Plate,D-5.2) C,o = 0.79 (Plate D-5.2) 02= 0.73 x 1.85 x 0.59 = 0.80 cfs Q,o= 0.79 x 3.07 x 0.59 = 1.43 cfs 02(TOT)= 1.13 + 0.62 + 0.39 + 0.38 + 1.14 + 0.80 = 4.46 cfs Q1o(TOT)= 0.97 +-1.12 + 0.67 + 0.66 + 1.99 + 1.43 = 7.84 cfs 6 HYDROLOGY MAP A NICOLAS ROAD £ rz dy v9 90Z_ .___ F M _10,,F ,.rr-N --- - L._- _._._ fS { lk I � I r I'I ■ i I ! _l ' ' 2 - - -- n, I 1 1 � —" Te Qy�� ■ i � ...- -_ � � " ��r.��fir.. � � I■ o y�- - t �. � -_ _- --- _..- �"I � I � .,_ •-- _ ._fin�j� mewWOF o m"sm . Eo. :ate® ow"N-.w ■ 0■f� � '�' /.aL•�..::._..h ❑ • C S CIVIL IMPROVEME ....a an NT PLANS • mur.am.u>s oo..M.q"'] wm m ms m..o.M mr.n.mom ENO Q pp p E%ISTING HYDROLOGY MAP TEMECULA ALF PROJECT C E 27380 NICOLAS ROAD Waber Consultants • W TEMECULA,CA 92591 m.�.l m.•®•.•.s I N C nev.mn.�m iaown a D0 f ....lav w]w aw.sn lwtiwcwaa.u+e4w s w�•ae.+m+oa•x�oza.w wwaM i liz C •ODD•lt�]n 4P�ll 141.1111 ri1^��+v� o M vrrtw•e a rn.a ow u '•D� 41(A OPs a 1•KI q IDLI.V.OI YV 6LO®mwa Im. ]• y y TmECf x¢IfO+ 09]'nxRM OEaFDR um Nw)m MO0lmfl u4l4NMP VmIR•(a]T. �9N 1•s•msApYY�fun.•YVq.•0.mm..aM REVISIONS f I-,�-t1-'f�#■=ff� �f■fff■ �SfH;��-■f■f■fff■-�-fffff II 2i , Ili ; � I • i � ° ■ I I vj. , ° f ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ or a`p � ,�• 1 ■ PROPOSED } j*:, sa ga ysc I STORY BUILDING@ �if a Q I I ' ■ �� ■ ■ ■ ■ ■ ■ 0.88 p�SEea 5 9 �. I PAD = 98.00 Qa z.6z de I T�7.0 min., �� p [p�� !!!1 E84 I 0.35 ■ � � �Q°.3 $ �¢ $I � - ♦ 9 T. - -----_ ------ -_---- -- _- -- -_"--- - --- _ '- 1 F°om trc 03 , ?� ----- -w�rsss � - _ -ace-- -- t 92 IV I • ii t_ I67559• E - ,II 46700' fH ■ 770770T77"07 � ■ f ■t■fH•■ F (r7 ❑ n r/aJ l z� I l r lip 773 1. _ _ _ _ _ _ _ _ _ ��.,bf. C ��: it ` ,1 • t I PROPOSED = A-6 3 0.59 ONE-STORY BUILDING ,I I=F = 100.58 Q PAD = 100.00 i •y r _j I II l O I + I I �. ) Z 00 r Z A-5 ■ 0 w e V o.- C g �0 € a wow � r I,1 P ' I i •I prof yy] pIK TOLL FREE W'W 4 (; rrvr [[ 7-8004224 7 33 •�,K •! N I67539" f iti 46700 eEsw¢woa 4IDIDff t mown_ J d , t � twc m o to .o m �mo•wcry z. v"F. V • Zp. wwxo.,.me�c 2 g a.•un P 111 c • T — ,.F e < — LEGEND I I - - — ♦s • -- -- - BIORETENTION BASIN - -- -- - -- - -- - - 3 --- --- - - DENOTE S ES BIORETENTION BASIN i . V I N 550 ft RE I RED ou a < • < a , : e < . e < s • t .. 3 3 � V — It I I PR 0 57 8ft i LADED _ _ BASIN 3 ♦ tx. a , , ♦ a . , , ° W _ BIORET WATER - DEP TH 0.5 ft ♦ , t t . « x x ax@ . , a . f a . a :•• . = 1,672 ft3 @` VREQUIRED _ = 1 802 ft3 1 VPR0MDED DENOTES PERVIOUS AREA .. - - - - ► d d - . d ram.. - - O , ♦ . . . ♦ ! , WATER DEPTH U. ft • is II "0000000 :i I • B•x` BIORETENTION ASIN VOLUME II - .II � — - a � :P _ TOTAL VOLUME REQUIRED = 3,749 CF I TOTAL VOLUME PROVIDED 4 169 CF II I ► Q = — — FLOOR AREA RATIO 480 BIORETENTION BASIN 2 I 2 — 19,902 F ► I V = 701 ft 3 • — , REaJIRED 3 .h — V OADED = 827 ft 1 WATER DEPTH = 0.5 ft - - • � . , COBBLE OR SPLASHBOCK e e Q v 2-3 MULCH LAYER II .4 • TY - 1 CJ CA 4 I 4 4 rs Q fJ C� r I C7 f� I I , r NON-WOVEN GEOTEXTILE O / h / \ / ;.. - P POSED I / \\ \ \\ \\ \\ I I I `� — / / / / II \ \ � \ - - / \ \ `ENGINEER D SOIL MEDIA, \ \ Al 4 1 411 F \ \ \ \ rrr WO S RY B ILDIN / / r r / r r / / U < • -, a°. ♦ 18 MIN. . . . < . I � •° OVERFLOW DRAIN:PVC \\\\ — p� — PIPE DRAI N INLET AT \ \ \6796 F \ \ \ \ \ \ \ \ \ \ \ 98. '�PERV 10 S S I i 1 l `. AB.° 6 ABOVE FINISH RAD ppGRADE II I I� , � D D - 98. 0 Q � R IR COURSE I^ ESERVd E � III �• • .a =• ,<< � ► — � WASHED GRAVEL LAYER 12 MIN. •,h } I o000000e • oa0000aao ! - ' � � - — OVERFLOW D o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • o 0 < . LO DISCHARGE TO — / PROPOSED STORM COMPACTED BASE PER « a , } < DRAINSYSTEM r � • r Q i % � PPR❑VED GE❑TECHNICAL REPORT A3 = 24,754 SF ► �. ► NOTES: I� — - 9626SF ► I - 1. ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85 PERCENT MINERAL I I ! ERVIOUS �- - �t - } AND 15 PERCENT ORGANIC COMPONENT,BY VOLUME,DRUM MIXED PRIOR 1 , C ❑ Cl, I TO PLACEMENT. t 77 i. 1 •I i M+n� ♦ aa — — a �a _� � �, 2. THE MINERAL COMPONENT SHALL BE A CLASS A SANDY LOAM TOPSOIL PER t P � ,� m �, TABLE 1 BELOW: O I - - z _ e •. < a a a < je 5 + f ' ► < e • < ` ''.'.` .', ---tooTABLE 1:MINERAL COMPONENT N Op e RANGE REQUIREMENTS � f: PERCENT RAN i GE COMPONENT e e a 0 < , e +! . a • e ♦ < +« • a .° ` . II Fax < _ ll _ t . - 70-80 SAND W I rrrrn rr _ _ _ —mom_M00Y _ _ _ _ _ 15-20 SILT I .. _ — — - -- - -- - - -- - - - - - -- - - - - -- - - -- - - - - - - -- - -_- - - - --- -- - -- -- -- - - - - -- - - - - - - _ - - - - - - - -- - -_ - - - - - - - - - -- - - - - -- - - - - - - - _- -- -- --_ - l - __.. .._. -. — — — — — —— — — —— — — — — — — —... — — _ ...__—._--.—. -- — 5-10 CLAY F -- i I NOTE:CERTIFICATE OF COMPLIANCE SHALL BE MADE AVAILABLE TO INSPECTOR. EXISTING FMj PRO. BIORETENTION DETAIL - � I( �a e.� ,..,<.� _ s�� • ! BIORETENTION BASIN 5 <� �'`♦-t,� a. VRE... . 229 ft' z _ G G G G G .° •.<,♦ _ VPROHOED = 336 ft3 n w ♦ ♦, • ! < WA 59 F ♦ - t < i TER DEPTH 0.5 ft 1 _ < ♦ s ♦ e ♦ • e • a , .. a e a - a ♦ .x e ! ✓ a n a ,. e..♦.e.n ♦ a .. P e ., , e.. a s ♦.: ♦ •. ♦ e e , a x a s- - r - ♦ d < a x. .. d ., ! <. „ < , .: t a , < r ,. •' e • a <'x , 'i .r < M ♦ a t a g s < s < -. - a s a ♦ s e a a , e OREM Ott' I a - - —' a ' - ^ - - - - - -- - - - I I S — ..�.� -- — -- ®— �-. — x O 1y. - ,00 _ 3;; A4 = 4,686 S F } . BIORETENTION BASIN 4 : 4 J'.*.*, `"°��- I ® ERVIOUS 4 VREQIflRED = 522 ft' I DMA AREA (ft2) BMP VO (ft') VO //ft3 ( - V = 626 ft ) LREQUIRED LPROVIDED 1 ) 3 PROVIDED WATER DEPTH = 0.5 ft •.- ,♦ ` -r/, �_ t • 41,411 BIORETENTION BASIN 3 1,672 1,802 l r J 2 191902 BIORETENTION BASIN 1 550 578 a ° RIG F-. . — 3 24,754 BIORETENTION BASIN 2 701 827 INE _ `� 4 4,686 BIORETENTION BASIN 5 229 336 I ;•; :m l 5 14,048 BIORETENTION BASIN 4 597 626 I x z II •k � ♦ � I 20 0 20 40 60 II '1 _ SCALE: 1" 20' L I h\ BU/LD/A/G.4/VD SAFETY w 0 RGROU VICE u �_�_.. o xa Ca o R - _.-..-- ___.._._............— REVIEWED FOR COMPLIANCE WITH j I-8 0-421-4/33 N 16ol 2 59 E 467. 00 TI1ZE 24 DIS4BLED ACCESSIBILITY ONLY 3 0 h TWO WORKING DAYS BEFORE YOU DIG 3 APPROVED BY CONSTRUCAON RECORD DATE BY REVISIONS ACC'D DATE BENCH MARK SCALE SEAL: Designed By Drown By Checked By Drawing No. QRpFESS/0A, C17WrOF TEA0,FCUL, 4 DEPART�1 S9 OF PUBLIC WORKS ' Q � COUNTY OF RIVERSIDE BENCHMARK NO.T 46-81: ��4 ��R Wq q�F MW VB M RECOMMENDED BY, _ DATE: o I Contractor 31/2"ALUMINUM DISK IN CONC CURB.FROM THE INT.OF Horizontal �� P 9 2 11 �, F� Plans Prepared Under Supervision Of o RANCHO CALIF.RD.&FRONT ST. 1.7 MILES NW ON FRONT w No. C69050 m ACCEPTED BY, DA1F Tom"t, Inspector SL-JEFFERSONAVE.TO THE INT.OFJEFFERSON& Ex . C690 50 /��//p /� CQ PA 155-01 T2 C13 o WINCHESTER(HWY 79),2.0 MILES NE ON WINCHESTER RD. M/` H !-7 WABC 11 7HOMS W. G4RCH (HWY 79)TO A BRIDGE OVER THE SANTA GERTRUDIS CREEK, y�l j * Dote DI OF Pu&C WORO �.DO,,,� A. TEMECULA ASSISTED LIVING FACILITY z Date Completed 55,5'FLYOFC/L OFWINCHESTER RD(HWY79)AT SELY R•C.E" No. 48279 MB 8135�9 - LOTS 181, 182, & 183 CDR BRIDGE OVER SANTA GERTRUDIS CREEK 4.5 MLYOF OF CAUF�� C6905 O' ro 1999.: Sheet 13 o ` S'LY SIDE OF CREEK. ELEV.= 1097.163(ADJ 6/12/97) R.C.E. No. .,�.p4 WQMP SITE PLAN