The URL can be used to link to this page

Home My WebLink AboutTract Map 3552 Lot 9 WQMP Hope Lutheran Church Project Specific Water Quality Management Plan Santa Margarita Region of Riverside County PROJECT NO: PA I S/—' 07e5�3 Project Title: Hope Lutheran Church FILE CATETORY: CJ Development No: Lot 9.TR 3552 Me 56/63-66 Design Review/Case No: PA 15-0763; PA 15-0764; LD 15-4313 t 1 Contact Information: ❑ Preliminary Prepared for: ® Final Hope Lutheran Church and School 32819 Temecula Parkway,#B Original Date Prepared:July 15, 2015 Temecula,CA 92592 Tele:951.676.6262 Revision Date(s): December 1, 2015 Prepared by: Temecula Engineering Consultants, Inc, Prepared for Compliance with 29377 Rancho California Road,Suite 202 Temecula,CA 92591 Regional Board Order No. 119-2010-0016 Tele:951.676.1018 Project Specific Water Quality Management Plan • Santa Margarita Region of Riverside County Project Title: Hope Lutheran Church Development No: Lot 9.TR 3552 MB 56163-66 Design Review/Case No: PA 15-0763;PA 15-0764; LD 15-4313 - ' tip ��titi �tia� ,�f 11 i ill r. ,. r Yft • Contact Information: ❑ Preliminary Prepared for: ® Final Hope Lutheran Church and School 32819 Temecula Parkway,NB Original Date Prepared:July 15,2015 Temecula,CA 92592 Tele:951.676.6262 Revision Date(s): December 1, 2015 Prepared by: Temecula Engineering Consultants, Inc, Prepared for Compliance with 29377 Rancho California Road,Suite 202 Temecula,CA 92591 Regional Board Order No. R9-2030-0016 Tele:951.67676.3018 • Water Quality Management Plan(WQMP) Hope Lutheran Church and School • 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 • - i Section F Section E Section D -Alternative Compliance(LID •Technical Feasibility •Technical Feasibility Waiver Program& -Implement -Implement LID BMPs Hydromodification) Hydromodification BMPs i Section G Section H -Source Control BMPs •Operation,Maintenance, and Funding • '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. Page 12 12-1-2015 Water Quality Management Plan CWQMP) Hope Lutheran Church and School OWNER'S CERTIFICATION This Project-Specific WQMP has been prepared for Hope Lutheran Church of Temecula by Temecula Engineering Consultants,Inc.for the Hope Lutheran Church and School project. This WQMP is intended to comply with the requirements of City of Temecula, 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 Section 818.500). "l, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMAwill be transferred to future successors in interest." Q XW6_14� - /1,i,(0" Owner's fgnatur Date • Renate Jefferson Hope Lutheran Church Council President Owner's Printed Name Owners Title/Position 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- 2010-0016.7nysubsequent amendments thereto." reparers S natur� Date Stanley . Heaton, P.E., QSD/QSP President Preparer Printed Name Preparer'sTitle/Position Preparers Licensure: R.C.E. No.43982 • Page 3 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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).......................................................................11 Section D: Implement LID BMPs..................................................................................................................13 D.1 Infiltration Applicability ....................................................................................................................13 D.2 Harvest and Use Assessment............................................................................................................14 D.3 Bioretention and Biotreatment Assessment ....................................................................................16 D.4 Other Limiting Geotechnical Conditions...........................................................................................17 D.5 Feasibility Assessment Summaries...................................................................................................17 D.6 LID BMP Sizing...................................................................................................................................17 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.....................................................20 • E.3 Hydrologic Control BMP Selection ....................................................................................................21 E.4 Hydrologic Control BMP Sizing..........................................................................................................21 E.5 Implement Sediment Supply BMPs...................................................................................................22 Section F: Alternative Compliance..............................................................................................................25 F.1 Identify Pollutants of Concern...........................................................................................................26 F.2 Stormwater Credits............................................................................................................................27 F.3 Sizing Criteria.....................................................................................................................................27 F.4 Treatment Control BMP Selection.....................................................................................................28 F.5 Hydrologic Performance Standard—Alternative Compliance Approach..........................................28 F.6 Sediment Supply Performance Standard -Alternative Compliance..................................................29 SectionG: Source Control BMPs.................................................................................................................30 Section H: Construction Plan Checklist.......................................................................................................32 Section I: Operation, Maintenance and Funding........................................................................................33 Acronyms, Abbreviations and Definitions...................................................................................................34 • Page 14 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • List of Tables Table A.1 Identification of Receiving Waters................................................................................................7 Table A.2 Identification of Susceptibility to Hydromodification...................................................................8 TableA.3 Other Applicable Permits..............................................................................................................8 Table CA DMA Classifications.....................................................................................................................11 Table C.2 Type 'A',Self-Treating Areas.......................................................................................................11 Table C.3 Type 'B', Self-Retaining Areas......................................................................................................11 Table CA Type 'C', Areas that Drain to Self-Retaining Areas......................................................................12 Table C.5 Type 'D', Areas Draining to BMPs................................................................................................12 Table D.1 Infiltration Feasibility..................................................................................................................13 Table D.2 Geotechnical Concerns for Onsite Retention Table....................................................................17 Table D.3 LID Prioritization Summary Matrix..............................................................................................17 Table D.4 DCV Calculations for LID BMPs....................................................................................................18 TableD.5 LID BMP Sizing.............................................................................................................................18 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........................................................................................26 • Table F.2 Stormwater Credits......................................................................................................................27 Table F.3 Treatment Control BMP Sizing.....................................................................................................27 Table F.4 Treatment Control BMP Selection...............................................................................................28 Table F.5 Offsite Hydrologic Control BMP Sizing.........................................................................................29 Table G.1 Structural and Operational Source Control BMP........................................................................30 Table H.1 Construction Plan Cross-reference .............................................................................................32 List of Appendices Appendix1: Maps and Site Plans................................................................................................................41 Appendix 2: Construction Plans..................................................................................................................42 Appendix3: Soils Information.....................................................................................................................43 Appendix 4: Historical Site Conditions........................................................................................................44 Appendix5: LID Infeasibility........................................................................................................................45 Appendix6: BMP Design Details.................................................................................................................46 Appendix7: Hydromodification..................................................................................................................47 Appendix8: Source Control.........................................................................................................................48 • Appendix 9: O&M........................................................................................................................................49 Appendix 10: Educational Materials...........................................................................................................50 Page 15 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School Section A: Project and Site Information PROJECT INFORMATION Type of Project: Church and Pre-school Planning Area: N/A Community Name: City of Temecula Development Name: N/A PROJECT LOCATION Latitude& Longitude(DMS):33°28'56.44"/-117°08'23.72" Project Watershed and Sub-Watershed:Santa Margarita,Murrieta Creek APN(s):922-170-003 Map Book and Page No.: PAGE:978 GRID:12 PROJECT CHARACTERISTICS Proposed or potential land use(s) Religious assembly and Institution Proposed or Potential SIC Code(s) 8661 Area of Impervious Project Footprint(SF) 15,000 sf Total area of proposed Impervious Surfaces within the Project Limits(SF)/or Replacement 72,600 sf Total Project Area (ac) 2.94ac 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 E%ISTING SITE CHARACTERISTICS Total area of existing Impervious Surfaces within the project limits(SF) 0.0 sf Is the project located within any Multi-Species'Habitat:Conservation Plan (MSHCP Criteria ❑Y ® N Cell? If so, identify the Cell number: n/a 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) BC present on the site(A, B,C and/or D) What is the Water Quality Design Storm Depth for the project? 1.0" 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 • Drainage infrastructure, inlets, overflows Page ( 6 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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 Water's 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. (hirn.//nvw.wnrerboat-ds.ca.Lov/.snndieeohi,nrer issues/nroprams/basin pinnq Table A.1 Identification of Receiving Waters - Receiving Waters USEPA Approved 303(d) Designated Proximity to RARE List Impairments Beneficial Uses Beneficial Use Murrieta Creek Chlorpyrifos;Copper,Iron, MUN,AGR,IND,PROC, Not a RARE waterbody (HSA 2.32) Manganese, Nitrogen, GWR,RECI,REC2,WA RM,WILD (approximately 0.2 miles Phosphorus,Toxicity from site) Santa Margarita Phosphorus,Toxicity MUN,AGR,IND,REC1, RARE waterbody River Upper portion REC2,WARM,COLD,WILD,RARE (approximately 0.6 miles (HSA 2.22,2.21) from site) Santa Margarita Enterococcus, Fecal MUN,AGR,IND,PROC, RARE waterbody River Lower portion Coliform, Phosphorus, RECI,REC2,WARM,C (approximately 16.6 • (HSA 2.13,.2.12, Total Nitrogen OLD,WILD,RARE miles from the site) 2.11) Santa Margarita Eutrophic RECI,REC2,EST, RARE waterbody Lagoon(HSA 2.11) WILD,RARE,MAR,MI GR,SPWN "(approximately 24.6 miles from the site) Pacific Ocean Not Listed on Region 9 List IND,NAV,REC1,REC2, RARE waterbody of Impairments COMM,BIOL,WILD,R (approximately 28.6 total ARE,MAR,AQUA,MIG miles from the site) R,SPWN,SHELL 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 - http://rivco.permitrack.com/) 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. Page 17 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • Table A.2 Identification of Susceptibility to Hydromodification Drainage System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption City of Temecula M54 RCP Not Susceptible EFHM (0.1 Miles) Muriieta Creek Earthen Bottom Channel- Not Susceptible NEE Potentially Exempt (0.2 Miles) Garretson very fine sandy loam A.4 Additional Permits/Approvals required for the Project: Table A.3 Other Applicable Permits Agency Permit Required State Department of Fish an&Game, 1602 Streambed Alteration Agreement: ❑Y ® N State Water Resources Control Board, Clean Water Act Section '401 Water Quality Y ® N Certification _ 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) CUP Permit PA 15-0764 City of Temecula ®Y N❑ If yes is answered to any of the questions above, the Co-permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. Page 18 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School 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 post-construction drainage pattern maintains the existing drainage pattern. The site is divided into two main sub basins, each of which having a discrete discharge point: Discharge from the two point's confluence prior to entering a MS4. Did you identify and protect existing vegetation? If so, how? If not, why? The site is currently devoid of any usable vegetation. There are several trees and small to medium shrubs along the southwest portion of the site, located near and within Caltrans right-of-way. The project will not remove or disturb the native vegetation within the Caltrans right-of-way. There are several trees and small to medium shrubs to the southeast of property line, located within the existing Hope Lutheran facilities. A few select shrubs which exist near property line may be disturbed during the grading of the site. Any disturbances shall be restored. Did you identify and preserve natural infiltration capacity? If so, how? If not,why? Six infiltration trenches will be constructed on site to increase infiltration capacity. The existing condition has a moderate capacity for infiltration based on site steepness. • Did you identify and minimize impervious area? If so, how? If not, why? Page 19 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • The intent of Hope Lutheran is to construct a minimally sized facility with regard to current congregation size; approximately 40% of the proposed development is landscape. Therefore, the parking lot and building footprint is sized accordingly. A large pervious area abuts the proposed building creating a disconnect between the impervious parking area and a large portion of the impervious building hardscope. All drive isles and parking space count are designed at the minimum required. Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? All onsite runoff is intercepted by infiltration trenches or bio-Swale. The six proposed infiltration trenches are located in such a manner as to decentralize catchment and provide pervious areas adjacent to all impervious surfaces. This allows for the shortest travel distance from any single impervious surface to the infiltration trenches. • • Page 110 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School 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 CA DMA Classifications DMA Name or Identification Surface Type(s)' Area(Sq.Ft.) DMA Type Al Undisturbed Natural 7,547 Type A DI AC Paving 14,569 Type D D2 AC Paving 38,481 Type D D3 Roof, Landscape 20,454 Type D D4 AC Paving - 5,942 Type D CIS I Roof, Landscape 1 8,815 1 Type D D6 Roof, Landscape 13,123 Type D D7 AC Paving 8,996 Type D D8 AC Paving, Landscape 6,615 Type D Reference Table 2-1 in the WQMP Guidance Document to populate this column • Table C.2 Type'A',Self-Treating Areas DMA Name or Identification Area(Sq.Ft.) Stabilization Type Irrigation Type(if any) Al 7.547 Undisturbed Natural None Table C.3 Type W,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) [al DMA Name/ID (c) ID) D3 Turf/Sod 5,825 1.0 D6 Turf/Sod 1.218 1.0 • [D] = [B] + [B] [C] [A] Page 111 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • Table CA Type'C',Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA o v w ! a E y v v > o 0 c � Area (square a Q o Product feet) Ratio a � IA) IB) IC]=[A]x IB] DMA name/ID 10I [c]/ID1 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: • r 2 \Impervious Fraction) � 1 (TributaryArea:Self-Retaining Area) Table C.5 Type'D',Areas Draining to BMPs DMA Name or ID BMP Name or ID DI IT-1 D2 IT-2 D3 IT-3 D4 IT-4 D5 IT-5 D7 IT-7 Note:More than one DMA may drain to a single LID BMP;however, one DMA may not drain to more than one BMP. • Page 112 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School 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 ON 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 D.1 Infiltration Feasibility Does the project site... YES No ...have any DMAs with a seasonal high groundwater mark shallower than 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 x stormwater 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: ...have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final x infiltration surface? Page 113 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • If Yes,list affected DMAs: ...have any contaminated groundwater plume in the vicinity of the site? % If Yes,list affected DMAs: ...geotechnical report identifies other site-specific factors that would preclude effective and safe infiltration? % 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. 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 water rights 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.i industrial use). • 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: 0.80 ac Type of Landscaping(Conservation Design or Active Turf): Conservation Design 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 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: 1.66 ac 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: 3.98 • 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: 6.60 ac Page 114 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • 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) I Available Irrigated Landscape(Step 1) 6.60 ac 0.80 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:50 Project Type: Institution 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:1.66 ac 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:43 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: 71 Step 5: 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) I Projected number of toilet users(Step 1) 71 50 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 Page ) 15 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the Wet Season and accounting for any periodic shut downs 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 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/o 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 CA ❑ 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. Page 116 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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: N/A Table D.2 Geotechnical Concerns for Onsite Retention Table Type of Geotechnical Concern DMAs Feasible(By Name or ID) DMAs Infeasible(By Name or ID) Collapsible Soil Expansive Soil Slopes Liquefaction Other D.5 FeasibiIity.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 BMP Hierarchy No LID • DMA (Alternative Name/ID 1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment Compliance) Al D1 D2 D3 D4 CIS D6 D7 Li N 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. There are no DMA's where LID BMWs are not feasible. 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 VBmc worksheet in Appendix F of the LID BMP Design • Handbook. Second, design the LID BMP to meet the required VB., 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 Page 117 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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 D.4 DCV Calculations for LID BMPs DMA DMA Post-Project Effective DMA Areas x D1,D1,D3,04,D5,D7-Infiltration Trench DMA (square surface Impervious Runoff Runoff 06-Bio-Retention Swale Type/ID feet) Type Fraction, 1, Factor Factor [A] [B] [C] [A]x (C] Al 7,547 Undisturbed 0.15 0.07 528 Natural DI 14,570 AC Paving 0.8 0.82 11,947 D2 38,481 AC Paving 0.9 0.82 31,554 D3 20,454 Roof, 0.9 0.32 6,545 Landscape 04 5,942 At Paving 0.9 0.64 3,803 IDS 8,816 Roof; 0.9 0.72 6,348 Proposed Landscape Design Volume Roof, Storm on Plans D6 13,122 Landscape 0.9 0.55 7,217 Depth DCV, VBMP (cubic D7 8,996 AC Paving 0.9 0.73 6,567 (in) (cubic feet) feet) D8 6,615 AC Paving, 0.9 0.54 3,572 • - Landscape AT I !:=8,081 I.0[E] [F] _ [D]12E] [G] E[A[81,[C]is obtained as described in Section 2.5 of the WQMP Guidance Document [El 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 Model (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 LID BMP Sizing BMP Name/ DMA No. BMP Type/Description Design Capture Proposed Volume ID Volume (ft) (ft3) IT-1 DI Infiltration Trench 743 1,877 4.3'W x 3.3'D x 133'L IT-2 D2 Infiltration Trench 2,182 5,465 • 9'W x 3.3'D x 184'L IT-3 D3 Infiltration Trench 409 1,089 6'Wx3.3'Dx551 Page 118 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • IT-4 D$ Infiltration Trench 224 576 4'Wx3'Dx48'L IT-5 DS Infiltration Trench 363 930 5'Wx3'Dx62'L IT-7 D7 Infiltration Trench 396 1,050 5'Wx3'DX701 BS-1 D6 Bio-Retention Swale 403 636 6'Wx2'Dx53'L • Page 19 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School 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. E.1 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 for Alternative 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 • BMPs 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 ® N/A 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 Page 120 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • 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 E.1 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 EA LID&Hydromodificatlon BMP Location DMA LID BMP Hydrologic Control Combined BMP type and ID BMP BMP. 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. 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. Page ( 21 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • Refer to the SMRHM Guidance Document for additional information on SMRHM. You can add rows to the table as needed. Table E.2 H drologic Control BMP Sizing BMP DMA BMP Type/ Description SMRHM BMP Volume BMP Drawdown Name/ ID No. Passed (ac-ft) Footprint(ac) time (hr) 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 ❑ 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. Page 122 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • ❑ Step 1.0—Will the receiving channel adversely respond to a change in Bed Sediment Load? 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 1.0—Summary of 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 lower than 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 1.A El-High (3) ❑ Medium (2) ® Low(1) 1 1.13 ❑ High (3) ❑ Medium (2) ® Low(1) 1 1.0 ❑ High (3) ❑ Medium (2) ® Low(1) 1 Significant Source Rating of Bed Sediment to the receiving channels) 3 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 - Page 123 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • ❑ 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.S). 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 -The site is exempt from hydromodification Identified Channel#2 -The site is exempt from hydromodification Identified Channel#3 -The site is exempt from hydromodification 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 an 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 -The site is exempt from hydromodification Identified Channel #2 -The site is exempt from hydromodification Identified Channel #3 -The site is exempt from hydromodification • Page 124 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School 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.S. 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 completed the Simplified Technical Feasibility. The applicant should complete Section F.5 and/or • Section F.6, as applicable. List DMAs Here. Page ) 25 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • 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 andfor Toxic Project Features (check those Bacterial Metals Nutrients Pesticides Organic Sediments Trash 8 Oil 8 that apply) Indicators Compounds Debris Grease Detached Residential ❑ Development P N P P N P P P ❑ Attached Residential P N P P N P P PtZt Development ® Commercial/Industrial Pt3t P PM Pttt P151 PM P P Development ❑ Automotive Repair N P N N Pt".st N P P • Shops Restaurants P N N N N N P P ❑ (>5,000 ft') ❑ Hillside Development P N P P N P P P (>5,000'ft ) ❑ Parking Lots PI61 P Pt'1 PI'1 PI"1 Pt'1 P P (>5,000 ft ) ❑ Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) of Concern P=Potential N=Not Potential "I A potential Pollutant if non-native landscaping exists or is proposed onsite;otherwise not expected 121 A potential Pollutant if the project includes uncovered parking areas;otherwise not expected ("A potential Pollutant is land use involving animal waste t')Specifically petroleum hydrocarbons 151 Specifically solvents j61 Bacterial indicators are routinely detected in pavement runoff • Page 126 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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 Percentage' In-fill development 10% Total Credit Percentage Cannot Exceed 50% 'Obtain corresponding data 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. Table F.3 Treatment Control BMP.Sizing Effective • Impervlo DMA us DMA DMA x DMA (square Post-Project Fraction, Runoff Runoff Type/ID feet) Surface Type If Factor Factor DI,D1,D3,D4,D5,D7-Infiltration Trench D6- Bio-Retention Swale [A] [B] [C] [A] x [C] Al 7,547 Undisturbed 0.15 0.07 528 Natural DI 14,570 AC Paving 0.8 0.82 11,947 D2 38,481 AC Paving 0.9 0.82 31,554 Proposed D3 20,454 Roof, 0.9 0.32 6,545 Volume Landscape Total Storm or Flow D4 5,942 AC Paving 0.9 0.64 31803 Design Minimum DCV Water on Plans Storm or Design Flow Credit % (cubic D5 8,816 Roof, 0.9 0.72 6,348 Depth Rate (cubic Reduction feet or Landscape (in) feet orcfs) cfs) D6 13,122 Roof, 0.9 0.55 7,217 Landscape D7 8,996 AC Paving 0.9 0.73 6,567 D8 6,615 AC Paving, 0.9 0.54 3,572 Landscape AT �= [D] [B] [F] _ [D]x[E] [F] \ (I _[Il E[A I [G] [fO) IBI,ICI is obtained as described in Section 2.5 from the WQMP Guidance Document • El is obtained from Exhibit A in the WQMP Guidance Document GI is for Flow-Based Treatment Control BMPs IG)=43,560,for Volume-Based Control Treatment BMPs,[G)=12 IHI 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 Page [ 27 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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. Table F.4 Treatment Control BMP Selection Selected Treatment Control BMP Priority Pollutant(s) of Removal Efficiency Name or ID' Concern to Mitigate Percentage3 Treatment Control BMPs must not be constructed within Receiving waters.In addition,a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 'Cross Reference Table E.]above to populate this column. 'As documented in a Copermittee Approved Study and provided in Appendix 6. • F.4 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 Site is exempt from hydromodification ❑ In-Stream Restoration Project Insert narrative description here 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 Page ( 28 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • each designed Hydrologic Control BMP is equivalent with the Hydrologic Performance Standard for onsite conditions. Complete Table FA 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. Table F.5 Offslte Hydrologic Control BMP Sizing BMP Name/Type Equivalent SMRHM BMP Volume BMP Drawdown DMA(ac) Passed (ac-ft) Footprint(ac) time (hr) 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.5 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. Insert narrative description here • Page 129 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School 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 On-Site Storm Drain Inlets Mark all inlets with the words"Only Provide stormwater pollution prevention Rain Down the Stone Drain"or information to new site owners. lessees or similar. Catch Basin Markers may be available from the operators. Riverside County Fhxxt Control and Water Conservation District.call 951 955.1?(x)to verify Landscape/Outdoor • Preserve existing native trees, • Maintain landscaping using minimum or no Pesticide Use shrubs and ground cover to the pesticides. maximum extent possible. • See applicable operational BMPs in"What • • Design landscaping to minimize you should know for...Landscape and irrigation and runoff, to promote Gardening" surface infiltration where httn://uuw.rcnad.un9shtnnunter/ Downloads •mdsca .ardenBtnchum r Page 130 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • appropriate and to minimize the use of fertilizers and pesticides that can contribute to stormwater Pollution. • Where landscaped areas are used to retain or detain stormwatcr, specify plants that are tolerant of saturated soil conditions(see Uindsimpc Plan) • Consider using pest-resistant plants,especially adjacent to hardscape. • To insure successful establishment, select plants appropriate to site soils,slopes,climate,sun,wind, rain, land use, air movement, ecological consistency and plant interaction. Refuse Areas • Show where site refuse and • Provide adequate number of receptacles. recycled materials will be handled . Inspect receptacles regularly and stored for pickup. Sec local municipal requirements for sizes • Repair or replace leaky receptacles and other details of refuse areas. • Keep receptacles covered. • If dumpsters or other receptacles • are outdoors, show how the designated area will he covered, graded, and paved to prevent run- on and show locations of berms to prevent runoff from the area. • Any drains from duntpsters, compactors and tallow bin areas shall be connected to a grease removal device before discharge to sanitary sewer. Plazas,sidewalks and • Sweep plazas,sidewalks and parking lots parking lots regularly to prevent accumulation of litter and debris. • Collect debris from pressure washing to prevent entry into the storm drain system. • Collect wastewater containing any cleaning agent or degreaser and discharge to the sanitary sewer not a storm drain. • Page 31 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School Section H: Construction Plan Checklist Populate Table H.1 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) D-1 Infiltration Trench—4.3' W x 3.3' D x 133' L 1 D-2 Infiltration Trench—9'W x 3.3' D x 184' L 1 D-3 Infiltration Trench—6'W x 3.3' D x 55' L 1 D-4 Infiltration Trench—4'W x 3' D x 48' L 1 D-5 Infiltration Trench—5'W x 3' D'x 62' L 1 D-6 Bio-Retention Swale—6'W x 2' D x 53' L 1 D-7 Infiltration Trench—5'W x 3' D x 70' L 1 • 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 jurisdiction over the Project site can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. • Page 132 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School 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. 5. 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: See Appendix 9—Operation and Maintenance Agreement Will the proposed BMPs be maintained by a Homeowners' Association (HOA) or Property Owners Association (POA)? El ® 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. • Page 133 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School 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 Project-Specific 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.cabmphandbooks.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 im lemented. 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. 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 mitt ate those impacts, if feasible. Page 134 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • CIMIS California 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 discharge 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 Hater 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 a licable 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 (1385) 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. • Page 135 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • 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 health rowth and productivity FAR The Floor Area Ratio (FAR) is the total square feet of a building • divided by the totalsquare 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. HSG 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 Hydromodifieation 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 negatively impact beneficial uses. Page 136 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • JRMP A separate Jurisdictional Runoff Management Plan URMP) has been developed by each Copermittee and identifies the local programs and activities that the Copermittee is implementing to meet the 2010 SMR M54 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 planting, design and maintenance of LID BMPs which may be used to mitigate the water qualitv 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 M54 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 underc rain. 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. Page 137 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • 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 M54 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 PDP Priority Development Project - Includes New Development and Redevelopment project categories listed in Section F.l.d(2) of Order • No. R9-2009-0002. Page 138 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School • Priority Pollutants of Pollutants expected to be present on the project site and for which a Concern downstream water body is also listed as Impaired under the CWA 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, roan 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. • Page 139 12-1-2015 Water Quality Management Plan (WQMP) Hope Lutheran Church and School • Source Control BMP Source Control BMPs land use or site plamning 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 runoff. 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 application 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. WQMp Water Quality Management Plan Wet Season The 2010 SMR MS4 Permit defines the wet season from October 1 through A ri130. • Page 140 12-1-2015 Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 1: Maps and Site Plans Location Map, WQMP Site Plan and Receiving Waters Map • Page 141 12-1-2015 un.. `alley:.�f L311y;. `wfndmul. r,n,. wstBr �e,-•1�=-. �1 f r ♦ Rue - G it I. ' +�`'• If 05 au OUN IN Jo"' Fr'wre Stet ♦ tFt fY C i r— R• i � 7 CLmmuwy p a.If p N A Lek MAIN• 34 �. Walk 1267 1-'O .�:�.�Fj I .,, anr•, 1 i,ap .: j `:n. _•Lc f,AC 17 Y- C151N0 eFAK 7" J� . I I�I � � I'` Lb: MObr.•lel': __ -r.' S- . r_. 11r-.+ r�:. \ . I sdm�t utrn. -f 4'•= rr. j SI!YOK,Pialt 1 • I �\ . �, n \b;d ��.-- --- '� /�A>�1- •were .T�FtGr, . 2.31 a.. 1F Q ;R Fs' S T! r, „d' .� 101 Ai. (}. /"✓ r nfw�l /rl - ._ (a' ri .ncm1 y <, u�� ♦'� BJCr\ t5A �"� I r< ,'\ _ _ ,v,aw: r c / I t /AtOiHJiA e`I RIV k RSIOE COUNTY AN 1)ILG C'JU�V'TY .:N�II ^•:y[O!i]L,DC r- r^ ^ Mff yAcd L(.(,•t j� �_� 4,i,/q 411 M` :n,'Y `y-l: f- ��.'� 1 cuiA Y•-y v.r.: �Ytro;.2.51 i will `9R WyA f. urge•d•ounit�! Rs I �j+`�.�tnr y-`• `�Oe6aY � .`� .2/ 4 I, f��,sr V.x MAR�CLA•n ` I R.r ik', vt� Y.nat�. ,�3 4Ji 2.2,?firdmn ,. . ;`'��• PLC CIA t 1 � .1_ N"diC�\ ram•. trAVit �)il!Alh ..2,�211,,,,,^r •' .A \ • . !� ,Rand a -a /_ / L am. rt - 1/'i -1[Y�^ -\ 1 / �\V�• .Z of YMFUS� L I r r �,_ RED M IAfN i � ` r Y 9,061 r, \F Ff,.Ef�6�f fON ` 1 i a wal , ki Ir' !Fal rook ._ rouRMAputtry _ /J p Via_ \"cemG La .'S �r'M --• . \ ct �: f- •JALA iye, r _ � (>'a1f,•t�f - � \� la 11258 � geSiB 4 RESl1?V4I IOAI-- r ti ? r 01, T Y r �COflID . gadt7l /! CAIpa pa ma •�� `� ••yr. . 7 ice} 9�. I}.r.�. ILt - .xau rT �•� / / , �'t I AIT' f ! e Ise NI AR 1��UA nth EEEXXX ��R r�� y I!^/ ' I RII ,\ I �2. 1 £ / i Lip! ' I j--� I "letor t N _ - f Y \ F. . •f .� Ala'. VJ •�, �y - .{�fF?r+n 1. �I N.Y Rj'9. -r .`f} �+'� �J. �� 9 y� �r j ,� :.a., ! =v. i �- , —� l-�"ny:'^i�1 �'►- t � � sir ��IL.�. ATYDAIEcry rEcano CONS NOTES SyWAACO as L&S CONSTRUCTION NOTES: R \ Qi wsTSTATTRCT��-DP.C.C.WImrR a PUT � Eµ wr cu �Er•cREwREUENIeorile \ ARCHITECTS, INC. M CONSYCT C cola¢¢atom AND WTTEN PER am sm.xa m 2. SINALOA NNCNV,MO,TECT uYH O] [INSTRUCT. MCK P.CL SCENALK mom MC.e1FLrLaAIIrCgIPArO1LE WTN rIf¢ataM�610Y • STANDAPS,HO.W6 \ bflfAwi¢ANNr,ePHyDNf.CA PSID OI COISTRDCT OT"Ar APPRDACN M OR SM. ].PARpNJ LOTSANOAp'Ea6NHL Bf ILLIL,'lN1FD NirHAYlLYIW 61 Ss 8 ]p]� rMTClJ64E0i LIJNiPy y CAIDISAOI x! EalAR 00110`a avn MTRUCT Ix-VM CalaQrz STEIWT y \\ LSARaa1CCLV 6 CaR@UCT W AC PAHYUIT OW Y AEa•..m efAlONp vA�R,uW umRw]NEf:9,EOREa.9ETB/LKS ERW CRYSHCD ACOEGTE BASE TIE PR�FRTY 1NEb ICRM Nei HEIM NE$r CEISIRLCt MASH"cLOSa2 PER DETAIL.] \ O PNQECI e1Q1=AND AAOR2CIS sm ALAN O INSTALL HAAMW SCRAM FOR 40.A A.0 LOCA776W IEa11RppIlA SR CCTALLS ON SH T A 9O CONSTRUCT' IILR P.C.C.SME'IALR ID NOT USED .v. i.t I I II NOT USW r / / 1© NOT V5[D xpl USFD wsrN PVC l.e-SM WAP1 APf I I II1I,L1,,,, y L' K Q WWALL. 0 41Y(ANN CLEAN EAN l env 10-P mKic,YUN PER CYnO sO-N. I /l / )5 19 NOITIHT A T (ICI EK5I.1'C16AC Cii N PER WIND W-Ine 1 sO DCL'Tsivifl sir Nam CON + m warCH AIR / ''a".TAX 19 CONSMCi INFILTRATION TRENOI SIZE PER RAIA +/p CONSTRUCT BO-SR'ALE SM PCP PLAH ! %•i a� / J VICINITY MAP NO SCALE x CDr LL HAAR) H-20 WGIA-M-ORATE(INTO( I )T ® COTIPR CT a WAS rACE PW MIX&0 SHEET A ® CONsmu P.CG WTID,WA DE1M ID sma'A . y,T I - I I APPLICATION DATA TABLE COISINUCT x'OIRe wEwNc RR IICrA H sHuT YabV=L0 a Aeaa01MP,RCF1 gYBEN Pn.I,ON] Is9(DBE! a-'m'A` D RTpEpTAmO:a(IF Av4YL¢ET alll v/LLFyJAV¢AIE(ENEMA u9x]W ® NOTED, -� LOT S,Masx.REOO,OEDw YAPBWKse NO. PLANCHECK DATE CONSIP11Ci ACCESS RAAP Pp,Rt7mDICID ttTM I � R I AS ® PRLF®lMQls[ARHC PCR IANOSCAPE ® ^ �' •• ✓ F ( � } ` , I fYE]UxPimNCP)ME Pp=040.REIVO O It,ST OF Q A roNro ® NSTAT cry wANS;TO . I :1 �! ° ' F Y `Y P R MINNS awwiNlN n Q INsrNL eNm STOP(Ttt,uL) PAINT A'rtt YMR STORM; `,I x / T - 1 1 I 1 oEHERAI PL.W LFIDOINnOI n PANT ANON,NyANG Tm I PER xDBe CALTRAH'S V 1� a / a eT ,A ^_ I 1 �T�L W)WRVPfY.mflf yam, l� „¢,a,a,b Q Sm,NIL A]u /I I V ® "TALL BETECTABIE YNDam suom.m X-YN Pal •l ! �I AB ~/ •e I I® v e, 1 ,NyAn RR KAEa CA1DAc RANK)"(TMMCATTD COKE) lJ e: � L�,j •W'•V•,/" rorIY--- T]]a, ]a (]1 Ca51TNCi v.cc WILT STRUCTURE ~S.f S =3I ° a y , _ m TDL Ao�r I IOTA NET ARN 11].sa xa /�,$R�•�yS INSTALL CONCREIE PAWNS S A N T R.m,a, a W �wa. P� NO. REVISION ISSUES DATE INSTALL SYNC CATE wM NNBN Lae •I F y 101 I ror/I DYLaM AREA 1sM aI] Qp A O)0M RENOW AND NERAM]-RAXL ANIM T'ENCE J -I +� a Lm InVOPO[:P^�a B4&4 ] Q S y E r,, ,oT y{aIq ARFA IS,= 12 — I _'` �41 < I PARNru ARN >.me ]> Q 0A I eTA.NmCAwm.Ru uNE oREH SAW u y[D�� IWiWCAPE 11.ye P • L- i n ® A I D]IUmorm\ a ' PAOwa:VAOeA PCOUAIO SIYCCb AONOm ISGSND dC AHHR6VNTIONS xr AK BP=1amw RA ¢]DUNE oma elm DIN Ia am w,ee cnw rwNEI ED ` wuNums ) NH YYI HOE I A• b y eylD00A1QL.10,�00.R\ vER AtSCBC iAREmi 6]®] A APCARIVAM RIO R'A11 Or MY • 1{ 1r m / F 1 IONµ PKRPO Y 1p $R TV OF CURB WTa)RCIURN L A , ROOITMN MIK) DI] COX LHD OWB RENRN OLSTPA,CT CLl99TGTCN •ATFWACCEaW]BCFRKE bP/af /--t l��1• QV M POINT OF VDITICAL a CT I T° p I Lt' ` Ee, RFF OVCONeIRUCnM `�H ,"�jl INC BEEN VERot1L CIAK I .IT SIT - _ I. O ]O y 3 I WfOYADC BmE eNIUIEEA9 rE9 x Q N m Um LCRT1uL Cum p ALARNIT'sm. YEe 11) r ` K.C. VERTIEL EmVE(LENGTH) P N n I i O R I V CB, CATCH 61501 ` I /� xWEROF BTOBE9 O sM suPEA BASE HMUNf ! I 19 T a e = 1/ ,EIaR aP el8IDL3 a'S �• c.v. TwmO➢PAINTER( ]° ,Ea O ` •S O ^ ^ EP m¢a vA9ELBNr I a w m /- II../� El"' RIi1LD rv`AYA1 i I fl. IN • I s.,n•o,A. 90a i .L' I•�.' Ln PAD PAD OCINT aH I a e® M , a p a L "" HP HIGH PENT a CODE INFORMATION u LOW_ L1CQ'T{�1 p N w rau pROCC100DECdIRwfE U N CE CIIADE BHCT AN l I 1r ]I )p , T 1♦ O BI NCNL I I TM]IRp2Ci bNLL d` LY WIIN DE LQ'11tl1rlY lEYECW C FFILM LINEIIN9HE0l WAGE _/ ]D , ) .. I. {{I Y1Y , \ DlmoulrES A¢APPucAHLE mAre ANENEm1Is N IdY / a l I ' / l- 1 I e A]C�IM,FEOI uEOA�vNCN�EODo K]Ncl h �(X FOOTING 1 / P r Tm.l AI]fM6aaw 0.uR4MOmF PTCI •AI]WmOXIO Ey STAR' R31 ICECI Ec EDSnNG GROUND - a \ \ - ' / N ; •xSe 6TATE EtERaY 6TARIIVJm CODE FVEIRUITEUNC • I L \J _ a /' m M N a 0 I \ I . 'AI]CALFORNAOREEN BYLENTcKO9TAMARD9 GOLF ICMOVEBN Dot DWBLE DETECTOR CHECK _ J ® m I •YIN��r��\ _ m FIRE KPARTUENT CCNNECDCN 0.LJ'ANC 'AYY WKga[Ar V'6410EBASALT BEO'Lel wv Posr IN VALLF - : I /® ®.mac I ••w.. . /�_ - I I I a NO,' nRE. yr PLAN CK NO: 0000-0000 ]1 SLIWE(AS NOTED) r.uAl _. _ .-, .n ® ,R Bl1A MEA 1e0ipR DMIW By FlIE NNIE -(4'0) EKISDNG COTWIR --.< _ PR I / a.. WYNIAICEVe1N TEED ImVERIMIfHWI CCYNL49fihp AN. -. —1A50— PROPOSED CLEVAnON NL>./ - - A'1.1 ..`• --' - / yc yp15TO WT/RL UNE CNE[Rn Br RN9RI pLTE 1 GRAVEL BAG CHECK BERM ALLRYA¢E VOI eEs 1 AN.WN(PEA BTORrI. e.OmmBT INIR: K4E FEna ) I ;t 1 I,ARI.e.rm�� , . .. �--� I I uLE.vAaE ma m {FR INN • 1 ^1 I ALLd/ARE¢W PRN mcRFAa.]aacec,W] e.ER BRIE. I ' 'l T. ....�� _.- WIHARROIEDNRPIArIC 6NON4ER brsIFY YO\ SECTION LETTER R Nm�R.wL.RNe I ARNwaIP 1 SHEET xuNBR / I NENALL�KfIINEA7- G a)Ion . ] . ley]s]FT I ' IsammPr 1e,9¢S01I all SITE PLAN • A OErul LETTER � I � - I ON•T D A 1 SHEET NUMBER / 1 fl Es ) SITE PLAN LEGAL DESCRIPTION wta.m»fl.REDE+ynw NAP BCOIN PACES T e -1 .O SCALE:t•=30'd ¢sae REC2NA5 DBRNEvs�avrtR,uuBa,ww ]D .1110 a ev a A A.P.N. 922-170-003 6V E1•-WY IN w Water Quality Management Plan (WQMP) Hope Lutheran Church and School Appendix 2: Construction Plans Grading and Drainage Plans • Page 142 12-1-2015 CITY OF TEMECULA PA15-0763-HOPE LUTHERAN CHURCH • Y GENERAL CONDITIONS TM3552-LOT 9 -- ETC= NA FR TCH S,CA SOT,HAP,.L Adx tD TR oaN[ %T . PRECISE GRADE PLAN Llcrv.nols WT OX Gsawz .uu nc..S.bL.rm w.5;CO.. s )y' 0 SPHS .mbli X STE. THE!Rf OF HTECT, tlTT EP HD XNEREXCE .Sd.0 T PHIS Pu'Y FOR ETER O¢ARCH',R LO EACIQR AND ON, .SSInA v0 \ R[ybTs6tln rM ocrtRY.HwG r.nR Loc.nT.vxE oEPIv,W H.FAeo \ SITE AREA: APN: s \\ iu AcAtS Piss(� 1m,9) 9I2-Tr9-Sall p1µACRES C5 RaJ H W APPLICANT & OWNER: FGAL DESCRIPTION: I MET) IMUI.A PlNlgi 1WISE IInERAN b "SCHOOL. CA 92517 e.fgmr COLWn,cuaL XWW,(951)676,6N2 FAX.(951)6L 4W51 � ,' BENCHMARK; ,-------- E ' ( ee1IESCI \\ __ i___-- I ' To SCALE gp' R T.i n F nF Tpp 1�sp{{y. / 2 - ------------- - 'V':IT9�`.'eo,600' VICINITY MAP: b"Y UJt:^P ag.kY�'rr�=1Z'S��r�"HY: I� l / --- " ----------- <. ---------- -- I 1 aN6 a up 25. mn.91 A?$.o. KM IS ISM, / �. ) / iI / -------- ^ -.__- ----------- ) CIVIL ENGINEER: - - ' TEYGL.FlGINTSRCD CMALTANI5. 11C ESTIMATED - N S2'!^'PS' c A8 t9' ---- Z9D7 R.Y!]C41FW 71 y AC. 707 -� I I I i[YDLA, G 92591 CONSTRUCTION NOTES: QUANTITIES: 4 - - - - _ nwn95 n -101a F o 9S1)67 P r t '-� 1 r ATTE:(0', 6)s-TolerM:(KAEM, ]H. OI carslwa a•rnC-0 PCC.WAS Mq o1v5 z»a L•. % T' I- - gg I I I SOILS ENGINEER' STANDARD W 2D.. ' Q7 bears ff�m�eO. zca.rLart OLND LAD W TTR PER n.Lr. ! r' -___-_-____ - I o71 i)70.Aa, suer Im OJ04) C91SIPIICI R nx(x Pcc.SAYP4A PER OTYS 10.aH Sr. %/ ! - ' , ALERRILIA. G 92562-7065 mm",D NQ. re)- O CbRIRIIC bT4ur ARApAC.PER CII.SiJ - _ /i I FMF:(951)!D.-lk0 FAX (951) !W-2S92 70 RErty[x(L S1nIo PLATS y//_ y/ ( 1 �s c-sl5Jcr I: rNE rMYll[srtrWl 500 s.r. a I/I Y �- I 6 CRISM 1 'A, RAK.l MR I'IRIS✓[] At]se TOPAIL C. CTSTROCT'RASH CIKLCSERE PP OCTAL 2 1[A O WET SIT PLAN iI ��\/ 1 HOP O .NIL.P Sru.. .1 C.AO. '. P[Ou2YDIrl. SEEKTALS bI BEET I - .'v LUTHERAN (D CTSTRO i CT A C.PAHNIENT CAR T CgV9FD A0.C63 iT/AD,AU CS - - AbAI[fAl[SASE I - CHURCH\ CONSTRUCT . INKY Pc IRA,IMTAL rn m2..90 C I . PL61C!!GO O a m .r. Trn[L HO RA TErw r-W 9fLr / nry �il� 11 n0I VSU 6 R'S"AL SN LAIE MIN RW.LCCA 1 EA u aYbE! RAL .[ n a ,2D IF I %I J i -r -` Z 1 LEGEND h ABBREVIATIONS: YnTAIL e'PEe.DRXT, PK W.PA[ 7ro v. J� / I W 1 YN FOCHT r OF o ns*.0 Sl-WALI CLEAR WI le G I/i�ri r f.�l_ / ``y\ \ / I Q ,I Tc+ TOP OF UPS 7��( MIT EEMT we RETURN • 16 [A.Sr IC PK YYCR Yu•I PEP WW 9-6.. �[. --_--`.. - I EC Mlll Cf VCAIKII INI[15CC1 CtlSC]I]WIH or IY 1511 CInO ID-qM I / I 1 1 CCR [7l1 CIII✓8 Id.IOW I CTS:PVCt M'PVC CONCRETE Y-01TT PER ADS LT. I / l t �` •+�--'�- -__ ` / L/ w OC OVM1 Cu" OCTAC3NFl •hEEi. ,_ 2.1 V,C VEIrI1Gl LVrIE (LDATH) 19 [[x51NVC1 ellrRArb1 IId1tN SITE PER ryAII .O7 C.I. l II / I ` _ J I CC CID CVRI[ COISI l Do-SPALE STE PEA KAH 2.Cr I _ -1 \ 1 I HE - - - Ca CATCH MSEH } m51y16'ADS:.w120Vw./WYE WArt(W aG / �I 1: II��I I•y--" ` I•_rJ/ ' I LPN rYN4D PR[WNIsullf,ME O W.q ® CONSEPLCi O-"a FACE PER OErw 6 WET. 116 IF. 11 • -- - -_-{ v � - I I � CT EM{Or RAL(YE\1 _ so. Sl9 nw ® Cb15TRKT PC.0 WTEER PIER CEUJ ID SHUT. Sb ST. :` �'/ /`I O. \ _ _ - -_-I I I � ' ' CPA EDGE OF MAL ART I - q rN09rD FILTER nrzrol ®i COVSIgVu r W°e Wrxnc PER onw n S✓m a1 G / S /� ` _ I _ • Pa PAD aCY.nW coAra .C1.000SS RAMP P@ RUW/RID OEtw 5[. T - -��' I I I I LP LA R'INIT .5 n01m .G / r 11 5p11'19" E .61 ]]' ® RIWOYD LAIDSC Rll WOSCAK I I 1 r _ ® M11CLaE.W. ® ARo,t TECrS iI K.HS II ; I OST.I1�O[l STOP(rMt4) 2 E. ; I I I TG 1,9H 1 GRIDEE Axl..w MR SI At I� OP Lr. I I rI 1 OF r I ING EARTW PORTER ROLE 9C RE.MI)u0 ROVER I C. i I� '1 \ _ I I I I TOEXISTING fFGfD LIM R DE TO NVAILED IIPGAOLRD WST.DETEVA.9L['eAOA.G SARTACE M'.PER 22a Sr. ' `.` .. - _ _ i _ ' t RKRSNn LEW ULDAC uur.4 O(re.xc.rm Wis) E As1ALA IC¢e YAP MACRO,PORT.RP-RAP POP 5 c... I,'/ T I [CC IXR4lE DEFECTOR arGt ® o[rw 0 ON WET A I roc FIRS EEPARTANT COVECIIT LIST 4,I lXCHG MASS ROCR MP-RAP-lOXS'2D 6 Cl I ,I,� I Plv PbT INDICATOR VALIE KR rJl W SMCI. nST.ADA CCWIATE nuCRw 1.MTCHIcrS K. Ie v. CRNE SA4E M OR.IL.MAJC.'.1 YAR STA Ip LAC SLOPE (AS PDTmI Sp'CS I r Ex157116[ IAEI P,STAy 6 PK/A95 MAIN PPG.IR LT MACE .Ia Lr -CO- DAIL1 i0 a[`/AIIT Yr4L e'PK/ASS OP.WC.Is w M.[f .52 LT. o.TLIOTr LI1L .Pln CH alas(2 e.cs HMI) v u ESTIMATED EARTNNORK QUANTITIES 61 GRAVEL OA5 xa 6EFv PEA C4I0°AA srbmATe gLp 1_6 ebsmn 111 FDRNE K.W OSHP NU Lr PRO.ECT SIZE: 2.592 ACRES --.-. SILT flN g SC.�ILSAWaC UA PATH . AIIEE PER WA- attq I b CUT(cy) FILL(c]) CMT°sl rq L PAR POL 7.5 LT. rT1MA1 .salAL 2.vI I 2.123 SL�ImQ 0 1 FEET - 1 In aE7QGr.m(PD) ]FLEE 7,11! 1 2.1'6 SECTION tF77EP C,•YCA 19,6RIfD.rl ) I SWE ILAOER POD✓9 IN375.25 11ULH A fr4E$ (16 pETaL L[TT[q lalL S.ry mu 1 vEEr 1A.ffR esA LEYnr I SHEET INDEX: QED/Om P"C'Cu9Sx HaArxE 1 o c.r. ¢ SHEETS. I I MILE SHEET LD15-4313 wIw SHIET 2 .., rolC3 r LIRREC lI uu sYnr TOTAL IAPERVIOUS AREA: 72,703 S.F. SWEM;J _,.. SEAM", SLIT. . 4CiIOT EC) RETAILS TITLE R'y p15 6��:Pltln Oi! . • S1QI 5 fJMIT AIR CIM.[1 IDI[S VIA'PIPP, IF prr ar RCl/SOns ACCC 9C4E SEA` � r vXH' a p ua.. m cl«'.BY SHEET No. DIGIT /y^ 5N rrC. ,c. S. 12�1a°er. D`z y-� ' .LT%LAl CITY OF TEMECULA DEPARFI(Enr OF wSIC Rrnl(s DIAL TOLL TREE - -- ,Y A__-1 _I �q -� lm- N Qa yI-E00-221-2600 ASSHORTl a • 'Tal - aEP-ED Rc DATA- E� c,,,muII.PTlaN m.IIR7u:,. PRECISE GRADING PLAN 1 • AT LEAST 1.0 CATS �' D0I^ GoaE---roll°n ,0„s/an cvc.,m TM 3552 - TAT 9• PA15-0763 Won rW b4 i TAH:[T a H•_ArT LAND PUHNWG. CM ERCINELRING. CaNSIROCEICCNU CONSLFLTWi '� HOPE LUTHERAN CHURCH Np R.C[.xa .]Rv RC[ 7u bD9 �l77 TICPNd.E 95u1-u6�6-,0 BD.. SiEY 202. T[957-6)6 T29i9• „D❑�,,,A,:<q,Pl„E,,,,,,,SKN�;,b,,,, TITLE SHEET OF 5 SNTS .z:ar--L.ra-...uR=-+1.,..aw:�H.x.e w1�L:::-�.T..N.••w.Ie.l GENERAL NOTES: PAVING NOTES: EROSION AND SEDIMENT CONTROL NOTES: I. STANDARDS ALL NCR( VAL MERRY 10 THE REWIQMENis R THE WAYMNI ml IIR1 6 THE CIT5 INROVEYANT I. STANDARDS ALL WIXt LAD WMUALS (I C-. ASPHALT CpQLtE tAC)PAY!ILM. PRTLA1D CONCRETE DE1E7rt (KC). BAY I. FII Tf4FD IN.OFF. AS.RtACP SHAUL BE r:L10SD PRIOR l0 pMCHuRGIM CREW•SITE OR TO LATE TYPE OF PRIVATE OR PUBLIC SIM.AMR CUnEIAWC S-ADAD ORUtNGS rm PUBLIC WORKS CONSTRUCTION(MO pligo.[Ni AKIOrE,•ITS). THE CITY$(T1GINECR11G AW COWS[, ETC I SHALL MEnN TO It SANNANC)SPECIFICATIONS TOR MAIL IC WORKS COMIRDi1w(I E OEE000F)LATEST SYSTEM(NATORµ-A1ERC0.RSE5, STREETS. CANTERS, MICAEHC-LICE➢v-DITCHES. SIM MAIM. RO--L IrES. INLETS. OUTLETS. ETC-)- ALL Cn5IRtLTIw YAV:µ. CITY( S AV REOIIQYJ+iS. CDITIFIE. TIC EIGIKERIK AM CONSTRUCTION YA AL. CITY AO EME CCRIK.SIADADS W Q0.11lEICl+iS rpFPpyllim OISCHARWS Alt PROHIBITED FRnr ENTERING Mr SIM.AMR CRNEIAWE SYSTEM YEAFiAOlO 2 LMOELN.Y M.EFACNC µMBA" (ANSWERING UACH HE IS WI ACCIPIA$C): 2. PERMIT REQUIREMENTS. A(RUING Oft ECIDAOWEM PEFVIT(S)VAL BE CTAIEED PRICE TO PAVING. BEFORE CBTAINI4 AN 2 FESI MANAGEMENT PRACTICES (TRIPS),, YEAR gWO. POLLUTION PREVENTED,MEASURES. ALW AMEMN AS MST uANAQ1EM PRACTICES (BPS). u-57 H HAIL N[VILLCS WPE LUT(AW OLAp (DLO) 6R5 50:9 ENCROACHMENT YLWIT, A CER 6 INSURANCET111CATEINSURANCENO THE REQUINLO SWIG (FOR PUBLICIWRGKUE+iS)SHALL K INSTALLED PRIOR 70 ANY FIELD ACTIVITIES BWP HANB E D lO6 CAR CIRLONC -n CABPMW D AT EBN(5 OM ADDITIONAL EROSION!PREVEHIION AND • (RESPONSIBLEPE950MDEKLCRER) (C.PA\Y) (24-M PRE NUMBER) PRORIC(D TO THE CITY EMINEq A(/LIP YS CIUDAOC(ND MANY MAY BE REWIRED SEDIMENT mrtRn (ESE)ACAS ArS"I E INSTALLED NO MAINTAINED PRIOR TO AND THROUGHOUT EACH RAIM MASON M pCVEt[PER/MRRACIOR IS QSPOSIn[FOR ESL AEALISS iNNO.FMAT THE DURATION Cr IK PAO-ECI FOR ALL QEARIAG, TIMING. GRADING. EXCAVATING AND STOCKY ILIG JACK LNEFCFE L E S YlwITECTS, INC (909) 229-0125 3 SOIL STERILIZER NI APPROVED SOIL STERILIZER SHELL E USED EYE ALL PAW.CAA¢SURFACES PRIOR TO PA'4M ACTIVITIES. AV RE ALL CUOMO, MOTS AND INACTIVE MACIS TIW-(9N1 ;HE DrtIRE SITE EHE CEVELO'CTi/CO:'RK101 15 ALSO R_JO51flE FOR MINT (RESP05EBEE FERSOR/CONTh'K(OR) (WAPANT) (2AHR BECAME N ) Y DISCNRLS FROM VIACDIIRACIORS WINE WAY PRIME COAT 15 QOINED wUMM OR AO5iW11µ N51R.CUON SUMMED[ CASE x I OEM IS ACCTm 10 STOCKPILING OF BPS. ANIrIOLI ESE MATERIALS 94LL E STM(PILED AT VOICING LOCATIONS iNgA1JU1 THE SITE FOR IMMEDIATE tM PIININ !. LICUFg/PEP1E1 QQUIAEWT. TRAR IC(OR WHEN LOG TIME PERIWS[LAPSE BEFORE AC IS PLACED). AS DETERMINED By TK SOILS ENGINEER AND)ARIME AYS D MYTH D PRIOR to ANT FOECASI RAIN. ON EMERGESITUATIONS.ERGENCYSITUATIONS. M SE S. ¢VCLOIA/CwIRKtW AL lu( W DIAMY MAKE CIPExT AND PRIOR TO SIMI OF WY.CAN, A SAS IESS LICENSE$HALL BE WT.INED CAW THE Cl it BY TIC CITY GGIN:ER Wo0EA5 AVAILABE 10 PROTECT IHE SITE. t, A WAVE PERAII VAL.H OBTAINED. PRIOR TO MY MOM OI PRIVATE LCVELDWVpYI THE PERMIT NO AN APRpED WT 5. TYPE I SLURRY. PRIOR TO PRD,ECT FINAL COMPLETION LAD ACCEPTANCE OF STREETS INTO THE CITYS MAINTAINED SYSTEM, 3 MXo LAD VTMIME,T COIROR ALL CSC IEAV( SNAl1 BE MVEE'm. RESTEED. REPAIRED OR"IrIM KV-RWD INOCMI THE SIR TO OF IIPROVEAFIli 0.A6 LAST H RESENT AT THE .CJSITE DURING CONSTRUCTION. TYPE I SLURRY LULL H RACED DYER M ASPHALT CONCRETE FAVED FgOECI STEEEI(5). AS DIRECTED BY THE CITY PROTECT PERItEI. ADJALR PEPERTIES. E1NiPDW[IDALY SENSITIVE AREAS AV ALL PTIVATC/RRIC Sint MATER COHYCIWCE SYSTEMS. IF An EATERS OR YNISSIC S AP9RGv4.W iHEg PLANS BY THE CITY DOES WT RELIEVE M ARLICAT AEI E41NOA 6 ENCIEER THE ENTIRE ROADWAY RTD;H SELL BE SWEPT AT LEAST 3 TIMES OR AS DIRECTED M THE CITY ENGINEER. EROSION OR SDIIENT CONTROLS FAIL CURING ANY PAIN EVE:T, MRE EFFECIM ONES WILL BE REWIRED IN THEIR RACE, BECOME FROM THE RESPO5IBILIIY FOR IHE CONVICTION CIF OR OR ERRS EMISSIONS DISWKPFD DURING COESTM1C11CH P ERLSIM CONTRAS TPOSiw MIIR4 LL S SCW INCLUDE, wi ARE MI LIUIIED BENMV TO APPLYING AO ESTAIS YLCEIAIIVE COVER. NDW MUCH, 5, LCRNIW MINTS CITY ODUYCE IN W BA-25 SIAIES THAT W PERSRY SHALL ENGAGE IN OR(.LLCA CONSTR.ETION 6 FOG gµ FOP PRIVATE DEVELOPMENT, ASPuirlC EUCSID,(FHA MAL)LYALL ER• L ION IED ;LESS THAN 1A DAYS STALED ON PINED CLAMETS(STRAW, CCCR7 EVIL OT. ), PLASTIC SHEETING(MINIMUM 10-MI0. Pol.YPFGPTM MATS. SPRAI-ON GOITPnS TO ACTIVITY, WHEN PC CMTPDTIw SIE IS WITHIN OLNNiT[A OF A MILE 6 AN OCCUPIED RESICENCE, ETfEN M FOLLOWING 0.ACEMprt 6 THE ASPHALT SUEKIW NO RILL H APPLIED AT A RATE OF OM GALLONS PER SO XD. M All,DISTIPELD AREAS OR CTER MEASURES APPROVED )' M CITY EGIE(R. UTE NETTING SHA:L WT H UgD AS A SAAO-ARE EROSION CO(I'O.. HORS 6 C,M All AND 6:f0 All. VTDAY iMOAEY FRIDAY AD SHALA ONLY OGAEE IN OR CONDUCT CEMIRLCTION ACTIVELY AAPVLT EMULSION SHALL CONLOU 10 SECTIONS 37. 19 AD 94 6 THE STATE SIAWAW SPECIFICATIONS. FEW SLOPES(FLAMP THAV A.1, PROVIDE PIER M,S ND EITEA A BOOED FILM MATRIX RKO.CI APPLIED TO A RATE 6 11500 ESIROE OR A BETWEEN M HOES OF 7:W AN AW 6',30 MI ON SATURANT W COSIIMIIw ACTIVITY 91µL BE UNEPiAQN ON SHAY AD NATIO+LLLY REWOIIIID MVICAYS. 7 TAD(COAT A IAOI WAT LWL E APPLIED TO EXISTING PAYTIENT AND KRIICµ AIMS, mCETE SURFACES AND ASPHALT SIADILIZ[D FILM MATRIX PRUEY APPLIED 70 A RAM n ED GAL/ROC, TIE CITY CNCINEm WAY ARRpVE DIFFERENT NRICATIw RAILS FOR 6. REOAA(nh A�GY CLEAW45. M ISSWLZ n A PERMIT BY nE CITY DOES WI IMPLY OR PROVICE AN,CLEARANCICS OAS CORM. IF IT HAS WIN EXPOSED 10 KNICLLM LEADS. iK tA[X COAL Clµl H ACM W.iTIW ANIONIC SLOPES LESS THAN A:1. FREW STATE OR MERµ AGENCIES RE ELATING THE PROVISIONS n STATE OR FEDERAL COUVYCD SPECIES ACTS OR MAZER EV1$ETEm SE COA TYPE 55 HAS WINNXP E TO fnHICARRt. 6 WEIMEHi CONTROLS SEDIUJT DOXITRLLT SMALL I4WE. WT ARE WI LIMITED TO, CESILIING BASINS. OWNED BERCS. FILR T S, SILT FENCES, WAItY REGULATIONS M AFRORRIATE CLEARANCES FROM THEM AGENCIES SILL A OBTAINED PRICE 10 MY SITE ONAKL BAG OCVRONS(FILLED MIIH ujHIMW WERAVLL). oCCt Oub. DRAIHAGE ILCI PROTECTION. ETC FIBER ROLLS SHALL LC INSTALLED IN DISTUf®uGE OR GRADING B EERTIr ICATIOWiCStIW, ALL SIEANDGIADE A BAY CRACC LULL BEWYTIr;m BY A LICENSED LAID SURVEYOR Ag SYOR. D AV AC T5-rUCT ICEA[HIS MEASUREDµCOG TIC FACE Cr TIC SLOG SILT FENCE SW1 BE INSTALLED)ALCM 11NVIM STREETS LAD CMIKD MIT. C 7. CONSTRUCTION CHANCE WY CCWo7 I TIw CHANGE MUST BE FIRST SUBMITTED TO PC CITY AS A RECLINE REVISION FOR MAMRIµi SAE_BE T$TED IN ACCORDANCE WITH M CITYS Wµlly ASARA'CE PROORur(EA) LAD/OR AS DIRECTED BY M MAWµ. GN��-�OR SILT FEES OCVROE INSIDE M SIDE-AL),R:DIE-6-MAP OR BAIX Co"CLAIM PROVEREVIEW LAD•PNVµ RI TO IMRFMEHIIW THE CHANCE IN M FIELD BETTER i0 THECITYS ENGIENGINEERINGENGINEERING4W CITY ENGINEER. W. STATE LSTNCilw GENERAL MAIII I,. THE PRO-CCT DISTURBS, EXPOSES OR STOCKPILES E AMC OR U]C OF WELL, THE SITE MUST WKQ T D WNSTNUCiIw p. PQNSTION. DW MEETING. APE-C A DEPElIw MEETING SIULI¢SOCOLm TMp WORN DAM IVEIW i0 PC START 0' UHLR M STATE ENTER fMPµ E4Tu11. •IN (E DISCHARGE IDENTIFICATION(OM) lw (RRIC)rVffiY. A RISTIC CITY ICERDET TO11ISSlw ISSUANCE OF A AO TK SIM AT N, T DEW IG M6TRUC11ON. •LEWABE[ LAND RESO41K nAITRACTORS QPTEANTAiiK SPILL ff Ai tHE JW9 PAYiK. ANIER1µ S, PMJ-.. A -S:ON MAAER E PURED,REVEITID,PEW- (SNIP)ON a THE (OSN) RILL E DIC RE BY Y A AILA RIOR 10 CITYAN n A EGRADIM T VA SE i Sltt AL Ay t1UE5. ° 1SfJrI T. A SPEW 9u11 H IMiCLVYRO iHpUAigli M DURATION n iK P.ACCt LAND 9uLL ff READILY AVAILABLE TO PC CITY uO STATE E. AC TYPE AS l•µ1 COOK FI i0 ffCilw OVERLAY O M .}THISTLY(AND CITY SEA MINIMUM 9, Vi IL I11E5. APAGvµ 6 :HEY PEW$BY THE CITY ODES CDT N6111UAE•REPRESENTATION AS i0 iK. ACCIRAR OR 18'ECTAS LAD UPDATED TO REFLECT pFFCNi SITE CONDITIONS RREW CO5;M.CIION- M COKTPUCIION PERMIT CAN E OONWLOLL'm AT. RYLCMLE5 6 M LOCATION.C MEN THE EXISTHE ER MIA-C E OF THE U ANY IA L EC REMAINED UTILITIES MITHINA=TO 1, TYPE C2 PG70-10 FOR AND LAND CKRL•Y WEWgS. THIS C0.RSE 9�µ1 H A u1x:uM GE 0 12 FOOT (I%IOCS) MAIM M•TESOf0AW5 U W//WAN[F I'SEES/PRO(A�/STUpaA1CP/W51T,CIIOM PRO-C[t LIu115 WY COYMNY Dr.MA'.NC CREW T[ R#WWI¢n' iK -OM 9VLL H REPAIRED w R[RA(ED TO IK THICK IWLUDIW wIW E C OXIMURSE I ISSTALLATCOLMEW nS SAIEY :7 S AL THE BW R:IW. LIBILI BY F T CONTRACTOR.CO AT HIT EXPENSE. .1. TYPE 0 PG70-10 FOR BAY COURSE THIS mERg SEAL 000NTAIN1FO M BµNME n TIC REWIRED MSRW,,COCERC 5 PELL BE I PD'EL11IX APED CRR PDRBED, A WSi ff ION a ES PRICER AE ANY CLEARINGBEIM LEWHIED I "AS T HAVE E BEEN ITED TO AREAS THAT ED, SURVEY II EN4.L H M ISWNSI RESPONSIBILITY 6 THE CMSIDE C i0 WTDFY ICE BRIBER n TRECORDMII AND i0 MLL M iH]MIUM A M MINIMA 0 LIFT FOR BARE oaRg IS 0 21 FOOT (2%IICES). -ILL ME DFmAS CC (WANED OR DISTURBED,AS. •COMBINATION E Cg MEASIP:LS CON TR IPLEMORRE IN MALL THAT HAYS HCTI0.CARU. µL STREET D TO TICK TYLIGINEE AS REP/!RED 8t RI OF LN:1r REND BEFORE E A A910EPT WL IS R TIES SMALL BE 2, THE MINIMUM AC LIFT IS55 m 0 N I. I (Y Ix(PCS). DISTAPBED AREAS 6 N! IIICIIVE SIM. A$DESOEIHD IN THE E+41ALEAING AW CONSTRUCTION uN•ML, SHAM ALSO H PROMC(m. PN/1¢D TI TIC CITY EEDOR Y4A COREIIw n TIC IT,pECH A1-¢FOE REPLACED TO CITY IS FFWim. Al-L.[MISTING !, M YAYIUN K LIFT IS 0.]J FOpi I. INCHES) SIN THE mISIU�OR AM THEM DUPING M6TR.CAION)E. AN DEC RERA® f0[THE CITY CADS IN ACCORDANCE 6. MVIERLCIIIX ACUT PO NIS ACCESS MINT ACCESS PDENE$9ITIV BE S. LUMBER WITH•E At STRING 6 ROT%AND 91ANR.R RAIDS C ) SNOID m FIAT AT.LANE YCUTS SH Ki NG THE$PMVIB AND HTHE CI Y EN AND AS AFFA.pTED BY THE[ITT 041NEq. PRONE HALE' 9MVE LIVE 15 A TYPE GG AC PE PTIATi S too FOUNDED.iHAt MAY ff CAi)Tll 'ASHOVI VVES S ARE t0O Rlw IN ASRNLE, P OTEC; (RAIN RE ITO PEIV ACCESS X I (ALL NTERIOR TREETS RI, MAi[Al TR ET SWEE AND SHKIW AAA EICID ON ALI, IS, D SCR ALALL •�¢ REQUEST.MIN RO. D ST S ABETS 511A.L ff P ET IIA TO THE C "H EWENEER. IN.Li AUK CWRDE/FENE Of CRANIN TORT IS EW TIWV CAC. TYPICALLY, SIEVING RER MIN AT HILLS, ORBS OR PROTECTED PRIM ROD( r0 ACLAN S EME RUJT(MO Ix1CR10P"SEREST RONRINE"TREE}SMTmPM4 TM. CO POFOO[D w N.IE PAVED 9AL,D LT E 11. DUST CO Y D51 O ¢ T AIR LD SPY -RICEM4 w ISTRI TI(%. AS A 40 BY M CITY ENGINEER LAND IN JtgS THE 0HTCAUSEDTO BY CRANING OR A ED ME MIX KH10.LM COERCES PROPE ;0 TINY I IN ILE HITS SWVI IT NE CITY NAMED RI �ES'm VALUA SON ON A SHALL ff USED CO WHEES. ID STREET SWEEPING BECOMES IIEFPECIIK. M+IR4Lm 5(QCl -A9YIW S%µL bLY H SPIRT OELY FIAT$HAM SIX 1 AIR HAILER VENCµNIS DISTRICTS N ALL I)OS E Y03. RESERVES0RSTS ISH VEND r0 QW1Q.WIDENED BE AIIt DESIGN WENT PN A ROUGH INLI IROV I¢NIOY STABILITY (I C , ABILITY ALLUIIED PRIOR TO IK APPLICATION n ASPHALT gµ COMES. ETD nLT LKN 41 PCAIIN:YI ENURED,¢ I1E15 ART:PROTECTED 12. ROOF SMIIw FENCING A SIX FWT OIIIE LI C FL•[E 15 UTILIZED w µL FEET PUBLIC AND ITI T C PD2CA5 UNITE P RESIST COV ENG AND RENTING. A•.TLAR AEWC✓.tt PART ICl25*IN A gWOE 9PPADE Lp(fUE. ETC.) IN COMUIUA= FIAT NE SYSTEMS ARE SITE COMPLETED OR BI OE.EAD KCESSARE BY M Cl Ir DGIL[R FOR TLDLIC SAFET. TIC vA1HIENAr6 6 THE OEELC[A(AO/OR Cµ(RA15 STLIrIGIIDS 7. MEc Y1NG M1SEN@ DESIL IIW PHE FU SPILL GE INIC OLD ACCORDING'PO to WA ER- DO 01 T ED ' CAAN EC CONSTRUCTION IU I M NOTICE. VAL BELLD M EEY:L IS It SITE PS`FIPMED LILT UT TK CD+IRKiw NAITE SHAM H gold FROM LK RBI[. SIO4l,L IWIGTIW 'PDDED WATER- m 1Dl Mlq.-CR W[WIvµ0Y1 WANING W11Q. 91ALL H 13, INSPETEETER i1D5. µIN W" RNV TO WP PRINTER EE}OR lw FENTAXDIW TK CITY MAY DE StBFCT O ROL.-ID,. D BASE wLS S POSTED IY, IRATl CR51PLCilw HATES F6ER i0 gVATE HATES FOR MARRING.-TROSION AV 9DI MEEII AAIF4.'PAVING-AM N TDAMoo MATg1 M5 AA1L MEWS I PR OVISIONS 6 IC OQ10EDF AD OJEOD CITY D)OR D"- 'IRAFFIC'REWIRMUIIS, IF AP0.ICABE[ 2. FORT ER MCI CTIQMIONS. TAX[AND MAAET AL THALL H CRUSHED AfACCAM BAg (LADE OR&BED WOUILUCO5 DAM p LATD CA cAORADE S AV SI STORAGE AV SIKIW AREAS TCULL AW ESTAOMIAE.P FEEL tux$, EXCITABLE TOILETS. LANCES, GELS. MIDEWALI. GRADING NOTES: (DUO)PER gLAlOS 2ao-z 2 AND zn-2.+ 6 THE asneoDD PPINGIPµ AND`Pa'"ARTgEµ RaKs REWIRE c.e LUOSCARE MAMRD F LAD SNCS ANLLS OF STEEL SHALL.BE SICRED AWAY FROM ALL VE VUC/RRIC F SO! NAAq QN.TIA•ET SAT ALL TIMES URNS. NIOKPILESAI5 MID ELCOVE ED AO SMALL,HAVE MERCURY RAIN Cn,NIN(NE IUCIIK SIOyPILCS 6$O:L SNVLL H WKPm AT µL TIMES AC1NK C. RWTLAW CONCRETE CEMENT. A!L IOC PSBR AMLL BE IN fAECNUAR[C i0 THE 4REEBAlt. TIOC'.PILCS A1FLL H Wv[AD METEOR ID A FORECAST RAIN E. SiAMRE/5. ALL L. ETC CONSTRUCTION AND RADING ED 14 ACCORDANCE Ki1A 1 (ILL , $AOOPILF T LUD CLEWING, LA SIONWUNI M to. MIX DESIGNS. TEN MEANING DAYS PRIOR 10 PAVING. M mnNaID MIX DESION(S)CREW M NRYING ASPI T OR CwOLTC 9 CE6;PLCITw WASTE C06T0.CTID,WASTE AW YISYnIAKO5 OBIS SYMLL ff RAPED IN WATER-TIGHT 0116. WINE MESH RECEPTACLES SHALL Wi BE gDIMEM CIRRRUL. IIG.J D CON BE PRN MUM 1Y Ll PRIM STAPlq S. 6 THE[III 6 TEMEOF T uxKlPµ ALLOWED. WASAAAI STATIONS VAL BE PROVIDED FOR CONCRETE. PAIuTS. STLCCD AND ODEA LIWID WASTE. AM SHALL ff LIMED AIIN MASTIC AND !III:, M IKgING AND COfiiRltTlw uAxJµ. µL ARIfMt STANDARDS. IE LATEST EDITION 6 iK PEWI SALE H SUAlilm r0 THE CITY FOR REVIEW AND APPROVAL THE MIX¢SIQ(S)SELL CLEARLY SHOW THAT THE LOCATED AWAY F4EW PUBLIC RICE-6-WAYS. ROW LINES. ETC, PRIOR TO MY FnCCAST MIN, BIS AND HASHERS SHAM H COYCAD PRIM LIDS OR LALIrmEA BUILDING CmC (APITWIX J)AW. It APPLICABLE. M"TAR WATER RESORQS CD,TRCL OOARD(SERER) OESEON WEEPS ALL CITY AND OEEBOX KWIr is PLASTIC IMPS NATIONAL POLLUTION DISCHARGE WAINATiw SYSTEM(NP¢5)(aERAL PENNEY FOR MSIMDt1ON• ACTIVITIES. if. STREET SECTIONS STREET 51RUCMµ gcil05 SHOWN ON RAM ARE Tpl'•iIK (I.C., MYQ AIg)FOR BODING 2. LTFNII REWIREMEATS. A 6NADIW PERMIT CULL BE CBIAIND PRIOR TO CRfEY N1 CC ANY WONT OWN M SITE 10 SLOT PROTECTION, SIGN WATER R NDIF All Wl H DIRECTEED CU SL6ES EITVUI PERMANENT D CHAINS INSTALLED. ESE MEASURES ARE REWIRED 1. WHITE CATIONS PUBLIC MOMS SPILL W NOTIFIED VIA MC PUBLIC-OHS INSPECTION LEW AT (951)3W-p195 AT PEREE S) THE FTUL STANCMAL MCI THE REWIREMEnAS SILL BE DEIENIN[p D ADDITIONAL SOIL TESTS. AFTER ROVE ON ALL EXPOSED SLOPES LTIL AEF KILN/LNUENIr LAO$(AE IS CSIAULISTCD. THERE SHALL H IOCL SLOPE PROTECTION IN RACE PRIOR 10 ORRIW- THE SIIAUCLNIlA SECTIONS DESIGN SELL H REVIEWED AND AMTm DP THE CITY EGIICIR. SAID DESIGN 9uLL LEAST N L IN ADVANCE 6 BEGINNING ANY m6(FUCIDOW 11ADENG ORMNCE ITREVIEW ISStYNCE 6 CERTIFICATE n OCERPAGY, W. FORS. µL COSIFLCNIw/I9MDING ACTIVITIES SHALL¢OUC Ix CONFORMANCE MIN RECWCIOAi,fM 6 IK XN_LC TO THE LI E.11-YA gA FDEM IN,BE 6W O Cµ1RAE HIGHWAY¢SIN 1NTEST SELL T N-IS M R' PRT OFT1AP SOILS HG MA 411w BY 1i69R Fc_T_ IW OARn MAY s_ ]FITS $RUED REPORT SVLL BE MSIDQQD A Mµ¢IEIr BY (I C.. PRED C TEST$9ULL H IHE NUMBER IN•LOCO ION AIM CALIFORNIAVMS AESA rB pl AND SPREE¢ II. ®IRS T u ONTA ALL Pw1N1L uIQFS SPRIT WK MASTIC IIILPR VED�OEAM ilCu PRIM L1MYl1-BAGS 0.A®nl TE WM'1-MILL SIM n IC PYII 6 MI5 n1ADIW MAN 81 TIEIm 6Y A IC415TFICD CIVIL Lw INIi). IK TUBA AND LOCATIONS 6 IKA IE51$SPRIT H 9H,[Cl 10 APAOVµ LINERS i0 CONTAIN DISCHARGES 5 WT?ILL BY THE Cl it EGINBR. If COMPLY WT LAND PILL SLOPES A Off?1. RLLSS R(TEFMIg APPROVED Br M[IVY LESSN THAN LAD SHALL 12. COPACIIw PRIOR TO PLACE T 6 DAM IMPERIAL AND AC. G XIIM REPORTS BY A SOILS CWIEC[R. EMTIrYlM 95X 12. WATER MIT NLL Wit[ . CHECK EFr51TE 0.CF LIONS(I ESIL . v-CS O CESILTING ASINS RAIDS. A E OF CUTIFIRSSEDMI, [AID CAET[AIS, CAC I.ERI $TON COMPLY MITNH THE O TIC PID•SH SU FA THE$OILS RPOni FILL SLW.S SPORE WI HAYS LESS THAN SPOT RELAAIK MPACTIw 6 SU6iWACE AW BAg MATERI µ, SHAL¢SUEAIi;m TO TK CITY ENGIHIM. COPACTIw TEST wgRVAIION MATq.ElEPA•EE S.S MOV SAND DAYS, OATED5. SILT RWL$NO[6ILi1W BASINS VAL.H FREE n g01MENT, CCMIRUCAEO:MATERIALS. COMPACTION N_ RA THE FINISH AAACE, 6 SUB[VE g AND BASE(RAGE MATg1µS SHALL,H COMPUTED TO Ib-AR THE SOILS ENGINEER AND THE PUBLIC NODS M•STE. YESOLLUEDE[iHlli LAND DETERIORATED ESE MEASURES TEAR-iplO. °. TILL TOPSOIL.Lrglµ STILL WI ff ERA®TE IM AAA! O.•O UNTIL TNE E RA I HAS ffa LEE•(®6 NZPT, CCHAN INSECIEW FIVEEE K¢EATED, IN I B[QLrgAID NOWD I I (HE SLOPE RATIO EXCEEDS VE 41 AND IS MCIW MW 13. �ILIIJ)(EEL W BEEN A1D1105. ONCR THW ORS. 9uLl H ALLC.m WITHIN ANY$ION Nllq CUC+CIAN2 SYSTEM, W,C54 µl[1pNTIME DRAINAGE FIVE FELT. THE ENGINEER AV51 H NERD AO H1ulD INTO EITr(A HMODt OR NATIVE SDIL, AS DIRLCiW BY IK FACILITIES IRK BEEN APPROVED P TIC L:IP ENGINEER GEOTCCNIICµ CNGICQR_ U, QAVIW E MAD 1 INSPECTION NS c. STABILITY CALCULATION"MYTH A rAClat aFKMMh 6 AT LEAST OE AND FIVE TERNS(1 5)SELL H SISITIED TAW.MADE ITT OF ION W IC�CCTION AT SW<AA¢COREiION(P11OR (0 PLACEMENT OF Bag) IS REWILRD Br IA, On"rLAATRrilw 1DTER ROER ION gPAMtt WIC$FOR •DEKRµ.'tWADIW'uD PAVE W'QWIQMENiS. 10 PUBLIC NIXMS BY A RLGISILIED CIVIL EE.INEM. SOME ENGINEER OR CE0.WIST FOR WT AND FILL SLOES DMA THE[vAR11B7rt n PUBLIC Y,OA(S. )D FEET IN VERTICAL HEIGHT 6 PAVING IIRECTIOS IRO PAVIW INSECTIOS WAIT REWIRED BY M DEPARTMENT 6 PUBLIC MATS (1) PRIOR To CULTURAL RESORCES NOTES: B D ALL ORADIN4 SAIL BE=4 EMERY AK ARRYISION 6 A REGISMRm CIVIL ENGINEER. SOILS LJWINEER ON WEDPAVING. AT BAg[WADE MAIMETIM AM (2)CARIW PLACEMENT 6 AC. H4WI51. W SHALL A9 0' W 11T I00 MIS Rl1YIH CERTIFICATION THAT AL FILLS OVER UTOME F IN DEPTH HAVE 1. 11 AT ANY TIME RING EXCAVATING/MTR.CTID,6 THE SIR. MYA.[nWIrAL/GEMµ YSOIKC". OR ANY ARTIFACTS w(ENTER D6{CTS WHICH HUH PROPERLY 0.A®. c ORIVENATS. ALL MILE PRIVATE IESEDEHiIµ DRIVEWAYS 9OLL DORY WENT M ARiEx[D PEAS LAD CITY "rAWADs, AEASO:ABEY ATE To H EVI61a 6 W CUFA ON ARDVE0.WICµ ACSnWCE, NC DISCOVERED. M PY6[AE!OMLR SILL IIACDIATLLY ACME M 6. DRAINAIE. CI11 6 SUCH AND THE CITY $NAM CAUSE ALL FURTKA EXCAVAIDEN OR OTHER DISTURBANCE:6 THE AFFECTED AREA TO IMiD1ATE,Y QAg THE MRECIOR NO SEAL H INSPECTED uU CLEARED BY THE CITY EWIEER PRIOR TO PAVING. a. AS APLICABEE. PROVIDE COMWEEM EMM DITCHES TO COM1EY NOD-PM SIGN FLOWS w 1gpVIDC DAALO HFVS 6 TWELVE"OEKLOMEI:1 AT HIS/HER ALE DISCRETION WY F[WIRE M PV6[RlY DMLu 10¢PoSIT A 5W n MEEY IT=4 REASONABLY 1A FROWNING µL UO TEES, A L STREET NE ESSAL CULL N IN RAGE CACOR i0 PAVING µOPT THE TOR 6 ALL OU¢O ROCS PURE IN E Fm( IN Vg11GL WIDELY w THAI ARE A BE 10 W2E0 NECESSARY i0 µLW SSE CITY TO CO9L; AO/nY XF FEW[W 11q}TNDEN(, THAT HE DI CA SPELTµ 151 Ta Ir6[CT DC Sltt At RA LOST TO THE 15 iRE1UAIW FOR Vt ILIi I[S. ALL$tREEi iREIADE$9uLL.AE(W i0 Ciil NO DGIIE[pIW$iAWAQ$ PETER 10 CITY NEAT, i0 01QC1 SRC•¢RDgr AWAY Fgl1 M 10'6 AWES AIL DNIxAQ 4vIQS 9W1 BE LIISTRGim SAAVIND W. 407 •TILNJI/PpIHYf RPAI4'Fw IRENN MAINTENANCE uO/OR RPAIRS IF TFL.VCS IN 0.05E PROXIMITY AV CITY, 'N ORDER to C ASSESS M SIw Ji SN . M.YEW. LPCN KYCOWNER C TSU M OIgOKRY IS WI N-AROu[nWICU OLTFiµ RESOURCE.O"EVEROINK EXISTING THE ARA;NW TRANS. K OIQtTw 6 W4T THE HLCC,,Mv 1 SMLL 1DIIFY THE FN6lRIY OWNER CC$0]A¢DIRECTOR OF AND SILL AUTHORIZE THE RESUMPTION 6 M3M R. NATURAL AMR M DEN DENTISTS 9 LULL WNIICAE 10{VCTIw AT kl IIIE$. W(P5T0.CTIw 6 PLOW MAIM OR ETC IFE ID WI ICE LIMES ). SAID IN LLEVING STRIPSPAVEMENT STRIPS IN OIS7FE$SAND OR LC55 TUN: TWO ISCT IN WIDTH of CITY UYEI DETCNINIW THAT THE pIgGLOEY is AN A40uE4WiCA/CULMµ RE54RS. TIE DIRECTOR 6 UWEFI Tr lLVR6Y[M 9uLL Cq(IrY A[ HAMµ HATER CORES 9uLL H F[FYI i([D. TK 1PE7pE AND QUl'q LIME). SAID PAtE1EY1 STRIPS VAL BE RE1EPriD AND REPFVED, AT THE DISCRETION O 1K Clll PR(PgiY OWNER THAT W"NET EXCAVATION OR DEKLCPMENT MAY TAPE RACE UNTIL A Ult IGX11w MA!OR DTKR CIFFECRIK MEASRCS HAVE ffFN c. IE(MARY DRAINADE VAL BE PROVIDED UNTIL PERIAENEI DRAINAGE STINuCTUIM ARE IWTAILD FROTCCTIK EGIN:LR A MIX CCI LULL H APMIED To.DIN EXISTING ASSAY COEEl1E AD YCRTICµ SURFACES ,Tr CFAELIA.WL WITH AmC:m w THE DIRECTOR 6 CCYNAl1Y[EKLOPU7rt. KAWCS SELL E IULCAEYTED TO PROTECT AIADINNG AO DOWNSTREAM PROPERTIES FROM SILT DEPOSITION AND Tot C EE6OCN 2. IF C0.TURA QSOWCES ME DISCOVERED CARIG THE PRO.ECT UY5TFLCiION(11 XV7. NI DISCOVERIES). Al RCP( IN M AREA 6 TIE TEND MILL FOITG WATER pIRIW WAtT.CI1WOYADIIG 6CRA1105 BA PARKING,LOT GRACE- TIC u1H1Ku AC w nYQIEAC PAKUEr:I nlA2 SPILL H DL RFTINi (li) CEAg, A A WAITED A CLCGIST AW NLPEANI.ILES OF 1lotWY+FEA 1.1E $ RETAINED BY i•C PRDECI S•nSCP v TO P-ESTIAE ITAPNDvm AND MEASREli A TEMPORARY CRAINAGE PROVISIONS MUST E USED TO PROTECT ADAINIW THE FEW. A'D YAE RECOUODATIOS AS TO iRELTENI AND MITIGATION PROPERTIES OWING TLC 04O114 PU.(CT 3 A WAT1m AROHACQWEtµ I.AiOR HILL H ATCgrD AND-ILL HAVE THE AUTHORITY TO SIM AO REDIRECT GRADING ACTIVITIES , Ir: A CN IIGE CASCUNTS AHALL W KEPT CLEAN O ALL COSTTIOS W WILEIK.OR ll y$SILL M PLACED 91111IN I WTIq LIP A !/B INCH LIR SAL BE PLACED NAXENi TO COCE1E W-TOTS IY AC[OOANA WITH Clll AD EGIKCTING F{ACµ TATIR1 WITH TK PEUANCA TRIBE AV THEIR CLSIUIILD MONITORS. 10 LYICUAIE THE SIGNIFICANCE 6 ANY ATOML0.WICµ THE LIMITS 6 EASTMEWS STAWYDS PETER 10 STADA®W 2W 1E50J10.5 DTORS FROM TH IK PROTRIP I. IK MINIMUM SEEM OEA¢Pw MC31E MFA. DR.IHAW CLEARLY FACILITIES DIAL H A 0E„µ1 PEP0 C IW SS) E iRIBµ MONITORS FROM THE PEOHAI. O S CIS.E ALLONm TO TED 0w•LED VELOFE, EXCAVATION LAND wDKBQA<IIG ACTIVITIES. 114L0 W µL 7. RV6CAIT CCREE ALL PRIVITY.WMRS SILL BE E CITY IGINEER IN THE FIELD PRIOR i0 WUEX.MExi 6 AND' 19 11 vIW MEAD.ACCODANCE WIN THE IYEEN6c0'FEWEEEENIES. UTILLITYPAVERS AROUND NAMENEVELES.AGEJD.REW:H1ENTS. CITY A%YEWI EERP1M Si LTC VAL ArONDS NEVEER WOIC0.WICµ SRKYS, TE511W. H0$TWINS. TO H CEMETRS.ATm EC THE DEVELUDI Mfi(Y MADE M ENDING AC IS TRY, AS DIRECTMUTOVI BY THE CITY ENGINEER TO CITY SEAWARD ND 5W PAVING MTAIL A UND uAALLE ' S- 'HE LANDOWNER MCA. TO IESTHE FE ENAMA IN OCORE PR T 6 µL RLRP4 RESDISPMIRS. 11QLOI W.AL APpN4Wlf7:ARi1fACT5 THEY N£fOVO w)K p_ ROW!ORADEW 1`6PECiIR6 PRIOR TO WEEDING PERMIT INSPECllONS SPILL H REpESTED VIA M PUBLIC TGR4 ALL SU MICA, TO AK 10 BE AV MINE FOR REOPEN MAAAENI AND OISM$IiION. INSPECTION LIME AT (951) fOB-OM5 SLB11R M FOLLOWING. 6 ALL LORED$!TES ARE OF TH AVOIDED AND OCCUR PRIOR a TO MIS n PAD ELEVATION ERTIFICATIw(I E., RD(JH CAADC) TO IN1U'E A STATCNt TIME THE PAD IB I' PEA0.MENI THE L IAD 6 CCp DANCE IM IRE WIIW (I C . KING 4 glriflcR11L0 LICADIAC/P'ENISHIW Y.A41rE) 7 W pE®IW/QEARIW n M SIM SPILL DOOR RMIOR iD$OCDLIW M PC-PUIW AQIIrG MI;H PUBLIC-PINTS AL 1nOLC1 SI'CS CwTA1NIW AIO RRLIW K MILL K I\AfNIWAKL -ItH IK n1LlEnl' T HABITAT 1 FIRM T • Ar I Y wt NEVAI N OYLttS WIM AK NFFWTO[WADING M mETFICATION STWCL ff To LIME, GRACE. LL[vA11W AND All ARE rSDAY FOR 10 CROWD D O15. SM HEN OWLS WED[ nE OF REQUIRE 30-D PE KSILLUIC ID,SFVL I DILL E ATNo CONDUCTED LOCATION 6 M?ILL SL6C5. 20. ACQPTAlDE 6 PYWIICi. THE CONTRACTOR SHALL REPAIR MY DETECTIVE SJEACIIG(CE TO CPA¢SETTLEMENT 6 PILLS. WARTA !0 DAYS PRIOR 10 OWWD DISIUE6uACE TO AVOID DIRECT TARE O'BfZiM ING OWLS IF THE REAL IS 6 THE SWvrY I`DICAtt THAT W o. TO SETS 6 RA)COMPACTION CALCIFICATION(1 E FIWL GIMMONICµ/SOILS REPORT) TO INCLUDE A SIATEµ YE FICHDH FI15 OR CASE WIg1A. AS REWIRED 61 pE CITT CMINCM TO PAVEMENT 911EB•n6'OR DEVIATNM GREATER EWSNIW 0.-5 NL PSYIAA CH-SIM. Mx IE BEENECI WAY W.L rwWRCY WITN CWADIW. LMI RNNIW DIVISION APRWµ. IF HRSAIW C45 YHAA THE ORA)IM mIL ICS NI IN QCILENMt TOM 6 THE RRL IME VJAY SOILS QPwT. TINGE 1/p I10M IN Slv f¢I 9:A1 H A619im AE r4AD 10 BE PPE_MNT M NEST IK w-SITE DW DW IK PL.f5iPICT ION SRYE`. THEN IK FOLLOW IW QCMENOAI IRS WIT H ADCRD ID 0. FINA 119'CCTIIX RIOR ;0 OCO.PLNLY. REFER TO I(<1 Hri ELEXQREW MID LOf�iRUC11ON uANAMAI CXCLUTION AV 1ELOCATIw ACIIVITICS MAY WT OCCUR DURING THE BQCDING MASON, PAID, IS COINED AS MARCH I TNJSI AULST 31. MII. THE 9 POST Q.EOIW ACTIVITIES Po51 WADING ACTIV To FS SClurXAL Ir4UB, TH WT C LIMITED T0.ANNUAL W ACRE FOLCNING EXWATIw FEW MACH I THROUGH YARD, 15 AV FITAN NJOUST I PHROUw AUALE T 31 Co3LM:Cx LAD RROICATIw ACTIVITIES MAY TAKE MLA¢ AOST CA0.0 UNDWIES TORS, Lr\M OR A COMBINATION iKA6 W ACCORDANCE BE LI ITED M TEMEC,F,A INHEREµ 21. PTDMCTION 6 WCR,_ M CD,"PACIOR LULL' (A) PROTECT CVISTIM SIMIIPES. OPD NO CENTERS. SIDEWµNS. I I IS LTU•EN TO THE CITY AM APFNCFR1A![RECAAIw.AGENCIES (IF ANY) THAT EGG LAYING OR CHICK REFR114 IS WY TWING RACE IRIS MM Piles i0 PEEL INSPECTION ROTS OVER FOR RCT IN LEFT E' I KIwT ANAL HAVE TE EECIT A MUNICIPAL LANDSCAPING. ATONE BASIN DEPRESSIONS LAND OIKR SURFACE FEATURES ALFIWI DRUM CALVED BY PAVING n£RATIO5 LAD ¢REANIN.AIIw CAI H NICE By A O,W,IIED GEOLOGISTCOM - SYSTEMS IN BACKPLCM FTSVLYEID,DEVICES PERM UP L ASRILI SPRAY; (fi)PDIECr 6AR[Tp PCR< ALL VEHICULAR TRAFFIC (I.E,. MOL'IW OR SiAtIDNANN'LEADS) 9W1 BE rf'.FI LD15-4313 NTT ICILY PANED ACAS UT:L PAVEMENT REFACES HAVE WnLD WN AgOWTELt. (C)CLEAN PC SITE (I E . REMOVE COME WEEDING uO SAEII II. OTIQI DEtrEs.OI HATES REFE9 TO SEPARATE Wi6 FOR P•vING.'@ERµ•AW EQ5101 AND SEDIMENT ONTF4' INC PROAMET uREYr/C141NEER/IDFR'RACTOR RILL ADEIE EO THE Cl fY 6 TEMED1A'S SiuCAD QWIQYJITS. PAKIOA AV SH ANDiC. CLEAN CIVCUT LLI OM.0IAINE AEA. ETC.) FREE n[PAIIbA n vµKS AFTER envlW, M.YTi AL HATES AS SPECIFIED IN AFPEWICILS D. E. F. NO 4 Co' IK 'JMINEEPM h(11SINLCiIw DETRI$, RL®19M AND(Xn15 wT[RIµ FROM NRM.VELA. ENE.). 4v1A NO I. 041.vYi NTH n OSHER CONSTRUCT ID,MMS. IEFm 10 LPAVTE MIES FOR rEHIM�.'QADING.'AW EROSION AND EEDIIEHi W+TRG 1YYONµ- (I C. g[Ilw 6-2) IN ARRDAEL' 10(CVPTq NB.w 6 IK -CR5IRCIIw. FWApIW IRE C. pILMID AY[4:9iLITr ONLY • QWIQIENIS AL IIIMLSAMIM M CONSTRUCT Iw1,01 RNONCCy 5 6 NE HATES 9W1 BEA'/AILA0.E R5IC AT AAWWAQR 51� � CAIr Br REVSEA'.s -CCD SGLE SCµ: N( Do". BY pRAn BV C,Y,A{N BY SHEET' No. A Rr--------BY: M2 7 MryM:y.-d,L�',tTII.A CITY OF TEMECULA DEPARTMENT(Y PIHc INEDIrs 1w TI�IAL TOL1-1600 As sHOY.Y i wDE. Y . TECI�T�11�E�`\TtG AcrreTm B, a•r_ �NGVLTAL) .II1�Q'E, PRECISE GRADING PLAN 2 A LEASE TWO DATE °i1i T a r�WpnS/MIRY"WER T!! 3552 - TAT 9, PA15-0783 ' LAND PUNMIG. CIVIL ENGINEERING, CONSTRUCTION CONSUITANI" BEFORE YOU DG S-ANYEY D.HKAw 91 HOPE LUTHERAN CHURCH N RCC.Na L3952 -CC HP. Yp279 M31RIPNlbL,E 9511--676�018D. 5(E.f O�LLE 9511--176-729, - E.anAAWp R-L'[I W.E.n faTNeA<Lruu. CONSTRUCTION NOTES OF 5 SNTS CONSTRUCTION NOTES: - -- T CQFS'NKr 9 T. -0^CPC MAD MR arts / / - - S'�[X •� -__ I CpRTRC,6 C!'a2R"a aD mtm-K. / I / JR�____ � (� J]__X$q� .�_- �-_-__,�______-___-_ IFS xsIREEi C its slD. DTCO C •_•~• x _ -___ O] CO.us RUCI ' TNCN FCC 9DE/4„lA Dl+y / /ti^�Y \� �_ -______ _ O COLSM-1 CMµ.nr AVPRD,ar V!R an slB. I •�_y. ,• I 11WOUCIOa PLAT STA�%DANXF No AM s $�1sTPu�1u .aEaP�E1�s1cRLLn r � _ - - SIL �a CPS", T:•C.PAILACNI o.w A'aAID® : r /I • . -- - %-'7= __'l__-_ �•�_. _. _______________ _ ________ _ (�.•` I I CQPs • (D mamrvcxs sgCTS FE 9Q[1I62 10 10 0 20 +0 GA \� L 1 �..• K Z.x y.X FyL�p \ I }T }Ol - O n5I41 ra"{V SrAUZ RR Aq,nG O 515yy15 D RIP CAP Q Ca1SDNA1.A.C.P+v[V(xi a.P!'CRULEO SCraE: 1"•ZD' R �(C•ISIiw SW) --- , DI .2,5•GS Iv 1y roJN� rL� WSC A' - /]/�'' 1E 19 }J D0,• -. 10 CR.wS'LL PR'Miy['ON y[sl• II N°1 MD 1} 04S14L SAP..DATE.'x LION.LOCK / I < I ! B,a•If L 2 IB Srl rr l ' $1 IYL ` } 1810 t,. _ /// ,I % I r 1 N[uOii!-RN PART IENCL I I - /. J I ) , b g r J' _ D.MFL 23 7YL 1 I 1 b I LRST.41 e'MRFCAAR]P ERROR PR. 'r / �( 12, g 3.3 B' : IR wrE- Ic 4 R•SIALL S'CFe D4A'x CLEAN M, I / I O / / H H r ' 1 N ]} ,lit _ T7:TOLE r i _fL _ 1 U [n5T,O'PK Y'RR uu•KR N.$a-e,. ((yy l' r /I fir]B2fE - ` ' ]IZSis L LYS 'OO }_• •,-J}i[-_- "---'736STC-' ✓' I �^ , LAST. ] 2'9 iP�l I Lcs* q'CNLC[a,u RR[u-C y0-1H.e I I 'l i l, I v \ T 't la 66/C ��T r5 Ir ' •�, •r r"\. --- _---__ 3 SYsa. 1. 'IJB gt }qlr< p I ' 1 1'• •`¢' b 0}, _ - SS Te J31C AREP 9 h 3 1 1 b c i}sr5 21 fir I Ie DC4"S U[�lRX.. )N LRER v-o1D`RR I I `I I / , r la f 5 L .Olrg 1�'➢D,�/ ii}g.5/f/ �T I. _- 1, ] -_ S) 0 B]fs I - C4AFSIRUCT BRC-s A,E .K.SII Pal R. `'\JJ _ `'✓ wxALL 6- a RALLFAL R.laR nul / ' / I 1 r ;\ T� �• M , Q ewlx,Li a'rL']y PCPl Dcxx./BWF VAR(OR I I®® I II Ig>- v'_-'C3s Wiz♦}-M'I 1t9 ly_%-/ /zl• �J 11-j .5/1 r ) 19 Iq B}n!%M /I `�•I. ` I11- `ERIp �. 15 - s0 . arslRucT G aare FACE PEP DEAD.a L [r. FH6t ' S iI�rt CONSTRUCT PCC WT11R PER C(1u1 ID ERTEL. T. CWSRUCT S VD,RTO RR OTA I 1 .i. Cq SrRVCT MUSS RAUP PER REFERENCED Of W / C 1 ,�' r b x r �'l �� „� ?,1-fy_ ♦ 1 `_� / \ / ` l-I Lyl A5 NOTES ® F Voscrs PLANS PRF P m L DSC APxO P[R LA,pSCAPE l l % a r✓ i POLY IJ.>y' _ - - S /( 111LLK 1 f Z ^ ® SIAU w[6 slro(T ALI ® r rO[ rE aTI1R.c .4'("_ qST a:9HrN Ir ezr I �5ry ' �. 1 ® STING PORR ROLE r0 SE MOATS ANo ROMP �r S � Ip'JNc �aBfS\]I,12r r 1 O LL\[10 BE wsluLED UFC,n ( s ] s 1 Y(4( � lFP\,) \ / B r/ I I b , Nc` 1 I ® RFSTµL DERCTALLL PARING SUPTACE X'AV PER (^,, / I F,r' 110 ell ' 1 N 11 B�'IC 1 \- / I \ I 1 :, I I ) 1 CAMAO R.AL(IRPfJTED OO ) ( /. / ' /� LL+JI im °/IC� )�� F�j ''v] IJ 00IC�] I, I I 1 w p .r•T. ,GOLD PAR a,AGO.LYA w-.PER / I I '.♦ - ' ?h A sr of I \ HOPE LUfHER6N 1 I 1 .•y: J- Q1Aa aB ONI WET r.((- / � � I +r 1, p \ RRRR��` p � _ I Ir - ® wST.rADNO MASS ROa Pm-RAP-ID5al2`D '1 }}1 r 11 r c �J 10 CHU H `� I It Pnwr D[ru caps~ 1 r' r- / i r f ' !I re, Y ♦ zl IF'S a] - `` LrE} I \ FFP 102A 90 ` j� Ts1 f I I I i I ! > s W DA corwl x:IGRAt F[R ARatRcrs n.N (' 6 11 r `` // / Y I 1� �i an°E SA rD DRuv ,L uw wux.,I RCA rr I I �. } _ I PAD=102Y.90 3 z I I 1 ISF ,� .,sr°FE.Li a'I•uC/4vs mRPI PPL IR CAN fAL^[ I ° ;k ' i 19 r- �➢rf zj �"-® I \ / r�!��;� ,AgTRlpli PL wsTyL e'TS/•iBs mAN PR. s ux rAN1E r({yJr I / ,s l f • f l Us ( 91rs, zr aC151Pi!atCN SEW IT RYS N ) f , FEv G+smA s-ax..1a em ss-s 1 !: /I o�I ! '# A. • rdnlvlAa m rtxGE nP GALRDAw. I _ - �� II / U I L _ 5L O a _ I rDPx..rtR v sE_1 ( cull a /., ! . r � � � •� rue.D[n(LY¢%.C1ONl+LEm K.GElr lama X / / 2 ) t \/ ` E'I I QxSIR.SI IOER RCLL \ I I I22 3)IC / f $ J C jJ g�C• ` ,I _I I'd LEGEND & ABBREVIATIONS: l �S sq .1 .1 vaL R/. W.T M XAT )! I C' 'r� / ! lj. I liJ:prrS♦1 ♦ `usry M1 I�-��./ '' f ` ' 3A.]� / elr-rH 1\` iC T07 Or CLi® A HER mm MR B RRURr, MR fJN CDI®R[Iunv ) 1 /+ I / /2J / 1 !'Y 71 -/` a•` }I Gets�' 11\\ PH PO],1?wit&NIUdLC, ^ �r `� i .J I ! 'blINV 2(I 11 f B9 \ T+BIrS & &Gil CIIRvL ` N 1�9Tq I u c ]I� I OL N� $� , 2 , 1IpyII / 9C. ARTVL Cx P E(IENCN) ( I I,1 Bps Co. CATCH BASN /, EIIC SIN L)PER FiPE M Nl RI s 'riDS F.P. ngLES PAituUD 1 /'�[P EDCC M PAVUICNr , L I ' r •'1 I\ \'zjd F _Dss---- \w- '.! Ja I II I �+ s.D. soRu MNv 1 0 ' r a ____ Tc �. O",(P r i ; 1 22' , CM1 EDGE Or,R,VLL '(5 / l ' (iU`rr t iL JIBS' YIC 4iy L } a 35 Dli I 1 1 'l Fr 'IRMED FLaR REVAIivI ,Eir/ 1 r , PAD PAD CIEVATIW 1 -I' a _- Nl 6 T 1tt TA. s ]5 3}ICBM 1A ! 1 W XI VI PRINT N ' I : 1 , 5 DSiC 2 s 9 SYS / ✓ '_ CEL.J ham: 6/ \r-\) };s _ 25.ilci LP LOP PONT / -i l l 6 �$ rtLi LIK--I (p�� 9iF 1I g An 04-� CWlxr} H I .�IJI''1 I 1 •y I - _ P alAGE[IEAR 'l Jl ,Axj /, l KI i I' }] IOIC '� _ L RI q 1 " -- _ _ _ 0 bi 2. 97 "L F LOP LINE I \ - CJ]AY E�♦ OTI I f0 FIMISC d,ItCE r ' '; / 1 ', _f � f M -�i1 }�s,rl II 'n.SiFl S 35.61 '.n,l'.L r �.`A Jl.]OIUA i�"E.,} T. 1!!'Ci tml 1 I! f 1A J�,V Ll f� Jh5 ��t 1 I 15 IT `V 14 9/AT05 Cl/2 B.M1adl� I `C- R TIP 6 Fmiiw 6 2C; 5 y EO Crlsgw 01RF0 I l/ J ,�+ >i 1•,9r , r 0 ei rM TOi I I / 11 CLxTE}RIFJE I , ! 1 1 !r5'C C�I.S zlra9r$I I _ _ _ - n. - rS JUIn"EIC�s I // ss.�Bl_.� ]9,6]rf6 I I' 4 PR[IEWT LINE 111A 1 -Nv-€N%t A Br C8-_ n }A.B1t$. 2S TOTE, 3 '! 6 1 ]])A1C1 36 ,Br�IGEd p a5.,IY NOYS I 1 r ME CMME CEIECTOT CIEC< P��.�i�' ///f� j • •, �� 1i.1�]TY P I 2A.lTi A 645 ]� lG t 5 3Ar5 ! ,}SL FOC FIRS ECPARI Ni LRRrECIIa: Vy I--5 9�/I �6+iC F g \ \n 0' 2A.. iC SA 25. 2B_.IWC� Jl ,6T )9 /"3].91 00 I _ PIv PVii INDICATOR VALVE ` ]t T • 'P YiM1i_IO \� I ,'. 3..11r ]L_ j AJLC y n}A f 39 _ �.,�` } J 1rYL r "9- INE 4tli (AS NOTED) 01 ti 4 r{� 5 ..RS 25 6l IC»�T3' �25 JiiC 1>_ N: \rJ 35 l5 '1A 9Y5 REl ALL PLiPLRFE- A II,CI- EXISTING CPTa.R °D1r I�i 2]ADL - 25-1XS [21-21rs/>l.]K + `1 A 1 to •lS 1, 25 5XL HAZARD REPORT By 6' P-u E N BIFCLGJ ] 0 t�(11Fa9i ' A ILE -1„A- AlLPP3D C1RAl la: �),D G }LLG.I A ; ,'� \ SIFLQf 4 l\.1, 0.1s -_ r( 'YN�.�N.�Q 11 :9" -- _ _ -- Q _ ` GRAVEL US OEMs R EPR -'� \r E ,61.1]" 2 + rnT- - � n -ti / ', Ens,l MCA PS[E- y t- -_- sui FENCE ' ; /r }S.o.IFr,1 i_ rl R•1 ^ ' E.RTwu„E r.u,� ,.. �.!, N KRc- .. ADA PAN TT (1TJST[)- �RAMi EXlsi. .v'.r. l __,T+_ T-. _ '/ / .� y L, PA- .\ SEnlaI LETTER ;/ •� / ` .. . _. -^ _ r _ /�'C _ _. �' �� LD15-4313 I LEFT,,.EiD, ; / _ 1-:i_. `. - - - ' / V / 1 - r r ..G-- EulLDly.ui suor DETAIL LETTER f Ix 21� - -' �.` : `I I eVl[R[D rOi mFLI•,Q.nx ,' MIND Dlvem AammILITL oa. • el LEE•NxiR i ;� /�, ' �. i .,::`J"�•�I-, - - -- --- -. - _✓ ,_ter Jl J,.' ARma ft T i�1 rat DAR w PlY.vovs .I:c'0 On:proR By OFF q SHEET No. I\• 1 SALE *�"G�6"i: s, irc. ,rc, yr �°"'4'AED B" aim- Tll IEQJ. TiLRE'� CITY OF TEMECULA OEF'ARMCNr Or%]&I[ FORKS DIAL TOLL FREE ,^.__ '' ..•,„c _�,�„ ,o TEC ]�(aP`CoIQ�T�.L^�'$IQ�T'�' y� I-800-227-26DO a 9.OpF R°r ]DPI ALt1P2D B,. w.r- �fVS�IIJII.Tl,LI�Til'�,HNc- PRECISE GRADING PLAN (j A C'/ Ai InL i.o wn ,,, , ' s• ms- IDRRq•n.e�,ws/al,DceD, TM 3552 - LOT 9. DAIS-0783 KIM rW ONO "? SAM'0.MA,P LLN9 PIPT,CHO CALJF ENIA RD Rt, . 202,RTEVEC CB1CA 92 91 HOPE LUTHERAN CHURCH u912 RCE FAR 02)9 293T] RANCHO CAIIFORNIA RO„ STEP T02. LE 951- CA 92591 VrIL.JWxo LPTL 4[PI Or siNKm GAIIaIpA x/+ RCC xR. iCLEP14r:E 951-b16-IDIB FAL'$Dl:_C 951-6]8-119. • OF 5 SHTS' I rYa - 6[Au.BOK 1w aWr LIN[.NPS 1.fl' KgvA ' INI 169NINE: I¢IlCCIWIIID IS r➢/M / OS 1[v 9M1 Y-P I AN (IA210'Y.r15rL•lR5) 1' 7 wSaPr OR n ro l.Y 4O[ n% /V wD. OSiD]S * // /.„ \ •ri C 51-w-PbACE / COOPT T_ T_b- T YIN:4Y"I . 18i16161 CW02r[ PAR'AA.-ARN`T /HEWA VI- !• -4 cl(tOVCF[JG \' 10 lw BWD.NG M A.ri.w (`��'jYI[� w/&Be..rl ��\ \/ '�O/ IrOo)'x rNlw wYc� ,y m•Ow AI •Y )[ID)Y RM 4 I I -I -0''-IEFLITI AND W :CS 1)tIDEU w9C VCSX r \x f.✓/• a1I •R.N¢ NAv ATTACHED TO•4A5 \ NAN r uUrOPS ¢rtCl.r¢I .rrt wxm[-.uv'ro \O•PQP413�SR54�oc1 i�v1 w NEI OC. !• PAP:a1; rT� Sn9¢a pOOLe P 36 HIDE PCC V-DITCH WT to Sw[ .- __ r 6•Dw.cwq[lE :Y•Y a rt 1 °.W b I l )Pl- 17e'/.!/•. •I- ___ E I S.0-p REBw O]!OC \' _ V " i. 0� 0-P•ND •Mr Kr4 MPR. - 15 rr W.I. L r' p -rZ•'+- ./C[NC Y4[R rNTS,r SC(Wr `/ \ ( y l Y Sr ID 3P1K POSTDIA T r-R 6ri VINI¢L CVC.401G]w14 \'L•• L A% aL wR lro C4v .[RsO• l 3= It)A Prvuc SIZC I[F rl•N F wL��' �4 V u0 NLL)P.xim .(0.Om05 !�.- I'P- < v µ� 1I " 'r '/\ I A`' \/\�• 1 LO Pu)w"10 H T'llt w Sr I I[ 1 sEP l ~l s•e� 5 �e tlCCi u.w u r. ','N-� 5 1e.SWa'O51 Irty/v.�'/ / \ ' Iy 3.a[...xr- t Ir6 mu rs nuYSn.R r<u.M CLV.pxn LO•(M:u4t 1 61 SAPIS I}J)¢pvT tl. '\„ jL yLf•/LIKL Q IE•OR.•KL gAD IS[ Y[Duu BVOPr 9�[[O i�21p rrP Mr rCIL4kiwi u0 1YxHR O •V. xrQSSH(STARES(P4+�) ]I TPA C.P..'Flow,Ml Al/. m d yl �r •i- _IN) 1'-0'01. OOC r¢II% q•KL bm Ix .14, --. ,y / / r rN5» wA'yS 10 Bf IPw](0 ww`'aCPclKlo m1�11LE1 I 10'-B- I]_G t ALL PwaD M5 AW sTa+c ¢i REL w•CR vra !' war 'ir�:° =_( . BIOBIO-R�AIE DETAIL Jlow-JRAVE¢II.aD.1 w nxL¢mfw n rtwl. fit-- DVLL A RAVE w R DICCM1D IT M O/V@ © BID -RETENTION SHALE WI ro H/A[ O TRASH ENCLOSURE (PLAN) Ym ro YrfT OTYpICAL ILLUSTRATION REST M SW[ ® SYMBOL OP ACCESSIBIJTY NOT To SCALE O ACCESSIBLE PARKING SIGN WT ro SCALE L'_ J6 um 1 R.ITTE (8501Yu 1a.RL .•0C s1.S.U� 1y. r.c.r.KYNf /T rI K ABLE AT, is(r YIN11W I t. I I ¢[eIOM U R41 �1 f' YID FOIIU I_ __ 9¢C 0.R Rw ..f CVlrl y'e'P C, PAKp.1 ON.(II• rh SYNAKra / � ar II�[N I T __� s IH. I_I 1s' I'• �I t sulN- ¢nw•rONs. 19LS ERISi 5 r1 YININ.0 _-� r. y191µL¢FU¢CIwdOSC•.n TIC /01�C(e10t11 iLP Rµ) "I 6S'/ 'l //7. v/-``\ \ \rV I Jrr�ulNw\ I / / \R.l,�✓ 1 rt.r.HE RN lYRE IT Ar'USIOUT, 0 W 6AHW HA50./OCl FHMN IL ) STEW J IS Ia.L. -� {ItCD el .< 1' OE➢M • O ! .CICv,A WS4[9w'ON l¢.Iry w •V:Aj Y A ¢,5 �. SQ.TIfD wCTQLO - \ rL9 Rw T xl�///\L ULN 4L r . -// 6 u1N. PE5(wl.r \ Jl/ rr rr. neazne uecsrx rxwlH xmsssr • � �'T /r51¢.LLLS P.v 0 PIrFVAN \4 f \r4'% ® 0" CURB FACE DETAIL - TYPICAL WIA IO P.C.C. GUTTER WI ASW[ Stun 6--1NICr( ¢c4CD NN( - K4S51 grOr BASIN. 1 r r/, / 1S1Cp Rw J x'. ]' 1 )' 3� ]' '\ \ \ LATER OOIAYEL Rlv-wP /pp rDi FILL ~+�- 1• TO J-tnir¢OI IC PEA 0.w I I I I 1 uM / W A TLFILE INSTALL.2-LAYFIS '.f `'..._ GwKL rrN volt\r 3 \\ NAla;y/uw Amss�[ �[' 1. 6 Io-wL nR.'/ - 1_ _F3RA aM• 1 14 PAE.Y SOTS P Lr®Br INPEPT"OUALL sl[C S II I INFILTRATIQNd NCH DETAIL 6-ntAl1 s4o•T BOrr a o.LR AW.ruJm IT ee 6B RIP RAP DETAIL WI AYu[ Wr ro ,.•. O O INFILTRATION TRENCH DETAIL Wirow![ O2' CURB TRANSITION DETAIL (FROM D" TO 0") )I 2' TYPICAL CURB OPENING DETAIL WI roSC4t 12 is VAN PARKING ACCESSIBLE 1= PARKING SIGN WITOSCALE LEGEND & ABBREVIATIONS:- TREAT cl A, r ------- ^-ri_ j_-__�__________1 j) ♦ OC FOP Or UITEI REE • I �I -------------- / 1 OCR BEEN CURB RESN fRSrs , 1 ENT PONT CIT ARTXA�:AETEPSECT i. Y� ��-�0� 1a.10 B.c ¢cN Ka:lrx c�vs USOP 'CE, Dig. /J •' INiq P_C C. f]wNLJ F� M CU xiRDdL LUM x vL xtAO(K CLM(LDAGN) 1 d x• ss¢ c.e. u¢N eAsw �' ix x '- ;3rf I 1 T y�Tq 1•r� �1 s SECTION C-C Sit Sunig rw[Xrowa 12-!' ('y • r_ i �. - �I•��jlC ' SCALE: NIS r U➢. ME OF,P�'EVENr �L ,I1lapllTTuu�9 I In. • x• , ��- ' ��i 95t� 6' 1. 1✓EgA O r0' O.L ^ q• [➢ CDC'E a PAKr2U 1 1.• rs 1 �,J(. _. 1 DyLa I-i r so, SIDL,DRAT] y�filG 1�.5 2 Dllq P.0 C. C"ANa n rw:slo nml M'u1w (��/•' • __• , �7 •� �` ^ EM ME OP TRxKJ wv r Z - b5M1(Y'�\•-1 -1 EG 1 .�) / • !. n i PU PAID LLLY•TI¢I r f 1 •�• \2\M • , I C r -' 9 D? rr \Sl1 ,p 61 r' I. \ \ - i n rP LosHIG MINT u» 1 1B 2- , / r S). n V IO1 y'- yl -J ni V LOr101Nr LEW J [ ] AE!c SC4C: I'•f0' _ ______ ____ ,-_____ I 1 / I I v __- \ rl � 'r Z i �-1•IS➢,SV OIb'OC �b'x6- r010..r u. j ® FC SNED�•� 1 •,Mi[� I Ti' b 1TO OP ff eALL 6. •'liars e SCALL r•1o' On SECT I ON D-D rr W f( ING, 13 a" P.C.C. TRAPEZOIDAL CHANNEL v.r, HIS EG UISIM ma.n 1 3]SIC/ I 3•_IQ LINE 3 J] 1 ! 5 r f @N[0.IK • .n //�///111111T tr AxI R 1/N R P. `Nc LR[9ETLCICC OV OCCR S •_i CO'r 4' N'• 3'• x)'. 65. 4' D'• .' 26' 0' • lot riw[[PAR trENT CD+ECr IDI BUILDING Plv IA51 IW¢•lai v4vE L ` r11102. w ._ _ SLOPE (AS WILD) u4E: r-1o' I - ,J I 9 AA 102s 90 _ _ ., -- Eusn c m:r¢a r_�__- 1 D Q Q! ��f -low- PROPO9C0 CLCV•I lON 3_3! III '/,� 1 1 L-RAIL IL �rryit. CIR/rl:l LlrE _ wlt O'16 cn E &5«q E[FY DC x. nie'.- g, t'�,I ' SECTION B-B •r�r_ ` )�)i 0 -23 1 I ! /UI SCA,E. NIS R 1 J! Q ACA PAN rxDl r - R e. ... 1 I t 1w r 1 3 rr 1 ]!1`• _ 20 - 12'• 6A'. 17'. 6' .92'. 6' 3.'• ]5' 1 1�- x' ' 2•,� • --. A- YCTICN LLITER r r rs BUILDING 9a"`I6dI-� I- saTN•ER AP. J rr•10N 93 PN�SWILIAD A {•\ 2J 6II5 N' ' Cr OYIN PAp-102!90 ,v h/ D-G`Iwl'.A x nit FENCESHIET rLi•IL LCir[A C L1 F_ _ [A !PAIL FDQ \'' rs zf cs f rc \�5 -rAc*4 ' r.m¢ ©' 6 C. _ 1 t LD 15-4313 I ` �_ -1 -` 1S J 19V rCQ 9111DIG 90 54CI1 L�\ e QA d SECTION wSA-A • SC4L 1'•10' SrxC r-•'0' Yia LJ w: � T ('1 , wrc Nr cc1'•swNs ACcn sT'0: `pa� Oc.gT,e q Dr- e, cn.f.ra M AmwaimrD Br. CAT_ SHEET No. 11lT' ! T Ec G S g� Q Il E SJ[�� CITY OF TEMECULA DtpARmrnr or waK ImmTS // , DIAL TOLL TRCC r L. ii M )+'�� » XT) 1ZTQa' F _ I-E00-227-26DO s sXOwu a 1°= AccEATo 6, CAT_ �S Jia"`000/// CONVULl.AI'rIs.RIC. PRECISE GRADING PLAN 4 '•' naps. uRM TM 3552 - TAT 9. PA15-0763 / At U411 iW DAn �-' �� N rANn a Ilrlra' glv DVECIM(X W8'L•OAS/w'rALM(P LAND PLANNING. CML ENGINEERING. CONSIRUCTION CONSULIANIS HOPE LUTHERAN CHURCH 29377 PANCNO CAUTORlw RD.. STE 202. TEYECIIU CA 92521 V/A Roc NP •Jw RC.E Iw •6Z • TREFW].E 951-676-1010 FAC5W.0 951-dT6-229. • - DETAILS AND SECTIONS OF 5 SHTS IEC[L3011r.'1 IIv'af 4IR(!SMr[M fA'JW. ' x•Lv�.i`ln?'-.W�s aJ.. yvCsirw..v u0r. f.u.�rrnurrric r.TJ.0 EROSION & SEDIMENT CONTROL_ PLAN --------. _ I LEGEND CONSTRUCTION NOTES: ----------- IT, -----_ c" 9 ® mnm�c+c.cc.mnl tx naz,cnl Du,u D�i°oia C— � LOT 9 , TR3552 MB 56/63-66: 9 P(R aLraP..uxvuTu Du+s-e • p �Q'Reb DFlu \� —aT `/CITY OF TEMECULA, COUNTY OF RIVERS_I_DE, STATE OF CALIFORNiA-=J_ --- �' gym. \ � / Q 5•/AND CIXKiKIR IQI4 PER RIY NR°v pCHECK BERM DETAIL / nnP r.9s IrvV /Bw[ t 1 / `/`l r 'S r �r Imffi, J n WORE O�D n pSILT FENQCE DETAIL I 1 I / .(0 I- - J / -a pSTABALIZED CONSTRUCTION ENTRANCE: 1 1 1 / / % I 11 ` , (( t�-JH'y 5[D Ti aSwR wii[R. l l / 1' i µ JJJJ""""��/ .' /j`I i r`• �/ 7 �' \\�- .`�1 / `I �,D' 1 KI eA1A•C SEED ME CRPTUREO a B o! / // I/i/ 77" / , l } /✓ aNwD rR[ POLLS 5'-1a aRIQILP , `/ _ _ \ 7/ I I HOPE L HERAN ��t -'1 / l l` _ ' -� I �� CHU�H v ,? � - I � / . . �� Rnut[Rr RDus WM •i 'l/' l FF=1024\\90// _ 1POLLS \ I PAD=t029.90 '`L SIRRV RDs uusr SRRLL ly^RitY.Bui SPla``�aPEER r)S ,' BE PEACCO.La:.'. L'sal •v PC 0 SIOPC CCMTOIIR$ SLOPE i /. /�j. ;• �/ i \ \I / 1/* I / II SiECPMSS i FIBER ROLL DETAIL -�- .J/ .ap,FyYC auyn rum ecR / '/, 1, '�- I �' w� I I I l i l • RH _ v.P aT D LEGEND & ABBREVIATIONS: I �' // �iJ 1 - it rro i/. TOPOl my I / i 1 Iy i l !1 I \ r I/ BCR am ane x[r xiu m POrnaM V`EREECI I / /� I i v�l FRONT VIE W r�rt o ylall`IDLlami� 1 /1 i E,a - I I vc. v[RDCAL arts(l[v4TM) /I : b `_ l I _ ]'m C.B. b.'al BISIPI SM SUPCR fCR MDPAIII r l , !l J�I I ��qp9 I I ! -- V� 7 1r I I ,P, rW51YD P.,[YEM I2 ,• /'W I`_ I 1 '4/ [P IDLE a PxvEvaw V / / ' I ` �1-- ;.. :. SETv.D. EDGESTOP wn I .�/ / J ' . - t4_1. �, _�I i - • ' CROSS SECTION Pr m""D - �` 1 rm wD CLiv.na+ ' ��/ r'\ �/ `I\ 1}r 1 1 ✓ 1 - I I L_- _. .10,MITI GRAVEL BAG DETAIL m N ROP Lift rs FIBISr(DFlfll SIPF.Cf W I �• l/1 r' l: / -ti_/- -- - 'i, II 4I. I• TOP cl, KL 1 ,� ` I�f •� I _ - - `\ `�I• _i __ I _FIB iFTORl!FDOi iw 1 _ PROPF Dx Duue aTECTDR oa c ./ ( s• \ I ' I I loc Fla DE-TIEYi D CCTla: F j'(' ®• /'cam �' I I /^. Ply M5r IIDIGTDS myt �!/ ,1,�•�/ -�IO2y` \ - �- _ __ .. � .I R fi0 —,vb PFOP .CLiv„r ]0 10 0 )0 D Nr/FILL UIC y _ — _. _-_ _.. 1 - L_ SC4E. 1'-20 LFi1LLL B.L.CICCF BEP. \✓/ .I'`� - - - S 'y,�. l -• - 'i-r-� D ' / ,'i/irT { --,-. SILT RlY2 // I -._.- ` ' �•Y _ / / / ] / 'r` ^L• � L.,�..r`ti- -/ , r - I - T I . .._.l. _,-r-•I,...1 y - -r -_,:•. . _ �h� LD15----- r i I / i I /i B111DIw uu vro. �� ``_1'� �� `\ '�`- 1 � � )' � i I I I i � �- '--_- - " -"� ''�\'✓, �T�-N I avlfm lra Drava Pn. • / 1 nnE x•DURaKIM D i r wrt a R V.YY.s Lccro Kµ[ X nK WIEC Yn "r qua D. enecLn a„ $xEl7 No. sr TEc. Ivc. sti 'R�Vi6^Bm B.: a=:_ �'a STT.E� CITY OF TEMECULA DEPurrunvr EK Paac BVRRs DIAL TOLL rREC ■ �dJ ]vjaT©DtiI1 rmarr . 1-800-227-2600 .s SVO.0 'r •ftex �.: .FrErm eF: wx— A !ld � ,�. .��. ,5 C a EROSION CONTROL PLAN- ,' `•/ v'B[EAST w R �` �• 5"u:.lY 6 MJIDN 04LrW p1 LIE P I,On a4+QP [AY] PWIt I40 CML CNW%FCRI\G. CONSTRIICIEC CD EA192 91 HOPE LUTHERAN CHURCH N/A • at[RP. uxB2 R.CC 1, RB}A �DiRCPx106''EE 951J676 019 SrE.F°.CSurLLE 95 U j29i91 MIXRLVNRD:< [u[PT>L°IDRPN uuan0 - - PLAN VIEW & DETAILS oe s sxTs Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 3: Soils Information Geotechnical Study and Otherinfltration Testing Data • • Page 143 12-1-2015 PRELIMINARY GEOTECHNICAL INVESTIGATION HOPE LUTHERAN CHURCH LOT 9, TR3552 PARCEL MAP BOOK 56163-66 TEMECULA, CALIFORNIA ° GEOTECHNICAL ENVIRONMENTAL PREPARED FOR MATERIALS HOPE LUTHERAN-CHURCH C/O TEMECULA ENGINEERING CONSULTANTS 29141 VALLEJO AVENUE TEMECULA, CALIFORNIA 92592 MAY 5, 2015 PROJECT NO. T2630-22-01 • GEOCON G E O T E C H N I CAL ■ ENVIRONMENTAL ■ MATERIAL S Project No.12630-22-01 July 28,2015 Hope Lutheran Church 32819 Temecula Parkway,Suite B Temecula,California 92592 Attention: Mr.Neil Nevills Subject: RESPONSE TO RIVERSIDE COUNTY REVIEW COMMENTS DATED JULY 23,2015,GEO 02440,TEMECULA CASE PA15-0764 HOPE LUTHERAN CHURCH, LOT 9,TR3552,PARCEL MAP BOOK 56t63-66 TEMECULA,CALE'ORNIA References: 1) Preliminary Geotechnical Investrgatioa, Hope Lutheran Church-Lot 9, Tract 3552, Parcel Map.Book56163-66, Temecula California,Project T2630-22-01,Prepared by Ge000n West,Inc.on May.5,2015. 2) Fault Hazard huvestigation; Hope Lutheran-Church, Lot 9, TR 3552, Parcel.Map Book 56163-66, Temecula California Project T2630-22-01, Prepared by Geocon West, Inc. on • May 12,2015. Dear Mr.Nevills: Geocon West, Inc. (Garcon) has prepared-this response to Riverside County Review Comments (GEO 02440 City of Temecula Case No. PA15-0764 dated July23, 2015) for the proposed Hope Lutheran Church,development proposed on Lot 9 of Tract 3552 in the city of Temecula, Cali (imia. This response provides the review comment followed by Geocon's response for ease of reference. The Review letter is appended herein for completion. Comment 1: The consultant should provide any additional information/data fl.e. stradgraphic correlation with any other units in the vicinity, estimate with cross section of materials removed during prior grading, etc.). Response 1: Based on the USGS 7.5 Minute topographic map for the Temecula Quadrangle (1968, Photorevised 1975) original site elevations were approximately 1040 feet MSL. This elevation also correlates with current roadway elevations at the southeastern portion of the site on Vallejo Road.The site grading plan indicates the current site elevation at the location of the fault trench is 1027 feet MSL. Therefore, it is estimated that 13 feet of cut was performed at the fault trench during past grading operations. These elevations also correlate • to a site located immediately southeast of the present Hope Lutheran Church building. The 41571 Coming Plow,SuRa 101 0 Hameln,CdIamia M627065 ■ Telephone 951.304.2300 ■ Fox 951.304.2392 • site is located approximately 530 feet southwest of the subject site, where a cut slope exposes sediments fiom elevations 1028 to 1040 feet MSL. This exposure provides a view of the sediments that were cut from the subject site. We did not observe faulting within the cut slope. Therefore, based on the presence of the fault at 15 feet below ground surface and overlain by a paleosol within the Pauba(13 feet of cut plus 2 feet below ground within the fault trench), it is our opinion that the faulting is older and likely a localized secondary rupture. Comment 2: The consultant states that the fault at this site does not pose a rupture hazard at the site but, later stales that sympathetic rupture is known to have occrvred on inactive faults during seismic events. Please esplain the difference between what appears to be the consultant's distinction between primary fault rupture and secondary foul!rupture and how this does not require avoidance, Response 2: The fault observed on the site appears to be older and localized as discussed in Reference 2. Based on the apparent limited extent of the fault and its pre-Holocene age, it is likely a result of secondary rupture during regional faulting in the errs. Regional-faulting in the vicinity of the site is active along the Wildomar Branch of the Elsinore fault We did not observe evidence that would suggest that secondary rupture has been active within the Holocene or • that it poses a ground rupture hazard at the site. Therefore,based on the evidence observed, we do not believe that avoidance such as building setbacks are warranted for this site. Comment 3: The consultant should provide the engineering data,utilized to conclude a mat foundation is adequate mitigatlon for ground rupture at thJs site. Response 3: Although we do not anticipate secondary ground rupture to occur at the site, we have. recommended a mat foundation to mitigate structural damage in the event secondary ground rupture did occur on the site during the lifetime of the church/school structure. The recommendation for a mat foundation was provided to mitigate ground rupture based on anticipated type of possible secondary fault movement at the site. if secondary movement does occur, it is anticipated to move in a strike-slip manner rather than through vertical displacement Based on the anticipated lateral direction of the fault movement, a mat foundation would be better able to retain structural integrity than a conventional shallow foundation system with a concrete slab-on-grade. The project structural engineer would provide engineering calculations for the foundation design to the City of Temecula building department for approval. Geotechnical recommendations for design of a mat foundation were provided in our Preliminary Geotechnical Investigation report(Reference 1). • Project No.72630-22-01 2 July 28,2015 • If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEocoN WEsr,INC. �yg�ONAL QFo O� A. � t6 � QptJFEss� NO Lisa A.Battiato Chet Robinson CEG 2316 GE 2890 Attachments: Limitations and Uniformity of Conditions Riverside County Review Sheet dated July 23,2015 Distribution: City of Temecula,Mr..James Atkins,delivered County of Riverside,Mr.David Jones,pdf Mr.Neil Nevills,pdf Project No.T2630.22-01 3 July 28,2015 4 bu ui mivuisluv Lru ra":J31—JOO_1016 JVI Al 4U1D 10it0 r, ul l � RR116 �Q ! X A L A RN I N G D .E PA R T WEN T sreM were PknnGg Dbearor July 23,2015. Pages 2 (including this coven) City of Temecula Planning Deportment FAX:(951)694-6477 Atbea ion:James Atkins RE: Review ComuaiWs GE002440 City of Temecula Case No..PA15-0764 County G$ologic Report GEO No.•2440, submitted for the City of Temecula Project PA15- 0764 (Hope Lutheran Church) was prepared by GEOCON West, Inc. and - Is entitled °Prelimingrli Geotachnical fnvestigation, Hope.Lutheren Chuich, Lot 9, TR3552,'PWW'I Map Book 5tl/63�ft Temecula, CalifomW dated May S. 2015. In eddfion,'GEOCOfJ prepared the following report for this project • °Fault Rupturer Hazard Investigation, Hope Lutheran Church, Lot 9, TR3552, Parcel Map Book fi8/5366,.Temecula, California"dated May 12. 2015. This-document la herein Incorporated as a part of GE002440. Prior to scheduling thja project for public hearing, the follcpMng clarification and/or additional Informationshail be submitted to the County Geologist for reVtew and approval_ 1.. The consultant should provide any additional infonriationidata (i.e. stratigraphic correlation with any other units In the vicinity, estimate with cross section of matafials removed during prior grading, etc.). 2. The consultant states the fault at this site does not pose a rupture hazard at the aide• but, later states the sympathetic rupture Is known to have occurred on inactive faults during seismic events. Please explain the difference tietwean.what appears to be the consultants distinction between a primary fault rupture and secondary fault rupture and hclw this does not require avoidance. . 3. The consultant should provide the engineering data utilized to conclude a mat foundation is adequate mitigation for ground rupture at this site. • RWmeide 01ke•4060 Lemon west, 12M Floor Dasatt ofew•775M O Duna court P.O..EW 1409, RWarside.CeTifbmia 92807r1409 Palm Desert Ceffornla 92211 . (961)9S5.32W.FQc (8�t1 t 1a11 (760)ate- M•fax (760)66&76W- VV VI I., ... ..Vi 11V , an.aa,-avu-IV11 VYI L/ 11.110 10;4* Y.UL • ft Should be noted that no engineering review of this report or formal review of provided building code information are a part of this review. Formal review of engineering design ' and code data wiil be made by the City of Temecula, as appropriate, at the time of grading and/or building permit submitial.to the city. Thank you for the opportunity to review this case for the City of Temecula. Please call meat(951) 955-6.863 if you have any questions. Sincerely, RIVERSIDE COUNTY PLANNING DEPARTMENT Steven Weiss, Planning Director a L. Jones, CEG No. 7283 Chief Engineering Geologist, TLMA-Planning • ca Erg/Rep: Temecula Engineering Consultants, Inc. Fax (951)676.2294 ApplJcant Hope Lutheran Church and School,'Fax: (951)6943451 GEOCON West. Inc., Fax: (951)304-2392 B;%GeoWTemew1e Revlewe1GE002440 mmments PA164794.dM PRELIMINARY GEOTECHNICAL INVESTIGATION HOPE LUTHERAN CHURCH LOT 9, TR3552 PARCEL MAP BOOK 56/63-66 TEMECULA, CALIFORNIA r w� l � l � �f � I � � � E GE ECHNICALOT . i lEI I PREPARED FOR VIRONMHNTA �TERIALS HOPE LUTHERAN CHURCH C/O TEMECULA ENGINEERING CONSULTANTS 29141 VALLEJO AVENUE TEMECULA, CALIFORNIA 92592 • MAY 5, 2015 PROJECT NO. T2630-22-01 • GEOCON 40) G E O T E C H N I CAI ■ ENVIRONMENTAL ■ MATERIALS Project No. T2630-22-01 May 5. 2015 Hope Lutheran Church 32819 Temecula Parkway,Suite B Temecula,California 92592 Attention: Mr.Neil Nevills Subject: GEOTECHMCAL UPDATE INVESTIGATION& INFMTRATION TESTING HOPE LUTHERAN CHURCH. LOT 9,TR3552 PARCEL MAP BOOK 56/63-66 TEMECULA,CALWORNIA Dear Mr.Nevills: Per'your authorization of Geocou Proposal IE-1372 dated February A 2015, and your authorization. Geocon West, Inc. (Geccou) herein submits the results of our preliminary.geotechuical investigation and percolation testing for the subject church development. The accompauying report presents our findings, conclusions and recommendations pertaining to the geotechnical aspects of the'proposed • development. The study also includes an evaluation of the geologic units and geologic hazards. The recommendations of this study should be reviewed once final project plans are developed. Based on the results of this study, it is our opinion the site is considered suitable for the proposed development provided the recommendations of this report are followed. Geocon is currently conducting a fault investigation for the site that will be submitted under separate cover. Should you have any questions regarding this report. or if we may be of further service. please contact the undersigned at your convenience. Very truly yours. GEOCON WEST,INC. SIGNAL pF pFOFES& #12 9ATn 4/ CERnFMD Na.zaso emcma- asouniv Li Batti ��CA Chet E. Robinson � � 2316 GE 2890 DRL:CER:LAB:hd Distribution: Addressee Temecula Engineering Consultants.Attn. Stanley Heaton • 41571 Corning Mace,Suiie 101 ■ Murneno,California 92562-7065 0 Telephone 951.304.2300 0 Fox 951.304.2392 • TABLE OF CONTENTS 1. PURPOSE AND SCOPE...................................................................................................................... 1 2. SITE AND PROJECT DESCRIPTION................................................................................................ 1 3. BACKGROUND..................................................................................................................................2 4. GEOLOGIC SETTING.........................................................................................................................2 5. GEOLOGIC MATERIALS ..................................................................................................................3 5.1 General........................................................................................................................................3 5.2 Previously Placed Artificial Fill(Qaf)........................................................................................3 5.3 Pauba Sandstone Formation(Qps).............................................................................................3 6. GROUNDWATER...............................................................................................................................4 7. GEOLOGIC HAZARDS......................................................................................................................4 7.1 Faulting.......................................................................................................................................5 7.2 Seismic Design Parameters.........................................................................................................5 7.3 Liquefaction................................................................................................................................7 7.4 Expansive Soil............................................................................................................................7 7.5 Landslides...................................................................................................................................7 7.6 Slope Stability.............................................................................................................................8 • 7.7 Tsunamis and Seiches.................................................................................................................8 8. SITE IN MTRATION..........................................................................................................................8 8.1 General........................................................................................................................................8 9. CONCLUSIONS AND RECOMMENDATIONS.............................................................................. 10 9.1 General...................................................................................................................................... 10 9.2 Soil Characteristics................................................................................................................... 11 9.3 Grading.................................................................................................................................... 12 9.4 Earthwork Grading Factors....................................................................................................... 14 9.5 Settlement of Proposed Fill...................................................................................................... 14 9.6 Foundation and Concrete Slabs-On-Grade............................................................................... W 9.7 Mat Foundations....................................................................................................................... 16 9.8 Exterior Concrete Flatwork...................................................................................................... 18 9.9 Conventional Retaining Walls.................................................................................................. 18 9.10 Lateral Loading.........................................................................................................................20 9.11 Preliminary Pavement Recommendations................................................................................20 9.12 Site Drainage and Moisture Protection.....................................................................................23 9.13 Foundation Plan Review...........................................................................................................23 LIMITATIONS AND UNIFORMITY OF CONDITIONS LIST OF REFERENCES LIST OF AERIAL PHOTOGRAPHS • • TABLE OF CONTENTS (Continued) MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2,Geotechnical Map Figure 3. Riverside County Fault Hazard Map Figure 4..Slope Stability Analysis Figure 5. Wall/Column Footing Detail Figure 6.Wall Drainage Detail APPENDIX A EXPLORATORY EXCAVATIONS Figures A-1 through A-7.Logs of.Test Pits Figures A-8 and A-13, Percolation Test Data APPENDIX B LABORATORY TESTING Figure B-1. Laboratory Test Results Figure B-2.Grain Size Distribution Figure B-3,Direct Shear Test Results APPENDIX C GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS.ENGEN. 1999 • APPENDIX D RECOMMENDED GRADING SPECIFICATIONS • • PRELIMINARY GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of our geotecharical,investigation for a proposed church development on a 2.93 acre parcel located immediately southwest of Vallejo Avenue, northwest of the existing church and school building in Temecula, California (see Vicinity Map. Figure 1). The purpose of the investigation was to evaluate subsurface soil and geologic conditions at the site and, based on the conditions encountered, provide recommendations pertaining to the geotechnical aspects of developing the ,property. The Conceptual Grading Plan prepared by Temecula Engineering Consultants. Inc. (2015)was provided as a reference for our investigation. The scope of our investigation included review of the previous project report by EuGeu, sequential stereoscopic aerial photographs, geologic mapping, subsurface exploration, percolation testing, laboratory testing.-engineering analyses: mmn and the preparation of this report. A suary of the information reviewed for this study is presented in the List of References. Our field investigation included excavation of seven geotechmical test pits and six percolation test excavations. Appendix A presents a discussion of the field investigation and includes logs of the test • pits and percolation test results. The approximate locations of the exploratory excavations are presented on the Geotechnical Map (Figure 2). We performed laboratory tests on soil samples obtained from the exploratory excavations to evaluate pertinent physical and chemical properties for engineering analysis. The results of the laboratory testing are presented in Appendix B. References to elevations presented in this report are based on the elevations in the Conceptual Grading Plan. Geocou does not practice in the field of land surveying and is not responsible for the accuracy of such topographic information. 2. SITE AND PROJECT DESCRIPTION The site is an irregularly shaped parcel consisting of 2.93 acres. It is bounded on the northeast by Vallejo Avenue: on the southwest by Interstate 15 (1-15): the northwest by single-family residences: and the southeast by existing Hope Lutheran Church. The legal Assessor's Parcel No. is 922-170- 003. The site coordinates are 33.48240 N/-117.1398*W. We understand that the site will be developed as a church with a single structure to be located near the center of the site with parking lots west and south of the building.:We have assumed that the structure will incorporate concrete masonry unit (CMU) walls or wood frame coustntctiou, and it will have shallow foundations and concrete slab-on-grade floors. The associated utility. parking area, and • Project No.P_630-22-01 - 1- May 5.2015 • 1)atwork improvements will also be constructed. Bioswales are planned within the parking lot median west of the building and along the northwestern and southwestern borders of the site. Our review of the project grading plan indicates plantted cuts and fills to be less than five feet. Site elevations range from approximately 1030 feet above mean seal level(MSL)along the eastern side of the site to approximately 1015 near the western comer of the property. The site is generally vacant and cleared of vegetation. Our aerial photograph review indicates that the site consisted of rolling hills prior to being graded. The alignment of Vallejo Avenue has been present since at least 1967. 3. BACKGROUND The site has been previously graded.Based on the aerial photographs, it appears that site.grading occurred at various times. The site appears to have been initially cleared and leveled between 1978 and 1996. It is our understanding that the site was utiliied.as a borrow site for the construction of the Temecula Parkway on and off tamps at I-15 prior to being graded under testing and observation of EnGEN in 1999. • A review of the compaction testing report prepared by EnGEN Corporation, dated February 10, 1999. indicates that up to approximately 7 feet of artificial fill was placed on the site in 1998/1999 under testing and observation of EnGEN. A copy of the report is included in Appendix C. The compaction report includes documentation of testing and observation on the subject site as well as the parking area for the existing church site to the south.The EuGEN report indicates that grading consisted of a cut/fill and import fill placement operation. Fill material was generated from the eastern portions of the site, and used to bring the western portions of the site to finish grade elevation. Import material was used to bring the central and southwestern portions of the site to finish grade elevation. The report indicates that removal of aRuvium and slopewash was performed in the western portion of the site to depths ranging from I to 7 feet below original elevation(EnGEN, 1999). 4. GEOLOGIC SETTING The project site is located in the Temecula Valley within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges are bounded on the north by the Transverse Ranges (San Gabriel and San Bernardino Mountains) and on the east by the San Andreas fault. The Peninsular Ranges Province extends southward into Mexico and westward past the Charnel Islands. Geologic units within the Peninsular Ranges consist of granitic and metamorphic bedrock highlands and deep and broad alluvial valleys. • Project No.T2630-22-01 -2- May 5.2015 • More specifically. the site lies just southwest of the boundary of two structural blocks, the Santa Ana Mountains block,and the Perris Block These two structural blocks are separated by the Elsinore fault zone.which separates the Santa Ana Mountains Block to the west by the Perris Block to the east. The Temecula Valley is a topographic depression that is bounded on the east by the Wildomar branch of the Elsinore fault zone and on the west by the.Willard branch of the Elsinore fault zone. The trough formed as a result of extensional faulting during the Miocene Epoch (between 5 and 24 million years before present), as the North American -Pacific Plate boundary changed from one of subduction to transform. Subsequent faulting then changed from predominately extension to predominately strike- slip. (Harden 1998). Locally, as mapped by Tan & Kennedy (2000). the site is underlain by older (Pleistocene age) alluvial flood plain deposits, described as mostly well consolidated, poorly soiled, and permeable. Mapping by Kennedy (1977) describes the materials in the vicinity of the project site as Pauba Sandstone/Siltstone formation. These materials are described "'well-indurated. extensively cross- bedded, channeled and filled sandstone and siltstone that contains occasional intervening cobble-and- boulder conglomerate beds. 5. GEOLOGIC MATERIALS • 5.1 General Doing our field investigation, we encountered previously placed artificial fill overlying Pauba formational bedrock. It is possible that older alluvium over lied the Pauba prior to removal as borrow material. The descriptions of the soil and geologic conditions are shown on the excavation logs located in Appendix,A and described herein in order of increasing age. 5.1 Previously Placed Artificial Fill (Oaf) Approximately 1 to 8 feet of previously placed artificial fill is present across the site. As encountered. this unit consists of brown fine- to medium-grained silty sand with traces of gravel that is loose to dense.and dry to moist. Some organics and trace construction debris(PVC pipe)was observed within the fill. Portions of the artificial fill will require remedial grading to provide a uniform bearing surface for the planned church building. 5.2 Pauba Sandstone Formation (Ops) Quaternary-age (Pleistocene) sandstone is present across the site and underlays the artificial fill. In in-situ condition, the sandstone formational materials are, typically light-brown to brown, well- indurated and contain beds of sandstone,silty sandstone,and clayey sandstone.Occasional gravel and cobble beds are present. As excavated, the Pauba formational materials are classified as silty sands (SM), sands(SP-SM)and clayey sands(SC). These materials were observed to be in a medium dense • to very dense condition. Project No.T2630-22-01 -3• May 5.2015 • 6. GROUNDWATER We did not encounter gromtdwater during our exploration to the depths tip to 16.5 feet below the existing ground surface. Perched groundwater was encountered at a depth of 38 feet in July 1998 during a geotechtncal investigation by EuGEN of the existing church site located south of and adjacent to the project site. Based upon data prepared by the Western Municipal Water District Cooperative Well Monitoring Program (2012). and the USGS, several wells in the vicinity of the project have been monitored recently. State Well No. 08S02W19A001S. located approximately 1.3 idles to the southeast of the project site was monitored on April 3.2015.At that time,the depth to groundwater was 41.44 feet. State Well No. 08S02W131300IS. located approximately 0.5 miles north-northwest of the subject site was monitored on October 1, 1967. At that time, the depth to groundwater was 27 feet below the existing ground surface. According to a map entitled "Map of Sant Jacinto and Temecula Basins California" (Waring. 1919). groundwater elevation contours in November 1915 indicated a depth to groundwater of approximately 20 feet in the vicinity of the subject site. Significant declines in groundwater in the Temecula Valley have occurred since that tune. Based on historical groundwater data reviewed for this project and data • indicating the regional decline in groundwater levels. it is our opinion that groundwater beneath the site is not likely to reach the historical high level of approximately 20 feet in the future. We have conservatively estimated a high groundwater level of 30 feet at the site. 7. GEOLOGIC HAZARDS 7.1 Faulting The site, like the rest of southern California. is located within a seismically active region near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-rending regional faults such as the San Andreas. San Jacinto and Elsinore fault zones. These fault systems are estimated to produce tip to approximately 55 millimeters of slip per year between the plates(Harden. 1998). There are at least 28 major late quaternary active/potentially active faults that are within a 100- kilometer radius of the site(Blake, 2000). The nearest known active fault to the site is the Wildomar fault(Temecula segment of the Elsinore Fault Zone)located approximately 3000 feet to the northeast of the project site. The Temecula segment of the Elsinore Fault Zone is a right-lateral, strike-slip fault capable of producing an earthquake with an estimated maximum moment magnitude of Mw 6.8. and has an associated slip-rate of 5.0 f2.0 min/year(Cao et a1.. 2003 and Petersen et al.. 2008). Dawson et • Project No.r-630-22.01 .4- May 5.2015 • al. (2008). estimates the Temecula fault segment to have a preferred mean recurrence interval of 600 ±150 years. The site is not located within a State of California "Alquist-Priolo Earthquake Fault Zone" for fault rupture hazard (CGS 2015). however the majority of the site lies within a Riverside County Fault Hazard Zone as shown on Figure 3.No mapped lineations are depicted through the subject site on the Riverside Comity Fault Zone Map. This mapped Cotmry Fault Zone is associated with the Willard Fault, which is one of the central strands of the Elsinore Fault Zone System (Temecula Segment). which nuns from the Los Angeles Basin to the north, into Mexico to the south. Examination of stereo pairs of aerial photographs was utilized to assess the local and regional geologic and geomorphic characteristics with respect to the site. Stereo pairs and one non-stereo vertical black-and-white aerial photographs from the years of 1948 to 2010 (see References). were examined. Older aerial photographs, which depict the site before modernization in an attempt to visualize the natural geomorphology. were reviewed. Based upon our photogeologic review, a weak- but distinct lineation appears to traverse through the central portion of the site it a general.west to east direction. This trend is coincident with the trend of the f n li zone that is mapped by the County of Riverside. No other photographic and/or geomorphic expressions generally relating to potential faulting were observed to traverse through the subject site. We are currently preparing a Fault Hazard • Study Report for the site under separate cove that will address the lineament. Our review of these references indicated that the CDMG and CGS.Fault Activiry Maps.dated 1994 and 2010. respectively, both indicate that lone of"Late Quaternary fault displacement (during past 700,000 years)" are mapped very close to, or on, the subject site.. Zones of "historical fault displacement" are included on these maps to the northivest and southeast of the site, which are thought to be related to regional groundwater subsidence, which caused ground cracking in the Temecula area in the 1980s triggered by groundwater withdrawl. These areas of historical fault displacement are not mapped through the subject site. Based on our photogeologic review and review of published geologic maps and reports pertinent to the trapped County of Riverside Fault Hazard Zone, it was determined that a subsurface exploratory trench was appropriate to address the potential for active faulting at the site. Geocou is currently performing a fault investigation for tile site, and the results of that study will be presented under separate cover. 7.2 Seismic Design Parameters We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.2.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC: • Based on the 2012 International Building Code [IBC]and ASCE 7-10),Chapter 16 Structural Design. Project No.r630-22-0 t -s- May s.2015 • Section 1613 Earthquake Loads. The short spectral response uses a ,period of 0.2 second. The building structure and improvements should be designed using a Site Class_D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.2.1 are for the risk-targeted maximum considered earthquake (MCER). TABLE 7.2.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class - D Section 1613.3.2 MCER Ground Motion Spectral Response 1.898g Figure 1613.3.1(1) Acceleration—Class B(short).Ss MCER Ground Motion Spectral.Response Acceleration—Class B(l sec).St 0.7779 Figure 1613.3.1(2) Site Coefficient.FA 1.0 Table 1613.3.3(1) Site Coefficient.Fv 1.5 Table 1613.3.3(2) Site Class Modified MCER Spectral Response Acceleration(short).Ssa 1.898g Section 1613.3.3(Eqn 16 37) Site Class Modified MCER Spectral Response 1.165g Section 1613.3.3(Eqn 16.38)' Acceleration(I sec).Ssu • 5%DangxdDesign 1.265g Section 1613.3.4(Eqn.16.39) Spectral Response Acceleration(short).Sns 5%Damped Design . 0.777g Section 1613.3.4(Equ 16.40) Spectral Response Acceleration(1 sec).Sol Table 7.2.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean(MCEG). TABLE 7.2.2 2013 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration. 0.784 Figure 22-7 PGA Site Coefficient.FPGA 1.0 Table 11.8-1 Site Class Modred MCEG Peak Ground 0.784g Section 11.8.3 (Eqn 11.8-1) Acceleration.PGAm Conformance to the criteria in Tables 7.2.1 and 7.2.2 for seismic design does not constitute any kind • of guarantee or assurance that significant structural damage or ground failure will not occur if a large Project No.T2630-22-01 -6- May 5.2015 • earthquake occurs. The primary goal of seismic design is to protect life. not to avoid all damage. since such design may be economically prohibitive. 7.3 Liquefaction Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are cohesionless/silt or clay with low plasticity, static groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If the four previous criteria are met, a seismic event could result in a rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically induced settlement may occur whether the potential for liquefaction exists or not. The current standard of practice,as outlined in the"Recommended Procedures for Implementation of DMG Special Publication l 17A,Guidelines for Analyzing and Mitigating Liquefaction in California" requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure. Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine to mediurm-grained- primarily sandy soil. In addition to the requisite soil conditions, the ground acceleration and duration of the earthquake mist also be of a sufficient level to induce liquefaction. • Groundwater deptls are anticipated to be on the order of 35 feet below ground surface. However, the site is underlain by dense Pauba Sandstone formation. It is our opinion that due to the underlying ._ formational sandstone materials. liquefaction is not a design consideration for the site. 7.4 Expansive Soil Based on the soil classifications and the laboratory test results in Appendix B. the geologic units at the site are anticipated to possess a 'very low" expansion potential (Expansion Index of20 or less) when placed at the finish grades beneath the proposed structure. If expansive soils are encountered, these materials can be selectively graded and placed in the deeper fill areas at least three feet below finished grade elevations in order to allow for the placement of the low expansion material at the finish pad grade. 7.5 Landslides 'Mere are no hillsides on or adjacent to the site. Therefore, the landslide hazard to dre site is not a design cousideration. • Project No.7 2630-12-01 .7- May 5.2015 • 7.6 Slope Stability We understand that the proposed grading at the project site includes fill slopes alone the western sides of the proposed development.She conceptual grading plans indicate that the slopes will be up to about 5 feet in height and will tie into the existing slope along Vallejo Avenue. The resulting slope will be on the order of 10 to 15 feet in height with an inclination of 2:1 (horizontal:venical) or less. Our analysis indicates that slopes graded as steep as 2:1 (h:v) with heights of up to 15 feet will be stable(Figure 4). Slopes exceeding this height should be individually evaluated by Geocon. 7.7 Tsunamis and Seiches A tsunami is a series of long period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis include underwater earthquales, volcanic eruptions, or offshore slope failures. The first order driving force for locally generated tsunamis offshore southern California is expected to be tectonic deformation from large earthquakes(Leeg, et al., 2002).The site is located 23 miles from the nearest coastline, therefore. the risk associated with tsunamis is not a design consideration.. A seiche is a nun-up of water within a lake or embayment triggered by faint- or landslide-induced ground displacement.The site is not located near to or downstream of a body of water. Therefore the • potential of seiches affecting the site or flooding is notes design consideration. B. SITE INFILTRATION 8.1 General Percolation testing was performed in accordance with Section 2.3 of Appendix A of the Riverside County Low Impact Development HMP Design Handbook (Handbook). The percolation tests were run in accordance with the Shallow Percolation Test Method. This method requires two percolation tests and one deep (extending 10 feet below percolation test elevation) excavation per basin or area tested. Site geotechmical conditions as encountered in the excavations consist of approximately 2'/• to 8 feet of artificial fill overlying Pauba sandstone. No groundwater was observed within the deep excavations. The test pit and percolation test locations are depicted on the Geotec/niical Map, Figure 2. Test pit logs and percolation test data are presented in Appendix, and test results are provided in Table 8.1. A perforated PVC pipe was placed in each percolation test hole and approximately 2 inches of gravel was placed at the bottom of the PVC pipe. At least 12 inches of gravel was placed in the annular • space between the PVC pipe and the boring to prevent caving at the depth of the percolation testing. Project No."P-630-22-01 .8- May 5.2015 • Native soil backfill was placed outside of the pipe within the excavation. The test locations were pre- santrated with five gallons of water. The percolation testing began approximately 24 hours after the holes were pre-saturated. Percolation data sheets are presented in Appendix A of this report. Calculations to convert the percolation test rate to infiltration test rate are based on the Porchet Method as outlined in Section 2.3 of the Handbook are presented in the table below. Please note that the Handbook requires a factor of safety of 3 be applied to the values below based on the test method used. Table 8.1 -Infiltration Test Rates Soil Type. SM SM SM SM SM SM Change in head over time(In):AH. 1.08 1.20 2.64 1.44 4.92 0.72 Time Interval(minutes):At 30 30 30 30 30 30 •Radius of test hole(in):r 8 8 8 8 9 8 Average head(In):Havg 13.9 13.0 12.2 13.2 11.1 13.4 • Tested Infiltration Rate(In/hr):It 0.48 0.57 1.30 0.67 2.84 0.33 The design engineer should consider several factors in the design of the infiltration system. Over the lifetime of the system, these rates will be affected by adverse factors such as biological activity and silt build-up. Other factors that should be considered in the design include the nature of the influent. and long-term maintenance practices. • Project No.T'-630-22-0t -9- May S.2015 • 9. CONCLUSIONS AND RECOMMENDATIONS 9.1 General 9.1.1 It is our opinion that soil or geologic conditions were not encountered during the investigation that would preclude the proposed development of the project provided the recommendations presented herein are followed and implemented during constrlctiou. 9.1.2 Potential geologic hazards at the site include seismic shaking, faulting,and regional ground subsidence. A Riverside County Fault Hazard Zone is mapped across the site, and Geocon is performing a fault investigation report that will be submitted under separate cover. 9.1.3 The upper one to two feet of previously placed fill are considered unsuitable for the support of compacted fill-or settlement-sensitive improvements based on the dry, loose.condition observed during our exploration. Deeper areas of dry..loose fill may exist on the site. Remedial grading of the surficial,soil will be required as discussed herein. The previously placed fill below a depth of two feet and the Pauba sandstone are considered suitable to support additional fill and the proposed structures and improvements. 9.1.4 The test pit excavations performed for this study were backfilled by pushing the soil into • the excavation. No moisture conditioning or compactive effort were applied during the backfill process. As such.-thetesi pit locations should be.re-excavated dining gradiug.and replaced with compacted fill as recommended herein. 9.1.5 The site soils should generally be excavatable with conventional earth moving equipment in good working order. However, some of the site soils have little to no cohesion and are prone to caving. The contractor should take precautionary measures to mitigate caving when excavating into the granular materials. 9.1.6 We did not encounter groundwater during our subsurface exploration and we do not expect it to be a constraint to project development. Seepage and perched groundwater conditions may be encountered during the grading operations,especially during the rainy seasons. 9.1.7 In general, slopes should possess calculated factors of safety of at least 1.5 when graded at inclinations of 2:1 (horizontal to vertical), or flatter with maximum heights of 15 feet (see Figure 4). 9.1.8 Proper drainage should be maintained in order to preserve the engineering properties of the fill in the sheet-graded pads and slope areas. Recommendations for site drainage are • provided herein. Project No.T-1630-22.01 - 10- May 5.2015 • 9.2 Soil Characteristics 9.2.1 The soil encountered in the field investigation is considered to be 'von-expansive" (Expansion Index [El] less than 20) as defined by 2013 California Building Code (CBC) Section 1803.-5.3. Table 9.2.1 presents soil classifications based on the expansion index. TABLE 9.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index(EI) Expansion Classification 2010 CBC Expansion Classification 0-20 Very Low Non-Expansive 21—50 Low 51 —90 Medium 91-130 High Expansive Greater Than 130 Very High 9.2.2 The existing fill and Pauba bedrock possess a 'very low" expansion potential (Expansion Index of 20 or less). Additional testing for expansion potential should be performed once final grades are achieved • 9.2.3 We performed laboratory tests on samples of the site materials to evaluate the percentage of water-soluble sulfate content. Results from the laboratory water-soluble sulfate content tests are presented in Appendix B and indicate that the ou-site.materials.at the locations tested possess a sulfate content of 0.063%equating to a SO or negligible sulfate exposure to concrete structures as defined by 2013 CBC Section 1904.3 and ACI 318. Table 9.2.3 presents a summary of concrete requirements set forth by 2013 CBC Section 1904.3 and ACI 318. The presence of water-soluble sulfates is not a visually discernible characteristic: therefore. other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e.. addition of fertilizers and other soil nutrients)may affect the concentration. Project No.T2630-22-01 1 t - May 5,2015 • TABLE 9.2.3 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS WalerSoluble Maximum Minimum Sulfate Exposure Sulfate Cement Water to Compressive Exposure Class Percent Type Cement Ratio Strength(psi) by Weight by Weight Not Applicable so 0.00-0.10 — — 2.500 Moderate Si 0.10-0.20 R 0.50 4.000 Severe S2 0.20-2.00 V 0.45 4.500 Very Severe S3 >2.00 V+P ZZOIan 0.45 4.500 or Slag 9.2.4 Laboratory testing indicates the site soils have a pH of 8.6. possess 393 parts per million chloride, and have a minimum resistivity of. 3.100 olini-cm. The site would not be classified as corrosive to metal improvements in accordance with the Caltlans Corrosion Guidelines(Caltrans. 2012). 9.2.5 Geocon does not practice in the field of corrosion engineering. Therefore. further • evaluation by a corrosion engineer may be performed if improvements that could be susceptible to corrosion are planned. 9:3 Grading 9.3.1 Grading should be performed in accordance,with the Recommended Grading Specifications contained in Appendix D and the City of Temecula Improvement Standard Drmrings. 9.3.2 Prior to commencing.grading. a preconstruction conference.shouuld be held at.the_site.with the city inspector. owner or developer. grading contractor, civil engineer. and geotechnical engineer in attendance. Special soil handling and/orthe grading plans can be discussed at that time. 9.3.3 Site preparation should begin with the removal of deleterious material, debris and vegetation. The depth of removal should be such that material exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated diming stripping and/or site demolition should be exported from the site. 9.3.4 Loose and/or dry previously placed fill within the improvement areas should be removed to expose competent fill or Pauba sandstone. We anticipate these removals will extend 2 feet • below the existing ground surface in the structure. pavement. and walkways and could Prnjecr No.12630.22.01 - 12- May 5.2015 • extend deeper in some areas. The overexcavation should extend to a depth of at least one foot below the planned building foundations in order to provide a uniform beating surface for the structure. in areas that will be cut to achieve finished grades. the upper 1 foot of soil should be removed and replaced with compacted fill. The actual depth of removal should be evaluated by the engineering geologist during grading operations. Tire bottom of the excavations should be scarified to a depth of at least 1 foot, moisture conditioned as necessary.and properly compacted prior to placement of fill. 9.3.5 We should observe the removal bottoms to check the exposure of the existing fill or Pauba sandstone. Deeper excavations may be required if dry,loose,or soft materials are present at the base of the removals. Removal bottoms should expose competent fill or Pauba sandstone which is at least 90 percent of maximum density. 9.3.6 The fill placed within 5 feet of proposed foundations should possess a "low" expansion potential (El of 50 or less). and be free of rock greater than 6-inches in maximum dimension. 9.3.7 The site should be brought to finish grade elevations with fill compacted in layers. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, • including backfill and scarified grotmd.surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above.optimum moisture content as determined by ASTM International(ASTM)D 1557.Fill placed within 12 inches of finish subgrade elevations in pavement areas should be compacted to 95 percent of the laboratory maximum dry density. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fiu. 9.3.8 Import fill (if necessary) should consist of granular materials with a 'low" expansion potential (EI of 50 or less)generally free of deleterious material and rock- fragments larger, than 6 inches and should be compacted as recommended herein. Geocon should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to evaluate its suitability as fill material. 9.3.9 Fill slopes should be overbuilt at least 2 feet and cut back or be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet to maintain the moisture content of the fill. The slopes should be track-walked at the completion of each slope such that the fill is compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content to the face of the • Project No.V-630-22-01 - 13- May 5.2015 • finished slope. Rock greater than 6-inches in maximum dimension should not be placed with three feet of the slope face. 9.3.l0 Finished slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition. the slopes should be drained and properly maintained to reduce erosion. 9.4 Earthwork Grading Factors 9.4.1 Estimates of shrinkage factors are based on empirical judgments comparing the material in its existing or natural state as encountered in the exploratory excavations to a compacted state. Variations in natural soil density and in compacted fill density render shrinkage value estimates very approximate. As an example, the contractor can,compact the fill to a dry density of 90 percent or higher of the laboratory maximum dry density. Thus. the contractor has an approximately 10 percent range of control over the fill volume. Based on our experience. the shrinkage of the site soil is anticipated to be approximately 0 to 10 percent in the existing fill and 0 to 5 percent in the Pauba sandstone. Please note that this estimate is for preliminary quantity estimates only. Due to the variations in the actual shrinkage/bulking factors.a balance area should be provided to accommodate variations. • 9.5 Settlement of Proposed Fill 9.5.1 The post-grading settlement (hydrocompression) could reach up to I inch. We expect the settlement will occur over 20 years depending on the influx of rain and irrigation water into the fill and older alluvium. The settlement will likely be linear from thetime the fill is placed to the end of the settlement period depending on the permeability of the fill soil. We do not expect the settlement will impact proposed utilities with gradients of 1 percent or greater. In addition. foundation recommendations are provided herein based on the maximum and differential fill thickness to account for potential fill settlement. 9.6 Foundation and Concrete Slabs-On-Grade 9.6.1 The proposed church structure can be supported on shallow foundation systems bearing on properly compacted fill soils. Foundations for the structure may consist of either continuous strip footings and/or isolated spread footings. Conventionally reinforced continuous footings should be at least 12 inches wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 2 feet and should extend at least 18 inches below lowest adjacent pad grade. Footings should be dimensioned based on an allowable soil bearing pressure of 2.500 psf. Ibis value may be • increased by 300 psf for each additional foot in depth and 200 psf for each additional foot of width to a maximum value of 3.500 psf. The allowable bearing pressure value is for Project No.T2630-22-01 . 14- May s.2015 • dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. Steel reinforcement for continuous footings should consist of at least four No. 5 steel reinforcing bars placed horizontally in the footings. two near the top and two near the bottom. Steel reinforcementfor the spread footings should be designed by the project structural engineer. 9.6.2 Figure 5 presents a wall/column footing dimension detail depicting lowest adjacent pad grade. 9.6.3 Footing,excavations should be observed by a representative of Geocon prior to placing reinforcing steel or concrete to verify that the excavations are in compliance with recommendations and the soil conditions are as anticipated. 9.6.4 Building interior floor slabs not anticipated to be subjected to forklifl loads should be at least 4 inches thick and be reinforced with No. 3 reinforcing bats placed 24 ,inches on center„in both directions. The reinforcing bars should be placed on chairs at the slab mid- point: • 9.6.5 The ninunun reinforcement recommendations are based on soil characteristics only and is not intended to replace reinforcement required for structural considerations. 9.6.6 Slabs-on-grade at the ground surface that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials should be underlain by a vapor retarder placed directly beneath the slab. The vapor retarder and acceptable permeance should be specified by the project architect or developer based on the type of floor covering that will be installed.The vapor retarder design should be consistent with the guidelines presented in Section 9.3 of the'Americau Concrete Institute's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials(ACI 302.2R-06) and should be installed in general conformance with ASTM E 1643 (latest edition) and the manufacturer's recommendations. A m6r6mmn thickness of 15 arils extruded polyolefn plastic is recommended: vapor retarders which contain recycled content or woven materials are not recommended. The vapor retarder should have a permeance of less than 0.01 peens demonstrated by testing before and after mandatory conditioning is recommended. The vapor.retarder should be installed in direct contact with the concrete slab with proper perimeter seal. If the California Green Building Code requirements apply to this project. the vapor retarder should be underlain by 4 inches of clean aggregate. It is important that the vapor retarder be puncture resistant since it will be in direct contact with angular gravel. As an alternative to the clean aggregate suggested in the Green Building Code. it is our • opinion that the concrete slab-on-grade may be underlain by a vapor retarder over 4-inches Project No.T-630-22-01 - 15- May 5.2015 • of clean sand (sand equivalent greater than 30). since the sand will serve a capillary break and will nionmio a the potential for punctures and damage to the vapor barrier 9.6.7 The foundation engineer should provide appropriate concrete nix design criteria and curing measures that may be utilized to assure proper curing of the slab to reduce the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that. the foundation engineer present concrete mix design and proper coring methods on the foundation plans. It is critical that the foundation contractor understands and follows the reconunendations presented on the foundation plans. 9.6.8 We estimate the total settlements under the imposed allowable loads to be about 1 inch with differential settlements on the order of'h inch over a horizontal distance of 40 feet. 9.6.9 Special subgrade presaturation is not deemed necessary prior to placing concrete: however, the exposed foundation and slab, subgrade soil should be moisture conditioned as necessary, to maintain a tnoisrcondition as would be expected in such concrete placement. 9.6.10 The recommendations of this report are intended to reduce the potential for cracking of • slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the .recommendations presented herein, foundations, walls, and slabs-on-glade placed on such conditions may still exhibit some cracking due to soil_movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular,where re-entrant slab corners occur. 9.6.11 Geocon should be consulted to provide additional design parameters as required by the structural engineer. 9.7 Met Foundations 9.7.1 Alternatively, the church building may be supported on a reinforced concrete mat foundation system. It.is recommended that the mat foundations derive support exclusively in newly placed engineered fill. 9.7.2 It is anticipated that the proposed equipment building foundation will impart an average pressure of less than 1,500 psf, with locally higher pressures up to 3.000 psf. The • recommended maximum allowable bearing value is 3.000 pounds per square foot. The Project No.T_630-22-01 . 16• May 5.2015 • allowable bearing pressure may be increased by tip to one-third for transiew loads due to wind or seismic forces. 9.7.3 It is recommended that a modulus of subgrade reaction of 175 pounds per cubic inch be utilized for the design of that foundation. The modulus of subgrade reaction is based on the square-foot plate load method. and should be adjusted as needed to account for foundation size and location.The modulus should be reduced in accordance with the following.equatiou when used with larger foundations: KR = K N,Vb=:Ka-reduced subgrade modulus K=nail subgrade modulus B=fohmdation width in feet 9.7.4 The thickness of and reinforcement for the mat-foundation should be designed by the • project structural engineer. 9.7.5 Resistance to lateral loading may be provided by friction acting at the base of foundations. slabs and by passive.earth pressure. An allowable coefficient of friction of 0.35 may be used with the dead load forces in full. 9.7.6 Passive earth pressure for the sides of foundations and slabs may be computed as an equivalent fluid having a density of 350 pounds per cubic foot with a maximum earth pressure of 3.-500 pounds per square foot. When combining passive and friction for lateral resistance.the passive component should be reduced by one-third. 9.7.7 The maximum anticipated static settlement for a reinforced concrete equipment pad with a maximum allowable bearing value of 3.000 psf deriving support in newly placed engineered fill is estimated to be less than 1 inch and occur below the heaviest loaded structural element. Settlement of the foundation system is expected to occur on initial application of loading. Differential settlement is not expected to exceed % inch over a horizontal distance of 40 feet. • Project No.1^_630.22-01 - 17- May 5.2015 • 9.8 Exterior Concrete Flatwork 9.8.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations herein assuming The subgrade materials possess an Expansion Index of 50 or less. Subgrade soils should be compacted to 90 percent relative compaction. Slab panels should be a minimum of 4 inches thick and when in excess of 8 feet square should be reinforced with 6x6-W2.9/W2.9(6x6-6/6)welded wire mesh or No. 3 reinforcing bars spaced 18 inches center-to-center in both directions to reducerhe potential for cracking. In addition. concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria.presented in the grading section prior to:concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should. be verified prior to placing concrete. Base, materials will not be required below concrete flatwork improvements. 9.8.2 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should • be dowelled into the structure's foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. 9.8.3 The recommendations presented herein are intended to reduce the potential for cracking of exterior slabs as a result of differential,movement. However,even with the incorporation of the reconuuendations presented herein.-slabs-on-grade will still crack. The occurrence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be spaced at intervals no greater than 12 feet. Literature provided by the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix- construction. and curing practices. and should be incorporated into project construction. 9.9 Conventional Retaining Walls 9.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of • 35 potmds per cubic foot (pcf). Where the backfill will be inclined at no steeper than Project No.P_630-22-01 - 16- May 5.2015 • 2:1 (horizontal to vertical), an active soil pressure of 60 pcf is recommended. These soil pressures assume that the bacUll'materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an EI of 90 or less. For those lots where back fill materials do not conform to the criteria herein, Geocon should be consulted for additional recommendations. 9.9.2 Unrestrained walls are_those that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall.in feet)at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 15H psf should be added to the active soil pressure for walls 10 feet high or less. 9.9.3 The structural engineer should determine the seismic design category for the project:rhf the project possesses s seismic design category of D, E. or F, the proposed retaining walls should be designed.with seismic lateral pressure added to the active pressure. The seismic load exerted on the,wall should be a triangular distribution with.a pressure of 20H'(where H is the height of the wall, in feet, resulting in pounds per square foot [psf]) exerted at the base of the wall and zero at the top of the wall. We used a site modified peak ground acceleration of 0.784g calculated from the 2013 California Building Code and applied a pseudo-static coefficient of 0.33. • 9.9.4 Unrestrained walls will.move laterally when.backfilled.and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfmll. and loads acting on the wall. The retaining walls and improvements above the retaining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer. 9.9.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and waterproofed as required by the project architect. The soil immediately adjacent to the backfrlled retaining wall should be composed of free draining material completely wrapped in Mirafi 140(or equivalent) filter fabric for a lateral distance of I foot for the bottom two-thirds of the height of the retaining wall. The upper one-third should be backfilled with less permeable compacted fill to reduce water infiltration. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted backfill (El of 50 or less)with no hydrostatic forces or imposed surcharge load. Figure 6 presents a typical retaining wall drainage detail. If conditions different than those described are expected or if specific drainage details are desired. Geocou should be contacted for • additional recommendations. Project No.V--630.22-01 - 19- May 5.2015 • 9.9.6 In general.wall foundations having a tvinuuum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2.500 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil hearing pressure. Therefore. Geocon should be consulted where such a condition is expected. 9.9.7 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 10 feet. In the event that walls higher than 10 feet or other types of walls are planned, Geocon should be consulted for additional recommnendations. 9.10 Lateral Loading 9.10.1 To .resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 350 pounds per cubic foot (pcl) should be used for the design of footings or shear keys. poured neat against formatiouel materials. The allowable passive pressure assumes a horizontal surface extending at least 5 feet.or-three tunes the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance, • 9.10.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.35 should be used for design. 9.11 Preliminary Pavement Recommendations 9.11.1 The final pavement sections for roadways should be based on the R-Value of the subgrade soils encountered at final subgrade elevation. Streets should be constructed in accordance with the City of Temecula Improvement Standard Drmrings. A sample of the site soils exhibited an R-value of 60 when tested in accordance with ASTM D2488. We have used an R-value of 50 for on-site soils and an R-Value of 78 for aggregate base materials for the purposes of this preliminary analysis as Caltrans limits the subgrade R-value to 50. Preliminary flexible pavement sections are presented in Table 9.12.1. TABLE 9.12.1 PRELIMINARY FLEXIBLE PAVEMENT SECTIONS Assumed Assumed Asphalt Crushed Location Traffic Subgrade Concrete Aggregate Index R-Value (Inches) Base(inches) Parking lots servicing light-duty vehicles 5.0 50 3.0 4.0 Access roads for heavy truck vehicles 7.0 50 4.0 5.0 • Pmjeet No.T2630-22-01 .20- May 5.2015 • 9.11.2 The tipper 12 inches of the subgrade soil should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content beneath pavement sections. 9.11.3 The crushed aggregated base and asphalt concrete materials should conform to Section 200-2.2 and Section 203-6. respectively, of the Standard Specifications for Public W&ks Constnrction (Greenbook) and the latest edition of the City of Temecula /nlprm•emenr Standard Drmvings. Base materials should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimmn moisture content. Asphalt concrete should be compacted to a density of 95 percent of the laboratory Hveem density in accordance with ASTM D 1561. 9.11.4 A rigid Portland cement concrete (PCC) pavement section should be placed in driveway aprons and cross gutters. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute reporrACI 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 9.11.4. TABLE 9.11.4 • RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction,k 175 pci Modulus of rupture for concrete,Ma 550 psi Traffic Category.TC C and D Atvage daily truck traffic.ADTT 100 and 700 9.11.5 Based on the criteria presented herein, the PCC pavement sections should have a minini m thickness as presented in Table 9.11.5. TABLE 9.11.5 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete(Inches) Roadways(TC=C) 6.0 Bus Stops(TC=D) 7.5 • Project No.T'-630.22.01 -21- May 5.2015 • 9.11.6 The PCCpavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3.500 psi (pounds per square itch). Base material will not be required beneath concrete improvements. 9.11.7 A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of 2 inches, whichever results in a thicker edge, and taper back to the recommended slab thickness 4 feet behind the face of the slab (e.g.. a 9-inch-thick slab would have an II-inch-thick edge). Reinforcing steel will not be necessary within the concrete for geotechnical purposes with the possible exception of dowels at construction joints as discussed herein. 9.11.8 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included iu;the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet, and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the • crack-control joints should be determined by the referenced ACI report. 9.11.9 To provide load transfer between adjacent pavement slab sections. a butt,type construction joint should be constructed. The.bun-type joint should.be thickened by at least 20 percent at the edge and taper back.at least 4 feet from the face of the stab. As an alternative to the butt-type construction. joint, dowelling can be used betweeu construction joints for pavements of 7 inches or thicker. As discussed in the referenced ACI guide, dowels should consist of smooth,.1-inch-diameter reinforcing steel 14 inches long embedded a minimum of 6 inches into the stab on either side of the construction joint. Dowels should be located at the midpoint of the slab, spaced at 12 inches on center and lubricated to allow joint movement while still transferring loads. In addition, tie bars should be installed at the as recommended in Section 3.8.3 of the referenced ACI guide. The structural engineer should provide other alternative recommendations for load transfer. 9.11.10 The performance of pavements is highly dependent on providing positive surface drainage away from the edge of the pavement. Pouding of water on or adjacent to the pavement surfaces will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for • surface or irrigation water to infiltrate the underlying permeable aggregate base and cause Project No.T2630-22-01 -22- May 5.2015 • distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base such as extending the perimeter curb at least 6 inches below the level of the base materials. 9.12 Site Drainage and Moisture Protection 9.12.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings.The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC Section 1804.3 or other applicable standards. In addition. surface drainage should,be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 9.12.2 Underground utilities should be leak free. Utility and irrigatiow lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. • 9.13 Foundation Plan Review 9.13.1 Geocon should review the structural foundation plans for the project prior to final submittal.Additional analyses may be required after review of the foundation plans. • Project No.'h_630-22-01 .23- May 5.2015 • LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions 'do not deviate from those disclosed in the investigation.If any variations or undesirable conditions are encountered during construction, or if the proposed coustnuction will differ from that anticipated herein, Geocon should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans.and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the date of this report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural • processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly,the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 4. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading. construction of improvements. and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that frrnr should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition. that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. • Project No.T2e30-22-01 Navy s.2015 tf LIST OF REFERENCES 1. Blake. T.F. 1989. EQSEARCH, A Computer Program for the Estimation of Peak Horizontal Acceleration from Southern California Historical Earthquake Catalog, Version 3.00b (1989- 2000). 2. Boore. D.M. and G. M Atkinson. Ground-Moron Prediction for the Average Horizontal Component of PGA, PGV, and 5010-Datnped PSA at Spectral Periods Ben,•een 0.01 and 10.0 S.Earthquake Spectra.Volume 24. Issue 1.pages 99-138,February 2008. 3. Bryant. W.A. and Hart, E.W., 2007. "Fault Rupture Hazard Zones in California", California Geological Survey Special Publication 42. Interim Revision 2007. 4. California Building Code. 2013.State of California. California Code of Regulations. Title 24. Based on 2012 International Building Code: international Conference of Building Officials and California Building Standards Commission, 3 Volumes. 5. California Geological Survey (C.G.S.), Guidelines for Evaluating the Hazard of Surface Fault Rupture.Note No. 49,4 pp.,2002. 6. California Geological Survey (CGS), Earthquake Shaking Potential for California, from USGS/CGS Seismic Hazards Model, CSSC No.03=02, 2003. 7. California Geological Survey (CGS), Probabilistic Seismic Hazards Mapping-Ground • Motion Page.2003.CGS Website: wtvw.conserv.ca.eov/ces/rehm/oshamau. S. California Geological Survey. Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10%probability of being exceeded in 50 years: a. htto://redirect.conservation.ca.pov/cgs/TOuTdo batuai)/i)shamain.htmi 9. California Geologic Survey, Tsunami Inundation Map For Ernergency Planning, Stare of California- County of San Diego,La Jolla Quadrangle,dated Ame 1,2009. 10. California Department of Transportation (Caltrans), Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Guidelines, Version 2.0, dated November,2012. H. Campbell, K. W. and Y. Bozorguia, NG9 Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and S% Damped Linear Elastic Response Spectra for Periods Ranging fron 0.01 to.10 s. Preprint of version submined for publication in the NGA Special Voltnne of Earthquake Spectra. Volume 24. Issue 1, pages 139-171, February 2008. 12. Cao, T.. Bryant, W.A. Rowshandel, B.. Branum, D.. and Wills, C.]., The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geological Sun-m-,June 2003. 13. CDMG. 1990, Alquist-Priolo Special Studies Zones Map of the Temecula Quadrangle, Revised Official Map. • Project No.P_630-22-01 May 5.2015 • 14. City of Temecula. 2015, Improvement Standard Draicings, accessed at http://www.cityoftemeatla.orgrremectda/GovemmenUNblic Works/Dmwings.hun 15. Chiou. Brian S.J. and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra. Spring 2008. 16. Dawson. T.E.• Rockwell, T.K.. Weldon Il. R.J., and Wills. C.J., Summary of Geologic Data and Development of A Priori Rupture Models for the Elsinore, San Jacinto, and Garlock Faults;Appendix F.• USGS Open File Report 2007-1437F CGS Special Report 203F. 26 pp.. 2008. 17. Harden.D.R..California Geology, Prentice-Hall. Inc..479 pp.. 1998. 18. Hart. E.W. and Bryant, W.. 1997. Fault Rupture Hazard Zones in California, Special Publication 42 19. Jennings, C.W.. Fault AcMity Map of California and Adjacent Areas, CDMG.Map No. 6. 1994. 20. Kennedy. Michael P., Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside Canty, California,C.D.M.G.Special Report 131. 1977. 21. Public Works Standards. Inc.. 2012. "Greenbook•' Standard Specifications for Public Works Construction • 22. Riverside County Flood Control and Water Conservation District, 2011, Low Impact Development BMP Design Handbook dated September. 23. Riverside County Information Technology GIS Maps. 2015. 24. Southern California Earthquake Center (SCEC). 1999. Reconnnended Procedures for Implementation of DMG Special Puiblication 117, Guidelines for Analt-iug and Mitigating Liquefaction Hazards in California.March 1999. 25. Tau & Kennedy. 2000. CDMG Geologic Map of the Temecula 7.5' Quadrangle, San Diego and Riverside Counties, California. 26. Temecula Engineering Consultants, Inc.. 2015. Conceptual Grading Plan, Lot 9, TR3552, MB 56163-66, Ciro of Temecula, Canty of Riverside, State of California. Sheets I through 4,dated April 17. 27. U.S. Geological Survey (USGS).Deaggregation of Seismic Hazard jar PGA and 2 Periods of Spectral Acceleration. 2002.USGS Website:wwsv.eanhmwke.tises.eovhesearchlhaz mos. 28. United States Geological Storey (U.S.G.S.). National Water Information Service: Web Interface, Grounthtnter Levels for the Nation, (htro://nwis.%%mterdata.tuas.gov/nwis/mievels). 2015. 29. USGS computer program. U.S. Seismic Design Maps: htti)://earthnuake.usg_s.gov/desigmnays/us/aunlication.oht) accessed November 5.2014. • Project No.r-630-22.01 tray 5.20t 5 • 30. Waring.,G.A.. Ground Water in the San Jacinto and Temecula Basins, California, USGS Water'Supply Paper 429. 1919. 31. Western Municipal Water District Cooperative Well Measurement Program,Spring 2012. LIST OF AERIAL PHOTOGRAPHS Riverside County Flood Control District..1949. Photo No AXM-9F-141, dated May 23. 1949. Riverside County Flood Control District, 1962, Photo Nos. 3-404 and 3-405, Scale 1" = 1.600', dated January30. 1962. Riverside.County Flood Control District, 1974. Photo Nos. 1038. 1039. and 1040, Scale 1" = 2,000'. dated June 20, 1974. Riverside County Flood Control District,-1980, Photo-Nos. 10-56 and 10-57, Scale V=2.600'.dated May 4. 1980.. Mverside'County Flood Control District, 1983, Photo Nos.200.and 201. Scale 1" = 1.600'. dated November 27; 1983. Riverside County Flood Control District, 1990,Photo Nos. 19-20 and 19-21,Scale 1"= 1,600'.dated • April 10. 1990. Riverside County Flood Control District,.1995. Photo Nos. 19-14. 19-15. and 19-16. Scale V _ 1,600'. dated February 3. 1995. Riverside County Flood Control District, 2000. Photo.Nos. 19-15, 19-16, and 19-17. Scale 1" _ 1,600'.dated April 12,2000. Riverside County Flood Control District. 2005,Photo Nos. 1947 and 19-18,Scale 1"= 1,600',dated July 17.2005. Riverside County Flood Control District. 2010. Photo Nos. 19-17 and 19-18. Scale 1"= 1.600'. dated March 16, 2010. • Project No.'P_630.22-01 May 5.2015 P� , Gmnr.��•'mraa• �� I: ,�' L V•�ky Nlw WlaTlY _ C I brm � \Iw,✓r.4VM 'a 3 Y,uao 3 roL- „d "9 onu•n0yi >�� R Tr'r,ll onln � E � e y 4 ^� 4 SITEa 19 IIyRM, fcmmn40vrr�. \l� 3 �1, lSJrrcfP OTk y9� 4r�C-4 r eVa`n Pr"k FFr \ 03" l,�a�glC � .,•m,,. yi„� REFERENCE:GOGGLE MAPS NOT TO SCALE GEOCON �� VICINITY MAP Viz E S T, I INC. HOPE LUTHERAN CHURCH • LOT 9.BOOK 5 ENVIRONMENTAL GEOTECHNICAL MATERIALS PARCEL MAP BOOK 6163-66 41571 CORNING PLACE-SUITE 101-MURRIETA,CA 92502 TEMECULA.CALIFORNIA PHONE (951)304.2300 - FAX (951)904-2992 DAH/CER MAY,2015 PROJECT NO.T2630-22-01 FIG. 1 • / `\\\� / �:e� .ram /- � v �. _ _ r � I / 7 C _ P2 - I 1 1 r P P4 4 (— I / of ( P / ! I TP5 I i P1 I 4 TP4 r I1 / I rr of I l Ir e ! 4a / as l I (Il o, I 1 a h x l i I ! 111 % r ,~ l r �� TFI / 52 4 3ad •. jFF1dqdd 1%l�Ilr 00 4 11' w / I TP3^ I9 � ,' ' 1 C of or/ I t9 a e ! I (I f of I � r m� I • / I I �l/ m o 1 :e I ae 1� 74 1 •,7 / rr 35 ! / or 1 /s /I z 3 r / m - .2 1! ! to m a. Be 111�e *u w e1 ss I — �/I zy ao 1 7I 1 _� 1W PS' ! J n � I >> I J >. / / err P6 ) 8e � W 93 91 °° r I ,:r 1 00 ae oe w / q If of of GEOCON LEGEND P6 •...- APPROX LOCATION OF PERCOLATION TEST �--t /Y �T TPT ....APPROX.LOCATIONOF GEOCOl�! �_� GEOTECHNICAL MAP GEOTECHNICAL TEST PIT w E S T, I N C. HOPE LUTHERAN CHURCH 9.• 0 50' 100, ENVIRONMENTAL GEOTECHNICAL MATERIALS LOT PARCEL MAP BOOK 56l63{i6 41571 CORNING PLACE-SUT/E 101-MURRIETA.a 92552 OOK PtME (951)304M - FAX (951)3042= TEMECULA,CALIFORNIA DAH APRIL,2015 PROJECT NO.T2630.22-01 FIG.2 0 o SITE ? 0� P Yfy� p9� 1y � P a City of Temecu�a, s • m 3 ' 4 i OWN Riverside County,TLMA GIS 0 97 5F"' REFERENCE:.RNERSDIE COUNTY LAND INFORMATION SYSTEM NOT TO SCALE t.7EOCON RIVERSIDE COUNTY FAULT HAZARD MAP W E S T, I N C. HOPE LUTHERAN CHURCH • LOT 9,BOOK 5 ENVIRONMENTAL GEOTECHNICAL MATERIALS PARCEL MAP BOOK 6163.66 41571 CORNING PLACE-SUITE 101-MURRIETA,CA 92562 TEMECULA.CALIFORNIA PHONE (951)3042300 - FAX (951)304.2392 CER I I IMAY,2015 PROJECT NO.T2630-22-01 FIG.3 ASSUMED CONDITIONS: SLOPE HEIGHT H = 15 feet SLOPE INCLINATION 2.0 : 1.0(Horizontal : Vertical) TOTAL UNIT WEIGHT OF SOIL yt = 130 pounds per cubic foot ANGLE OF INTERNAL FRICTION 0 = 30 degrees APPARENT COHESION C = 200 pounds per square fool NO SEEPAGE FORCES ANALYSIS: J.y = YHta 0 EQUATION(3-3), REFERENCE 1 • FS = Ncf EQUATION(3-2), REFERENCE 1 ),0 = 5.6 CALCULATED USING EQ. (3-3) NM = 23 DETERMINED USING FIGURE 10, REFERENCE 2 FS = 2.3 FACTOR OF SAFETY CALCULATED USING EQ.(3-2) REFERENCES: 1......Janbu,N..Stability Analysis of Slopes with Dimensionless Parameters,Harvard Sail Mechanics Series No.46,1954 2......Janbu,N..Discussion of J.M.Bell Dimensionless Parameters for Homogeneous Earth Sipes, Journal of Soil Mochanica and Foundation Design,No.SM6,November 1967 GEOCON SLOPE STABILITY ANALYSIS v HOPE LUTHERAN CHURCH w s S r, t N C. LOT 9, TR3552 • G1011CHNICAL CONSULTANTS 41571 CORNING PLACE SUfTE 101 MURRIETA.CA 92562-7065 PARCEL MAP BOOK 56/63-66 PHONE 951-304.2300 FAX 951-304-2392 TEMECULA, CALIFORNIA CER I I MAY, 2015 1 PROJECT NO.T263D-22-01 FIG.4 • WALL FOOTING CONCRETE SLAB SAND C •-•r— O O PAD GRADE VSDUEEN- o. q �qgr A0.0 eo 3 � o � FDQfIVG` VlIDTII COLUMN FOOTING • CONCRETE SLAB Al _ �.o. .a -or .a .0. .o.• . o . . O . . .. 0 .. o o .. • . . ej v / VUOUEEN M ° 0.Q. 4 ,O.O ° O.'O 4 'o n rOOTWG WDTH` ......SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL / COLUMN FOOTING DETAIL GEOCON HOPE LUTHERAN CHURCH W E 8 T. I N C. LOT 9,TR3552 • ENVIRONMENTAL GEOTECHNICAL MATERIALS PARCEL MAP BOOK 56/63-66 41571 CORNING PLACE.SUITE 101.MURRIETA,CA 92562 PHONE(9511 304-23DO FAX 1951)3M-2392 TEMEC ULA, CALIFORNIA CER MAY,2015 PROJECT NO.T2830 22-01 FIG.5 • GROUND SURFACE 2.0 1 CONCRETE BROWDTTCH v 6" RETAINING WALLv— DRAINAGE PANEL W" CRUSHED ROCK PROP SED t�'•' '�: �- FILTER FABRIC ENVELOPE FOOTING — 4'DIA. PERFORATED ABS OR ADS PIPE NOTES: 1.....WALL DRAINAGE PANELS SHOULD CONSISTS OF MIRADRAIN 6000 OR EQUIVALENT 2......FILTER FABRIC SHOULD CONSIST OF MIRAFI 140N OR APPROVED EQUIVALENT 3......VOLUME OF CRUSHED ROCK SHOULD BE AT LEAST 1 CUBIC FOOT PER FOOT OF PIPE 4......CONCRETE BROWDITCH RECOMMENDED FOR SLOPE HEIGHTS GREATER THAN 6 FEET NO SCALE GEOCON WALL DRAINAGE DETAL HOPE LUTHERAN CHURCH W E B T. I N C. LOT 9,TR3552 • ENVIRONMENTAL GEOTECHNICAL MATERIALS PARCEL MAP BOOK 56/63-66 41571 CORNING PLACE.SURE 101.MURRIETA,CA 92562 PHONE(9511 30s 2300 FAX(9511 30s 23" TEMECULA, CALIFORNIA CER I I MAY,2015 1 PROJECT NO.T2630-22-01 I FIG.6 � APPENDIX 1444 • APPENDIX A EXPLORATORY EXCAVATIONS Our subsurface exploration consisted of excavating seven test pits and six infiltration test holes. We performed the field investigation on April 8. 2015. The percolation test holes were presatrated on April 9, 2015. Percolation testing was performed on April 10, 2015. The test pits were excavated to depths of up to 16.5 feet to provide exposures of the disturbed surface soil. fill. and Pauba bedrock. We performed in-situ moisture and density testing of the soils at selected depths with a nuclear moisture/density gauge. We collected representative bag samples of the soils in the test pits. The test pits were loosely backfilled upon completion. These test pit areas should be re-excavated during grading and backfilled with compacted fill. The test pit locations are depicted on the Georechnicol Afap, Figure 2. We visually examined, classified, and logged the soil conditions encountered in the test pits in general conformance with ASTM International(ASTM)Practice for Description and Identification of Soils (Visual - Manual Procedure D2844). The logs of the test pits are presented on Figures A-1 through A-7 and included herein. The logs depict the various soil types encountered and indicate the • depths at which samples were obtained. Percolation testing was performed in accordance with Section 2.3 of Appendix A of the Riverside County—Low Impact Development BMP Design Handbook(Handbook). The percolation tests were nun in accordance with the:Shallow Percolation Test Method. This method requires two-percolation tests and one deep (extending 10 feerbelow percolation test elevation) excavation per basin. The percolation test data is presented on Figures A-8 through A-13. • Project No.r_630-22-01 A•t May 5.2015 PROJECT NO. T200-22-01 • Y DEPTH TEST PIT TP-1 _ Z W IN SALPLE �O aQ, MASS LL FEETNO. Z _ S7 ELEV.(MSL)102d DATE COMPLETED -2016 EQUIPMENT BACKHOE BY:C.Robinson o MATERIAL DESCRIPTION 0 11 tIOeW Ffll(Qaf) F -�- SM At SiltySAND.loose. ,medium brown with mots at the and surface 2 �� SM Paoba FarmnHoa(Qps) r.` Silty SANDSTONE.excavates as Silty SAND.very dense,damp. 107.8 5.4 -1(�'3 '.1• medium brown,fine to medium sand,trace gravel 4 A + ,ri 1 103.8 7.3 e -its A + with gravel and cobbles .t ___ _________________________________ ___ ___ ___ _ SP SANDSTONE,excavates as SAND with gravel.medium dense,moist. 8 1 C8-9 medium brown medium to coarse sand 10 Total depth: 11 feet No groundwater encountered Baclddled with lame sail on 4-8-2015 • Figure A-1, r"22-0I APPENM A BORNO LOW MWATEGPJ Log of Test Pit TP-1, Page 1 of 1 • SAMPLE SYMBOLS o._SMPt1NG WM)O ESSFLX o_STANIMM)PENETRATION TEST ■_.MIM SMVLE(LOMM 1 MM) ®_.GtsTmwOR BAG sAIELE Q_CIA M SAMPLE _.WATER TABLE OR SEEPAGE NOTE THE LOGOF%MLIRFACE CONOTK S SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED, IT IS NOT WARRI WTm TO BE RFPiESENTATNE OF SlBMWACE CONDITIONS AT OT¢R LOCATIONS AM TWES. GEOCON PROJECT NO. T2630.22-01 • Y 5 TEST PIT TP-2 _ W DEPTH co SAMPLESOIL �� =LL FEET NO. = j J 1 QM ELEV.(A1sLJ 7028 DATE COMPLETED d41-2016 N 0c S J EQUIPMENT BACKHOE BY:C.Robinson 0. mo MATERIAL DESCRIPTION 0 11 SM ArtlBeial FW(QeQ Silty SAID,loose to mrdium dense.damp,medium browv,fine to -� + SM mediva s®d soots at surface 2 2C24 r i Paubn Fortion(Qps) 104.0 9.7 ma .I #,1• Silty SANDSTONE.mmmtm as Silty SAND,very dense,damp, 4 :.�#1 medita bmmvn.fine to medita send .Fi 112.0 10.6 6 I1 � 4 -1' r--� I B --- ----6- ----------------------li--- ——— --- --- 2Qa 84 SF SANDSTONe,cmmavetcs as SAND with silt,medium dense,damp plv brown fine to coarse sand 10 Total depth: 10 feet No p wch%mta encountered Bacltfilled with loose sail on 4-8-20I5 Figure A-2, nuT6n-01APPENMABoRM LOW TlAstATEGN Log of Test Pit TP-2, Page 1 of 1 • SAMPLE SYMBOLS O_SAMPLING.taWCCESSFUL -STANDARD PENETRATION TEST -DRW SAMPLE"MISTLIR®1 ®._QtSTBRSEnGR Bee SAMPLE. Ig.-cmw s"APLE _WATER TABLE OR SEEPAGE NOTE HE LOG OF 51185URFAGE CMMQM%OM HE§EM APRES OKY AT TTE%-MnC BORa1G OR TIaDM LOGTION MDAT TTE GATE IDCATED. R 6 NOT WARRANTED TO BE{EPfESENTATM OF SUMARFACE CONOITWrS AT OTHER LOCATON5 AND TWES. GEOCON PROJECT NO. T2630-22-01 • TEST PIT TP3 $lj. W fEIrTN ; son. F d7 z ui 7 FEET NO.SAMPLE Oi = Gas ELEV.(M SL.)1023 DATE COMPLETED 4.8.2016 ru*3 S z t O ! 1 Wpm o 2$ EQUIPMENT BACKHOE BY:C.Robhumn n 0 SM Artl0c MATERIAL DESCRIPTION lal Fill(QaQ Y.I Silty SAND,trace Brawl.dense.damp medium brown 2 3 a@2.4 R-I #'I- -Moist.dark bmwn 119.5 10.2 4 T. �- 112.9 8.5 -I, -1- SM Pnubn Formation(Qps) Silty.SANDSTONE,mcasates as Silty SAND.demo,moist.medium brown ——— ————------------j um------------- --- --- --- SC Cla SANDSTONE.eacasates as S SAND.medi dense:moist. g 3()n 7.3 J�� Bray.slight organic odor 11.1 / --- —————————————————————----------- --- --- --- SM-SM SANDSTONE.a vines as SAND with silt and gravel.trace cobbles. 10 3 n010-1 dense.moist mcd brorvn 12 Total depth: 13 feet • No groundwater encountered Backfilled with loose soil on 48-2015 Figure A-3, TMD-22-01 APPMM A BOFdh*"M TEMORATEGPJ Log of Test Pit TP3, Page 1 of 1 • SAMPLE SYMBOLS '_SWUNG 1 OXCESSFUL STANnAim PEINE'IRATION TEST II1_.ORNE SAMPLE PMWU+®) 01STU1ED OR BAG SAMPLE IO_CHUW SAMPLE _.WATER TAME OR SEEPAGE NOTE THE LOG OF SUMWAGE COMDOICMS SMq HEREON APPLES OWY AT THE SPECIRC BORa1G OR Ti@tN LOCATIM AMID AT TIE DATE MCATED. IT IS NOT WAWNNTED TO W IEPRESEMATIVEOF SUBSURFACX CONOrrK MS AT OTHM LOCATKW AND TOES. GEOCON PROJECT NO. T2630-22-01 • TEST PIT TP-4 Nil ((�� ZZ OFPM SAa1PLE 3 9 LASS Spl F Q 2 LL M Z F� NO. �. ? 6jSCS1 ELEV.(MSL.)1023 DATE COMPLETED 4.8-2016 0� _ i? EQUIPMENT BACKHOE BY:C.Robbtson (L 0 8 MATERIAL DESCRIPTION 0 SM Artificial Fill(QaQ •F i Silty SAND,bate gaccl,loose,dry,medium lx sm.fine to medium 1 ` sand 2 4C2-4 - F'(• -Moist.medium dense 1 113.2 6.4 i` 4 118.6 9.9 -� -�- SM Pauba Formation(Qps) 6 •'�i Silty SANDSTONE,exawtes as Silty SAND,dense,moist.medium ` bmum fine to medium sand .I i•l' 8 # ——— ————————————————————————————————— --- --- --- Sp-SM SANDSTO\'E,excavates as SAND nith silt,medium dense,moist,light _ btou o:micaceous 10 SC Clayey SANDSTONE.exavates as Clayey SAND.medium dense. 4®10.1 -�/ moist.gay.slight orpaic odor 8.9 12 • 14 4r[il14-I y -With Basel 18 _ ___ _________________________________ __--- ___ ___ ^ Silty SANDSTONE,excavates as Silty SAND.medium dense,moist, brosw Total depth:.16.5 feet No gmunduater encoumeted Backfslled with loose wit on 4-8-2015 Figure A-4, Txoo-natAPPENMABORIW UMTEawLATeCPJ Log of Test Pit TPA, Page 1 of 1 • SAMPLE SYMBOLS —SAWtM LINSUCCESSRIL —STANOWD PENETRATION TEST OWSMVLE(LININSTLIR®) IXSRa7®OR BAG sAmE W.-CLAM SAIFLE ._WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE WIIDRIOS SHOWN HEREON APPLES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. ITSNOT WARRANTO TO BE REPRESENTATIVE OF SIBAIRFACE CONDITIONS AT OTHER LOCATIONS AND TOES. GEOCON PROJECT NO. T2630-22-01 • 5 TEST PIT TP-5 OEM SAMPLE s Q SOB K Z u. re CLASS FEET NO. NSCSI ELEV.(MSLJ 1024 DATE COMPLETED 0-0-2016 w $ O zz J EQUIPMENT BACKHOE BY:C.Robinson arc o 8 MATERIAL DESCRIPTION 0 SM ArHBcid Fill(QaQ r{ Silty SAND.loose.dry.light brown,rods at ground surface t - -Mcdium dense.moist.medium brown fine to medium sand 2 _ + SM Pauba Formndon(Qps) T. gr { Silty SANDSTONE.exca%mtcs as Silty SAND,dense,moist, ay,fine to 4 C• medittm sand ___ _________________________________ ___ ___ ___ Sc Clayey SANDSTONE,uecsvtcs as Clayey SAND,medium dense, r?"S / moist pay.fine to medium sand,slight argadce odor 6 L ---�, --- ------------ty——————————————— ——— ——— ——— -�• SM Silty ex SANDSTONE. emvtes as Silty SAND,medium dense.moist. B --- _ mcdimn brown fine to medium sand --- --- --- SP-SM -----------------------agish SANDSTONE,cxcasatu3 as SAND with silt,dense.aloisL ormgish brown.micaceous t0 12 • 14 Total depth: 14.3 feet No groundwater encountered Batl-fdlcd with loose soil on 4-&2015 Figure A-5r rMD.22-01 APPENDIX A BORING LOGS TEMIATEGPJ Log of Test Pit TP-5, Page 1 of 1 SAMPLE SYMBOLS --SAAPIING I11SUCCESSFUL STANDARD PENETRATION TEST MVE SAMPLE Pansnm®) • ®-.t%51UREW OR BAG SAMPLE Ifl._CK M SAMPLE WATER TABLE OR SEEPAGE NOTE THE LOG OF Sl BWAFACE CONDITIONS SHOWN HEREON APPLES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION MID AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESQJTATIVEOF SUBSI RFACE CONDITIONS AT OTHER LOCATIONS AM TEES. GEOCON PROJECT NO. T2630-22-01 TEST PIT TP-6 r • DEPTH sAaw1E 0 SOIL CGI� zLL FEET No, t aASS=O M1 l ELEV.(MSL.)1019 DATE COMPLETED 4.8-2016 w a _ EQUIPMENT BACKHOE BY:C.RoDlttaon a o MATERIAL DESCRIPTION 0 1 SM ArtiBrlal FN(Qnf) -F Silty SAND.loose,dry.mcdium bionm 2 -' # -�- -Medium dense.damp.trace gravelA•r.i`} 4 -�1-�- SM Pauba Formation(Qps) 6 -•r i Silty SANDSTONE.mcaavtes as Silty SAND,pith growl,dense,moist, F btoo9 s :G#•7- •r - — --- --------------------------------- --- --- 10 % SC CIA ycy SANDSTONE,eacaamtm as Clayey SAND,meditan dense. moist.gray.slight organic odor 12 • Total depth: 13t grou No gmtmd eamanunttnvter ered Backfilled uith loose soil on 4-9-201 S Figure A-6, r2M22-01 APPENDIX A BORING.LOOSTP.TWIATEOw Log of Test Pit TP-6, Page 1 of 1 • SAMPLE SYMBOLS ❑...SAmPuNr uNatcxEssFtA O-.STANDARD PENETRATION TEST .:.DRIVE SAMPLE pumsnw®1 ®...DISrImm oR aw sATPLE i0._0"m SAMPLE _WATER TABLE OR SEEPAGE Wore THE LODOEStraxmPncT:=4WI NS%1=N HEREONAPPLIESOILYAT THE SPECIRCW INGORTRENatwuTIMAWATTtEwTE INDCATTD, R IS NOT WARRANTED TO 11E REPRESENTATIVE CIF SUBMIRFACE CDN[XT ONS AT OTHER LOCATIONS AM TIMES. GEOCON PROJECT NO. T2630-22-01 • pi TEST PIT TP-7DEP SOILZ� m IN SILIPLE g tZa� CLASS < Z LL Iz FEET No. z NSCSI ELEV.(MSL.)1026 DATE COMPLETED dJ1-4016 W a (_ EQUIPMENT BACKHOE BY:C.Robinson o,m o MATERIAL DESCRIPTION 0 G ArtlDdalFW(QAq --- --- --- Cravcl with silt And sand,loose. -------- SM �'-------------- blmshLaL--- t 2 Silty SAND,medium A, moist.brown.micaceous 4 I ` r 6 _1 1I;.1. -Fine to mcdisuo sand 6 Sc Panba Formation(Qps) !/� Clayey Sandstone,excavates as Clayey SAND,media dense,damp, /r gray,fine to medium sand 10 1rj ——— ——— ry———- -————————— ——— ——— ——- -F .1. SM Silty ------------SANDSTONE-excavates as Silty SAND with m gravel.dense, oist, 'T I I btmm fine to medi=sand 12 --- --------------------------------- --- --- --- SP-SM SANDSTONE.excamcs m SAND with silt mW gravel,trace cobbles. • 14 dense,moist,orangish baosw,medium to coarse sand Total depth: 15 feet No gtotmdwater encountered Backfilled with loose soil on 44-2015 Figure A-7, rMO. .01 APPENM A BORING LOW TEN1PA7E(PJ Log of Test Pit TP-7, Page 1 of 1 • SAMPLE SYMBOLS SANPUNG UNSUCCESSFUL _STANDARD PENETRATION TEST _DRIVE SUIPLE NNDISTLRBED) ®...OISRMED OR BAG SAMPLE Q_CHUW SAMPLE .1—WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHMM HEREON APPLES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED..IT S NOT WARRANTED TO BE RUIRESENTATIVE OF SUBSUWACE CONDITIONS AT OTTER LOCATIONS AND TINES. GEOCON • Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-1 Soil Classification: SM Depth+Stand i e: 4.20 feel Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested b : CER Test Date: 4/10/2015 Water depth measured from stand ipe Standpipe height 1.70 feet Sandy Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft ft ft minlinch 1 0745 39 39 3.03 3.19 0.16 20.31 08124 2 08124 11 50 3.19 3.21 0.02 45.83 08135 Soil Criteria Normal Reading Time Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min Time min ft ft (ft) (minlinch 1 0915 30 30 3.03 3.14 0.11 22.7 0945 2 09 45 30 60 3.01 3.12 0.11 22.7 10 15 3 1015 30 90 3.01 3.12 0.11 22.7 1045 4 10 45 30 120 3.00 3.11 0.11 22.7 11 15 5 1115 30 150 3.05 3.15 0.10 25.0 11 45 6 1145 30 180 3.00 3.10 0.10 25.0 12 15 7 1215 30 210 2.98 3.09 0.11 22.7 1245 8 12 45 30 240 2.98 3.09 0.11 22.7 01 15 9 0115 30 270 2.96 3.07 0.11 22.7 01 45 10 0145 30 300 3.00 3.10 0.10 25.0 02 15 11 0215 30 330 3.02 3.11 0.09 27.8 0245 12 02 45 03 15--, 30 360 3.00 3.09 0.09 27.8 • Fi ure A-8 • Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-2 Soil Classification: SM Depth+Stand i : 4.2 feet Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested b : CER Test Date: 4/10/2015 Water depth measured from stand "pe Standpipe height 1.88 feet San Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft (ft) (ft min/inch 1 0753 33 33 2.82 3.14 0.32 8.59 0826 2 08126 17 50 3.14 3.19 0.05 28.33 08143 Soil Criteria Normal Reading Time Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min Time min ft ft ft min/inch 1 09 50 30 30 3.03 3.13 0.10 25.0 09 2 1-M920 30 60 3.01 3.09 0.08 31.3 3 1020 30 90 3.04 3.14 0.10 25.0 1050 4 2 20 30 120 3.03 3.14 0A 1 22.7 5 1120 30 150 3.14 3.24 0.10 25.0 11 50 6 2 20 30 180 3.04 3.15 0.11 22.7 7 1 20 2 30 210 3.05 3.13 0.08 31.3 8 13201 30 240 3.05. 3.14 0.09 27.8 9 1320 30 270 3.07 3.16 0.09 27.8 1350 10 1420 30 300 3.08 3.19 0.11 22.7 11 14 30 330 3.09 3.19 0.10 25.0 50 12 14 50 30 360 3.08 3.18 0.10 25.0 15 20 • Fi ure A-9 • Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-3 Soil Classification: SM Depth+Stand i : 5.2 feet Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested b : CER Test Date: 4/10/2015 Water depth measured from stand i Standpipe height: 1.71 feet San Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft ft ft minfinch 1 08 02 28 28 4.00 4.36 0.36 6.48 08 30 2 08 30 22 50 4.36 4.47 0A1 16.67 08 52 Soil Criteria Normal Reading Time Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min Time min ft ft ft min/inch 1 0925 30 30 4.05 4.33 0.28 8.9 0955 2 09 55 30 60 4.06 4.32 0.26 9.6 1025 3 10 25 30 90 4.03 4.29 0.26 9.6 1055 4 10 55 30 120 4.08 4.37 0.29 8.6 11 25 5 1125 30 150 3.99 4.26 0.27 9.3 11 55 6 11 55 30 180 4.06 4.29 0.23 10.9 1225 7 12 25 30 210 4.02 4.27 0.25 10.0 1255 8 12 55 30 240 4.02 4.25 0.23 10.9 1325 9 1325 1355 30 270 4.08 4.30 0.22 11.4 10 13 55 30 300 4.06 4.28 0.22 11.4 14 25 11 14 25 30 330 4.04 4.27 0.23 10.9 1455 12 14 55 30 360 4.08 4.30 0.22 11.4 15 25 • Fi ure A-10 Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-4 Soil Classification: SM Depth+Stand i : 5.2 feet Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested by:I CER Test Date: 4/10/2015 Water depth measured from stand i Standpipe height: 1.72 feet Sandy Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft ft ft min/inch 1 08 0099 25 25 4.07 4.31 0.24 8.68 2 081345 25 5o 4.31 4.4 0.09 23.15 Soil Criteria Normal Reading Tim( Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min Time min ft ft ft minfinch 1 0930 30 30 4.07 4.27 0.20 12.5 1000 2 10 00 30 60 4.08 4.26 0.18 13.9 1030 3 10 30 30 90 4.04 4.22 0.18 13.9 11 00 4 1100 30 120 3.98 4.20 0.22 11.4 11 30 5 11 30 30 150 4.08 4.26 0.18 13.9 1200 6 12 00 30 180 4.10 4.25 0.15 16.7 1230 7 1230 30 210 4.09 4.24 0.15 16.7 1300 8 13 30 30 240 4.05 4.20 0.15 16.7 9 13 30 30 270 4.09 4.23 0.14 17.9 1400 10 14 30 30 300 4.10 4.22 0.12 20.8 11 1430 15 0 30 330 4.11 4.23 0.12 20.8 12 15 00 30 360 4.06 4.18 0.12 20.8 1520 • Fi ure A-11 • Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-5 Soil Classification: SM Depth+Stand i : 4.2 feet Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested b : CER Test Date: 4/10/2015 Water depth measured from stand i Standpipe height 1.69 feet Sandy Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft ft ft min/inch 1 0815 25 25 3.07 3.52 0.45 4.63 0840 2 08140 25 50 3.06 3.46 0.40 5.21 0905 Soil Criteria Normal Reading Tim( Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min) Time min ft ft ft min/inch 1 0935 30 30 3.00 3.50 0.50 5.0 1005 2 10 05 30 60 2.99 3.45 0.46 5.4 1035 3 10 35 30 90 3.01 3.47 0.46 5.4 11 05 4 1105 1135 30 120 2.97 3.46 0.49 5.1 5 1135 30 150 3.03 3.48 0.45 5.6 1205 6 12 05 30 180 2.98 3.48 0.50 5.0 1235 7 12 35 30 210 3.00 3.42 0.42 6.0 13 OS 8 13 OS 30 240 3.01 3.43 0.42 6.0 13 35 9 1335 30 270 3.00 3.43 0.43 5.8 1405 10 14 05 30 300 3.01 3.42 0.41 6.1 1435 11 14 35 30 330 3.00 3.42 0.42 6.0 1505 12 15 05 30 360 3.06 3.47 0.41 6.1 15 35 • Figure A-1 • Percolation Data Sheet Project Name: HOPE LUTHERAN Job No. T2630-22-01 Test Hole No. P-6 Soil Classification: SM Depth+Stand i : 4.19 feet Excavation Date: 4/8/2015 Sandy Soil Criteria Tested b : CER Presoak Date: 4/9/2015 Actual Percolation Tested b : CER Test Date: 4/10/2015 Water depth measured from stand ipe Standpipe height .44 feet Sandy Soil Criteria Test Time Total Initial Water Final Water A in Water Percolation Trial No. Time Interval Elapsed Level Level Level Rate min Time min ft ft (ft) (min/inch 1 08120 25 25 2.86 2.99 0.13 16.03 OB 2 08145 25 50 2.99 3.02 0.03 69.44 09110 Soil Criteria Normal Reading Time Time Total Initial Water Final Water Ain Water Percolation No. Interval Elapsed Level Level Level Rate • min Time min ft ft ft min/inch 1 0940 30 30 3.00 3.06 0.06 41.7 10 10 2 1010 30 60 2.98 3.05 0.07 35.7 1040 3 10 40 30 90 2.93 3.00 0.07 35.7 11 10 4 1110 1140 30 120 3.00 3.07 0.07 35.7 5 1140 30 150 3.00 3.08 0.08 31.3 12 10 6 1210 30 180 2.99 3.07 0.08 31.3 1240 7 t24 30 210 2.96 3.03 0.07 35.7 8 30 240 2.93 3.00 0.07 35.7 9 30 270 3.00 3.06 0.06 41.7 10 30 300 3.00 3.05 0.05 50.0 11 30 330 3.05 3.10 0.05 50.0 12 30 360 3.04 3.100.06 41.7 • Fi ure A-13 APPENDIX • APPENDIX B LABORATORY TESTING Laboratory tests were performed in general accordance with test methods of ASTM International (ASTM), California test (CT) methods or other suggested procedures. Selected samples were tested for direct shear strength, expansion characteristics, moisture density relationships. corrosivity. R-value. and moisture conteut.The results of the laboratory tests are summarized in Figures B I through 133. • • Project No.72630-22-01 B-1 May 5.2015 • SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557 Alaxlmum Optimum Sample No. Description Dry Density Moisture Content (pcf) (%dry wt.) TP4 @ 24' Silty SAND,trace gavel 133.2 7.9 SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D4829 Semple No. Moisture Content Dry Density Expansion Before Test(%) After Test(%) (PC') Index TP4 24' 7.8 13.9 117.1 0 SUMMARY OF LABORATORY ORGANIC CONTENT TESTS ASTM D2874 Sample No. Organic Content(%) TP-3 @ 7.5-9' 1.9 • TP4 @ 10-15' 0.8 SUMMARY OF LABORATORY R•VALUE TEST RESULTS ASTM D2844 Sample No. R-Value TP-3 @ 24' 60 SUMMARY OF CHEMICAL TEST RESULTS Sam le No. Chloride Content Sulfate Content H Resistivity P (ppm) (0/0) P (ohm centimeters) P-3 2-4' 393 0.063 8.6 3.100 1T1 0 Resistivity and pH determined by Cal Trans Test 643. Chloride content detemdued by California Test 422. Water-soluble sulfate determined by California Test 417. LABORATORY TEST RESULTS GEO CON �J� HOPE LUTHERAN CHURCH • W E S T. I N C. VJJJJ LOT 9.TR3552 GEOTECnN ICALCONSULTANTS PARCEL MAP BOOK 56/63-66 41571 CORN04G PLACE SUITE 101 MURRIETA.CA 92UZ70M TEMECULA,CALIFORNIA PHONE 951-3D4230D FAX 951-3D42392 CER I I MAY, 2015 PROJECT NO.T2630-22-01 FIG B1 '; 1111111�i� iiil��\IIIIIII ■IIIIIII■■IIIIIII■■ :, IIIIIII■■Illllllii� i!III'1■■IIIIIII■■IIIIIII■■ IIIIIII■■IIIIIII■�i.11l�,l■■IIIIIII■■IIIIIII■■ ., IIIIIII■l� IlII■■Ili!�1l�■IIIIIII■■IIIIl�G�� IIIIIII��IIIIIII■■1111��5�, �!��■■■IIIIIII■■III III��■IIIIIII■C!!��i�:�i�lllllll�l��IIIIII■■ IIIIIII■■IIIIIII■■IIIIIII \lilll� �■IIIIIII■■ IIIIIII■■IIIIIII■■IIIIIII■■I;�IIII■■IIIIIII■■ IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■ IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■ SAMPLE DESCRIPTION GEOCON E LUTHERAN CHURCH QR)- •,. LOT . . . . .. CALIFORNIA mr-lzi PARCEL MAP BOOK 56/63-66 4500 4000 3500 3000 N a c 2500 t Ul m t 2000 1500 • 1000 500 0 0 1000 2000 3000 4000 5000 Normal Pressure (psf) SAMPLE SOIL TYPE DRY DENSITY INITIAL FINAL C ID (PCF) MOISTURE(%) MOISTURE(%) (psf) (deg) 'TP1 0 3-0' SM 120.0 7.5 160 400 30 'TPA 2-0' SM 120.4 7.7 111 390 32 'Semple rerndded to epproxunetety W%of the mexumrm Cry density EST RESULTS GEOCON Qn) DIRECT SHEAR NCHURCH W E S T. I N C. HOPE LUT 9, TR3 CHURCH • GEOTECHNICAL CONSULTANTS LOT 9, TR3552 41571 CORNING PLACE SUITE 101 MURRIETA.CA M62-7065 PARCEL MAP BOOK 56/63-66 PHONE 951-304-2300 FAX 951-304.2392 TEMECULA, CALIFORNIA CER I I I I MAY,2015 1 PROJECT NO.T2630-22-01 I FIG B3 • APPENDIX I i APPENDIX C GEOTECHICAL REPORT AND COMPACTION TEST RESULTS ROUGH GRADING OPERATIONS BY ENGEN CORPORATION FEBRUARY 10, 1999 FOR HOPE LUTHERAN CHURCH LOT 9 OF PARCEL MAP BOOK 56163-66 TEMECULA, CALIFORNIA PROJECT NO. T2630-22-01 • Project No.P_630-2241 C-1 May 5.2015 •6C16d�� m r7 faa'f'7 S.M=•E10-N fE M•C-p"Fly • - •1mppSY]•cm0 .ymWffli7T-hk3•IL9YWk*9•Pemin,�y .� Ei1GEN Corporation • . •RR16�EwprUIISkA46y4 ENVIRONMENTAL& GEOTECHNICAL ENGINEERING NETWORK GEOTECHNICAL REPORTAND COMPACTION TEST RESULTS ROUGH GRADING OPERATIONS Lots 7, 8 and 10 of Tract 3552, Vallejo Avenue City of Temecula, County of Riverside, California Project Number. T1060-C February 10, 1999 • Prepared for. Rancho Community Church 29141 Vallejo Avenue Temecula, California 92592 �I 1 � I CORPORATE OFFICE 41601'Enterprise Onto North,Suite 1,Ternerula,CA 92590•phone 19091 676-3095•fox-(909)676-3294 OR_4NGE COUNTY Or-pCE 2615 Orange Menue. Santa Ana,CA 92707 •phone (714)546-4051 •tax. 17141 546-4052 I NVEB SITE: WWW-ENtENCORP.COM • E-MAIL: ENGENCORP@o PE.NET Rancho Community Church Project Number.T1060-C • TABLE OF CONTENTS SECTION NUMBER AND TITLE PAGE 1.0 PROJECT LOCATION AND DESCRIPTION.....................................................................1 1.1 PROJECT LOCATION.................................................................................................1 1.2 PROJECT DESCRIPTION............................................................................................2 2.0 SCOPE OF WORK ....................................................................................................2 2.1 TIME OF GRADING ...................................................................................................2 3.0 CONTRACTOR AND EOUIPMENT ................................................................................2 3.1 GRADING OPERATIONS ............................................................................................2 3.2 CUT/FILL TRANSITION..............................................................................................3 4.0 TESTING .................................................................................................................3 4.1 FIELD TESTING PROCEDURES...................................................................................3 4.1.1 LABORATORY TESTING...............................................................................3 4.1.2 MOISTURE-DENSITY RELATIONSHIP TEST....................................................3 4.2 EXPANSION INDEX TEST.............................................................:.............................3 • 5.0 EARTH MATERIALS..................................................................................................4 6.0 CONCLUSIONS AND RECOMMENDATIONS...................................................................4 6.1 GENERAL ...............................................................................................................4 7.0 CLOSURE................................................................................................................5 APPENDIX TEST RESULTS DRAWINGS • / l `•�'."- •Sol F-OWJq,r1ro¢;me Srd •D*"4 rrA =_nB4.q • _lr_EUGEN Corporation `�'�Xm 1 'M • I&Ibw i 'raxrrc' _ •rn'<1T•Mam�o YAn •Rav16�Nw.moe9151,456^rm ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK February 10, 1999 Mr. Stan Heaton Rancho Community Church 29141 Vallejo Avenue Temecula, California 92592 (909)676-1018 / FAX(909)676-2294 Regarding: GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS ROUGH GRADING OPERATIONS Lots 7, 8 and 10 of Tract 3552, Vallejo Avenue City of Temecula, County of Riverside, California Project Number: T1060-C References: 1. EnGEN Corporation, Revised Pavement Sccfion, Proposed Sanctuary and Classrooms, Rancho Community Church, Vallejo Avenue, City of Temecula, County of Riverside, California, Project Number. T1060-GS2, letter dated October 20, 1998. 2. EnGEN Corporation, Geotechnical/Geologica/ Engineering Study, Proposed Sanctuary and Classrooms, Rancho Community Church, Vallejo Avenue, City of • Temecula, County of Riverside, California. Project Number: T106D-GS2, report dated August 10. 1998. 3. Temecula Engineering Consultants, Conceptual Grading Plan, Rancho Community Church, Portion of Lots 7, 8, 9. 10 and 11 of Tract 3552, plans stamped May 15, 1998. 4. EnGEN Corporation, Alluvia/ Removal Study, Future Addition to Rancho Community Church, 29141 Vallejo Avenue, City of Temecula, County of Riverside, California, Lot 9 of Tract 3552, Project Number. T1060-GS, dated July 9, 1996. 5. California Geo Tek, Inc., Grading and Compaction Control, PUP 652. 29141 Vallejo Avenue, City of Temecula, County of Riverside, California, report dated June 4, 1990. 6. Temecula Engineering Consultants, Rough Grading Plan, Potion of Lots 7, 8, 9, 10 of Tract 3552, Rancho Community Church, sheets 1-2, plan undated. Dear Mr. Heaton: According to your request and signed authorization, EnGEN Corporation has performed field observations, sampling, and in-place density testing at the above referenced site. Submitted, herein, are the test results and the supporting field and laboratory data. 1.0 PROJECT LOCATION AND DESCRIPTION 'Ll ,PROJECT LOCATJQN he subject sit consists of approximately 10 acres, located west of Vallejo Avenue near - •� ✓ llalma Drive in�he City of Temecula, County of Riverside, California. The site is bounded by II I � CORP94ATF OFFICE 41607,Enterprise Circle North,Suite 1,Temecula,CA 92590•phone (909)676-3095•fox.(909)676-3294 ORANGE COON I r 04ICE 2615 Orange Avenue, Santa Ana,CA 92707 •phone, (714)546-4051 •fax 1714)546-4052 _ I .WEB SITE: WWW.IINGENCORP.COM • E-MAIL ENGENCORP�10 PE.NET `1 Rancho Community Church Project Number.T1060-C Februa P ge 2 I iVallejo Avenue and Interstate 15 on the east and west, respectively, and existing church structures and graded pads on the south and north, respectively. ' 1 1.2 PROJECT DESCRIPTION It is understood that the subject site is to be developed with an amphitheater, classroom structure and ball field area. Prior to grading operations, topography and surface conditions of the site were relatively flat to moderately sloping at a gradient of less than 10 percent. A natural stream bed bisects the site, extending from Vallejo Avenue to the Interstate 15 t Freeway. 2.0 SCOPE OF WORK 2.1 TIME OF GRADING This report represents geotechnical observations and testing during the construction I operations from July 7, 1998 through December 30, 1998. i 3.0 CONTRACTOR AND EQUIPMENT The grading operations were per by Clayton Engineering, Inc. through the use of several Cat 623 scrapers, one (1) blade, one (1) 824 C rubber tire dozer and one (1) water truck. _ 3.1 GRADING.OPERATIONS . Grading within the subject site consisted of a cut/fill and import fill placement operation. Grasses and weeds were removed prior to fill placement. Fill material was generated from the southeastern portions of the site, and used'lo bring the southwestern,portions of the site I � to finish grade elevation. Importmaterialwas used to-bring-the central and western portions of the site to finish grade elevation. Removal of alluvium, slopewash, etc., was performed in the western portion of the site to depths ranging from 1 to 7 feet below original elevation. Over-excavated earth material was stockpiled and later used as fill. Fill slopes were constructed along the natural water course that bisects the site. resulting in a well defined drainage channel. Bottoms were observed, probed and found to be into competent native material by a representative of this firm. Keying and benching into competent bedrock was observed during the grading operations. The exposed bottoms were scarified and moisture conditioned to a depth of 12 inches then compacted to 90 percent. Fill was placed in lens thicknesses of 4 to 6 inches, thoroughly moisture conditioned to near optimum moisture • content, then. compacted to a minimum of 90 percent relative compaction. Moisture i EnGEN Corporation Rancho Community Church Project Number.T1060-C 1 February 1999 • Page 3 conditioning of the on-site soils was performed during the compaction process, through the use of a water truck. The pad area was generally graded to the elevations noted.on the Grading Plan. However, the actual pad location, dimensions, elevations, slope locations and inclinations, etc. were surveyed and staked by others and should be verified by the Project Civil Engineer. I 3.2 CUT/FILL TRANSITION Over-excavation was not performed on the cut portion of the graded pads. Therefore, cut/fill transitions exist on the subject site. It is recommended that overexcavation be performed In the cut portion of cuttfill footprint areas once proposed structure locations are determined. Over-excavation should be performed in accordance with the recommendations given in the Referenced No. 2 report. 4.0 TESTING ' 4.1 FIELD TESTING PROCEDURES Field in-place density and moisture content testing were performed in general accordance with ASTM-D-2922-81 (90) and ASTM-D-3017-88 procedures for determining in-place density and moisture content, respectively, using nuclear gauge equipment. Relative compaction test results were within the 90 percent required for. all material placed and , compacted. Test results are presented in the Appendix of this report., Fill depths and test locations were determined from review of the referenced grading plans. 4.1.1 LABORATORY TESTING The.following laboratory tests were performed as part of our services during the grading of i the subject site. The test results are presented in the Appendix of this report. 4.1.2 MOISTURE-DENSITY RELATIONSHIP TEST Maximum dry density - optimum moisture content relationship tests were conducted on samples of the materials used as fill. The tests were performed in general accordance with i ASTM D1557-91 procedures. The test results are presented in the Appendix (Summary of Optimum Moisture Content I Maximum Dry Density Relationship Test Results). 4.2 EXPANSION INDEX TEST A soil sample was obtained for expansion potential testing from the building pad area upon • completion of rough grading of the subject site. The expansion test procedure utilized was the Uniform Building Code Test Designation 18-2. The material tested consisted of silty I EnGEN Corpontlon Rancho Community Church Project Number. T1060-C .� February 1999 4 4 i sand, to sandy silt, which has an Expansion Index of 0. This soil is classified as having a very low expansion potential. The results are presented In the Summary of Expansion Index Results in the Appendix of this report. 6.0 EARTH MATERIALS The natural earth materials encountered on-site, generally consisted of brown to tan, silty sand to sandy silt. 6.0 CONCLUSIONS AND RECOMMENDATIONS No conditions were encountered which would cause a change in the previously provided design and construction recommendations. As a result, design and construction should adhere to the recommendations provided by the Referenced No. 2 Geotechnical/Geological Engineering Study. 6.1 GENERAL Based on the observations and tests performed during grading, the subject site in the areas noted has been completed in accordance with the Referenced No. 2 Geotechnical/Geological Engineering Study project plans and the grading Code of the City of Temecula. The graded site in the areas noted as graded Is determined to be adequate for the intended use. Any subsequent grading for development of the subject property should be performed under engineering observation and testing performed.byEnGEN Corporation. Subsequent,grading includes, but is not limited to, any additional.fill placement and excavation of temporary and permanent cut and fill slopes. In addition, EnGEN Corporation should observe all foundation I ' excavations. Observations should be made prior to installation of concrete forms and/or reinforcing steel so as to verify and/or modify, if necessary, the conclusions and recommendations in this report. Observations of overexcavation cuts, fill placement, finish grading, utility or other trench backfill, pavement subgrade and base course, retaining wall beckfill, slab presaturation, or other earth work completed for the development of subject site should be performed by EnGEN Corporation. If.any of the observations and testing to verify site geotechnical conditions are not performed by EnGFAN' Corporation, liability for the safety and performance of the development is limited to the actual portions of the project observed and/or tested by EnGEN Corporation. EnGEN Corporation Rancho Community Church Project Number.T1660-C February 1999 • Page 5 7.0 CLOSURE This report has been prepared for use by the parties or project named or described above. It may or may not contain sufficient information for other parties or purposes. The findings and recommendations expressed In this report are based on field and laboratory testing performed during the rough grading operation and on generally accepted engineering practices and principles. No further warranties are implied or expressed beyond the direct representations of this report. Thank you for the opportunity to provide these services. If you should have any questions regarding this report, please do not hesitate to contact this office.at your convenience. Respectfully submitted, i EnGEN/Corporation Jason Osbjo ra ene, G 162 Field Operati a Manager Princi al Ge3otechnical Engineer • Expires 09-30-01 I JDG/OB:ch QpFESSfpN OP0 B 9! Distribution: (4) Addressee r`'QSO� �rFyFy� a m FILE: EnGEN/Reponing1CM080C Rancho Community Church Rough Grading W KID. 162 a sT FOrec►+K��p��° alF0 CRUF�Q I I 1 . J EnGEN Corporation Rancho Communtty Church Project Number.T1060-C Appendix Page 1 APPENDIX TEST RESULTS . I i I I l EnGEN Corporation I rIi Rancho Community Church Project Number.T1060-C Appendix Page 2 FIELD TEST RESULTS t� (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS) (NUCLEAR GAUGE TEST METHOD) ii lTest Test Depth Soil Max Moisture Dry Relative Required No. Date Test Locations Elev. Type Density Content Density Compaction Compaction (1998) (FT) (PCF) N (PCF) N M 1 7-9 See Site Plan 1010.0 1 126.8 6.9 124.6 98.3 90 2 7-9 See Site Plan 1013.0 1 126.8 9.2 117.6 92.7 90 3 7-9 See Site Plan 1009.0 1 126.8 15.2 117.8 93.0 90 4 7-9 See Site Plan 1002.0 1 126.8 16.2 115.0 90.7 90 5 7-9 See Site Plan 1009.0 1 126.8 10.6 123.3 97.3 90 6 7-9 See Site Plan 1003:0 1 126.8 8.3 120.7 952 90 7 7-9 See Site Plan 1014.0 1 126.8 6.4 115:2 90.7 90 8 7-9 See Site Plan 1012.0 1 126.8 9.0 114.6 90.4 90 9 7-10 See Site Plan 1017.0 1 126.8 11.5 117.2 92.5 90 10 7-10 See Site Plan 1015.0 1 126.8 10.2 117.9 93.0 90 11 7-10 See Site Plan 1012.0 1 126.8 11.7 119.4 94.2 90 12 7-13 See Site Plan 1015:5 1 126.8 8.5 117.4 92.6 90 13 7-13 See Site Plan 1016.5 1 126.8 7.0 117.4 92.6 90 14 7-13 See Site Plan 1005.0 1 126.8- 10.2 112.1 88.4 90 15 7-15 Retest of#14 1005.0 1 126.8 9.7 121.4 95.8 90 16 7-15 See Site Plan 1000.0 1 126.8 13.0 11.7.5 92.7 90 17 7-15 See Site Plan 1002.0 1 126.8 8.3 119.9 94.6 90 18 7-15 See Site Plan 1004.0 1 126:8 7.1 119.1 93.9 90 19 7-15 See Site Plan 1004.0 1 126:8 7.8 119.3 94.1 90 20 7-15 See Site Plan 1006.0 1 126.8 8.5 120.6 95.1 90 21 7-15 See Site Plan 1006.0 1 126.8 7.9 119.4 94.2 90 22 7-15 See Site Plan 1008.0 1 126.8 8.3 120.2 94.8 90 23 7-15 See Site Plan 1008.0 1 126.8 8.9 120.1 94.7 90 24 7-16 See Site Plan 1010.0 1 126.8 9.2 121.2 95.6 90 25 7-16 See Site Plan 1010.0 1 126.8 10.2 115.6 91.2 90 26 7-16 See Site Plan 1012.0 1 126.8 10.2 117.3 92.5 90 27 7-16 See Site Plan 1012.0 1 126.8 8.9 120.4 95.0 90 28 7-17 See Site Plan 1014.0 3 129.0 8.7 120.3 93.3 90 29 7-17 See Site Plan 1014.0 3 129.0 6.0 110.2 85.4 90 30 7-20 Retest of#29 1014.0 3 129.0 11.3 116.6 90.4 90 31 7-20 See Site Plan 1014.0 3 129.0 8.3 120.4 93.3 90 32 7-20 See Site Plan 1014.0 3 129.0 9.7 123.4 95.7 90 I EiGEN Corpontion Rancho Community Church Project Number.T1080-C �• FIELD TEST RESULTS(CONTINUED) Appendix Page 3 (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS) (NUCLEAR GAUGE TEST METHOD) I Test Depth Max Moisture Dry Relative Required Test Date E1ev. Soil Density Content Density Compaction Compaction No. (1998) Test Locations (Fr) Type (PCF) N (PCF) N M) 33 7-21 See Site Plan 1016.0 4 118.4 13.3 110.5 93.3 90 i 34 7-21 See She Plan 1002.0 1 126.8 16.2 115.0 90.7 90 35 7-22 See Site Plan 1016.0 1 126.8 12.8 114.7 90.4 90 36 7-22 See Site Plan 1016.0 1 126.8 13.3 115.5 91.1 90 37 7-22 See Site Plan 1018.0 1 126.8 8.8 116.1 91.5 90 38 7-22 See Site Plan 1018.0 1 126.8 7.8 115.0 90.7 90 39 11-24 See Site Plan 1018.5 2 127.9 13.4 115.4 90.2 90 1 40 11-24 See Site Plan 1020.0 2 127.9 8.2 116:1 90.8 90 41 11-24 See Site Plan 1017.0 2 127.9 9.3 116.5 91.1 90 142 11-24 See Site Plan 1016.0 2 127.9 8.5 121.6 95.1 90 i 43 12-7 See Site Plan 1005.0 6 126.5 9.1 118.8 93.9 90 •1 44 12-7 See Site Plan 1005.0 6 126.5 9.5 118.4 93.6 90 45 12-7 See Site Plan 1007.0 6 126.5 8.4 119.9 94.8 90 46 12-7 See Site Plan 1007.0 6 126.5 10.0 121.3 98.9 90 j 47 12-7 See Site Plan 1009.0 6 126.5 9.8 199.4 94.4 90 ' 48 12-7 See Site Plan 1009.0 6 126.5 9.5 118.9 94.0 90 . 49 12-7 See Site Plan 1011.0 6 126:5 10.1 119.2 94.2 90 50 12-7 See Site Plan 1011.0 6 126:5 9.7 119.6 94.5 90 51 12-7 See Site Plan 1013.0 6 126.5 9.1 118.5 93.7 90 52 12-8 See Site Plan 1005.0 6 126.5 9.4 114.3 90.4 90 53 12-8 See Site Plan 1005.0 6 126.5 10.9 117.7 93.1 ' 90 i 54 12-8 See Site Plan 1005.0 6 126.5 10.1 116.1 91.8 90 155 12-8 See She Plan 1007.0 6 126.5 10.8 114.1 90.2 90 56 12-8 See Site Plan 1007.0 6 126.5 9.5 115.0 90.9 90 57 12-8 See Site Plan 1009.0 6 126.5 10.0 114.7 90.8 90 58 12-8 See Site Plan 1009.0 4 118.4 9.1 109.0 92.1 90 59 12-9 See Site Plan 1009.0 6 126.5 12.1 114.5 90.5 90 60 12-9 See Site Plan 1010.0 6 126.5 12.5 118.0 93.3 90 61 12-9 See Site Plan 1010.0 6 126.5 11.5 114.2 90.3 90 62 12-9 See Site Plan 1010.0 6 126.5 11.1 114.6 90.6 90 63 12-9 See Site Plan 1008.0 6 126.5 8.5 120.2 95.0 90 EnGEN Corporation Rancho Community Church Project Number.T1060-C Appendix Page 4 •' FIELD TEST RESULTS(CONTINUED) (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS) (NUCLEAR GAUGE TEST METHOD) Test Test Depth Soil Max Moisture Dry Relative Required Date Elev. Density Content Density Compaction Compaction No. (1998) Test Locations (FT) (PCF)(PCF) N. (PCF) (°r6) M 64 12-9 See Site Plan 1008.0 6 126.5 7.5 115.9 91.6 90 65 12-9 See Site Plan 1010.0 6 126.5 8.3 113.9 90.0 90 i 66 12-9 See Site Plan 1008.0 6 126.5 7.2 115.6 91.4 90 67 12-9 See Site Plan 1010.0 6 126.5 10.2 117.2 92.6 90 68 12-9 See Site Plan 1010.0 6 126.5 8.9 116.3 91.9 90 69 12-9 See Site Plan 1012.0 6 126.5 9.8- 116.8 92.3 90 70 12-9 See Site Plan 1012.0 6 126.5 10:0 115:9 91.6 90 71 12-17 See Site Plan 1015.0 6 126.5 11.4 120.8 95.5 90 72 12-17 See Site Plan 1015.0 6 126.5 10.8 120.1 94.9 90 73 12-17 See Site Plan 1016.0 6 126.5 10.1 118.6 93.8 90 74 12-17 See Site Plan 1010.0 6 126.5 11.8 121.3 95.9 90 75 12-17 See Site Plan 1010.0 6 126.5 10.1 120.3 95.1 90 76 12-17 See Site Plan 1012.5 6 126.5 7:7 114.7 90.7 90 77 12-17 See Site Plan 1012.5 6 126.5 8.1 115.5 91.3 90 78 12-22 See Site Plan 1019.0 6 126.5 10.4 117.4 92.8 90 79 12-22 See Site Plan 1018.0 6 126.5 11.0 114.0 90.1 90 80 12-22 See Site Plan 1017.0 6 126.5 12.0 113.9 90.0 90 81 12-22 See Site Plan 1018.0 6 126.5 11.5 115.1 91.0 90 82 12-22 See Site Plan 1018.0 6 126.5 12.1 116.2 91.9 90 83 12-22 See Site Plan 1018.0 6 126:5 11.8 114.9 90.8 90 84 12-23 See Site Plan 1020.0 6 126.5 10.9 118.8 93.9 90 85 12-23 See Site Plan 1019.0 6 126.5 9.8 117.2 92.6 90 86 12-23 See Site Plan 1019.0 6 126.5 10.4 115.9 91.6 90 87 12-23 See Site Plan 1021.0 6 126.5 10.5 114.8 90.8 90 i 88 12-23 See Site Plan 1021.0 6 126.5 9.3 114.2 90.3 90 89 12-23 See Site Plan 1021.0 6 126.5 9.6 115.3 91.1 90 90 12-28 See Site Plan 1018.0 6 126.5 9.8 115.5 91.3 90 i91 12-28 See Site Plan 1021.0 6 126.5 10.3 116.8 92.3 90 92 12-28 See Site Plan 1020.0 6 126.5 10.4 116.4 92.0 90 93 1-29 See Site Plan F.G. 6 126.5 7.5 119.2 94.3 90 l94 1-29 See Site Plan F.G. 6 126.5 9.0 119.9 94.8 90 95 1-29 See Site Plan F.G. 6 126.5 9.5 122.1 96.5 90 i E nGEN Corporation Rancho Community Church Projert Number.T1060-C Appendix Page 5 FIELD TEST RESULTS(CONTINUED) 1 (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS) (NUCLEAR GAUGE TEST METHOD) j Test Test Depth Sail Max Moisture Dry Relative Required No. Date Test Locations Elev. Type Density Content Density Compaction Compaction 0998- (FT) (PCF) N (PCF) M M 1999) 96 1-29 See Site Plan F.G. 6 126.5 10.4 118.9 94.0 90 97 1-29 See Site Plan F.G. 6 126.5 10.2 123.2 97.4 90 98 1-29 See Site Plan F.G. 6 126.5 9.1 116.8 92.4 90 1 i I I I I j EnCEN Corporation Rancho Community Church Project Number.T1060•C Appendix Page 6 • SUMMARY OF OPTIMUM MOISTURE CONTENT/ MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS AST1M D1557-91 Optimum Soil Maximum Moisture Soil Description Dry Density Content Type (USCS Symbol) (PCF) N 1 Silty Sand, Brown (SM) 126.8 8.4 2 Silty Sand, Brown (SM) 127.9 9.5 3 Silty Sand, Brown (SM) 129.0 8.6 4 Silty.Sand, Tan (SM). 118A 10.5 1 5 Sandy Silt, Brown (SM) 114.1 12.5 6 Silty Sand, Brown (SM) 126.5 9.4 I • SUMMARY OF EXPANSION INDEX TEST RESULTS 1 Moisture Moisture Condition Soil Depth Dry Density Condition Before After Test(%) Expansion Type (FT) (PCF) Test(%) Index 1 1.5 118.5 7.4 13.3, 0 i EnGEN Corporation 1 Rancho Community Church Project Number. T1060-C Appendix Page 7 • n DRAWINGS i , i 1 EnGEN Corporation i J • SIN I as I i VALLEJO AVENUE 9 1• Er tr arMORL (I2 w SM1TL) 1Y1: w( n a ' /9l.}.l. . , - 1 rEn9 MR.nIt7ZN f Sh • SE#'R.OWl __. - _-- L� fib__--. ' . �1 }�--P-I Ts Y.1 90nf 1 I .- 1 I I � Il 4.•dou.m I ti 4 1• ) I I / pq LW 111 rvRr mm mr.c Q g 1 1 �1 r I e n /IP19tbbt6 >A n 4Amt0O15 i/ - I. -4� do- � 9..0 Pf�130 W' .9 tal V IV c IV -- 1 Q I � • � Y IfmnE �rr�� I Py.IMRA I1�r c. {• _ ar��, n[t 71. l 1 rr 4flr. rcrrruxr �• I r] PAOi7l.9 P�� / •/ I t / o n YOYw I• .- .0 w.trmvn 1 }'IJV-1 N �' 1 ! 10.0 1(wv7 L2 11 A'ii h A 4 w�. I I / 2�_61 1 41rCNYr' nr- _ 48 �.y_ I 1 � y r•KI w4UMG QJrNk r[r a ® // 495r.P11n11NM [ I 0 lo» f ,ar 1 N if 1] I 2 O r+rP P.wwcI c u.rc . + r. .- .r. .cs• 1 1f \ r 1 ® 2.l2A O I/ ) I 2 - 1rPfP rupwr. �It 2 - )-� I +=_._ .WWW i NIN >,r' . I,. / I' ILL.•. G.IQ OgnrO 11, srwrr o9Ewirr lf— LEGEND fPP 11?LO TI M OF N Puce oonm TE3T je, ky \ ..fwao>amre urn OF OVER nluvArroR � GRAPHIC SCAIl' EnGEN anon— • I P wm 1 .1rO6:Cr r� 1sC llOY @Ktslp r PO. Y M1 wn�Pylpr K1Ll:YPUwr10N N,.n Cl1EMI IaYI: usncraePn<.•P[n rmuPe: 1 OWNER NMI er awso s v s0 - arb..• A 0... a 2---v 01 ,A ��ffi� CITY OF TEMECULA n..tr n w.nP .`..�� p1^ �OpA°,°^,�°'�' +s va., „ .� TA B 181 RANCHO COIO/UNM CHURCII "III VA GIR_nln 0vei LAND PLNP+[IG. CMI ENf7M[Rna2 CONSIROC'Nn CO .UL(AMI$ •rmrtlou: PA"yr ra61r ++• '• .11/p DOSMESS PAIR ORIK safe 103. FEAFE u. a m" CONCRP7'UAL GRADING PLAN PHASE I _ y�, ott R.C.c, .Y U/R cmua 6-JD-oI rnlPNplE 909-,)e-Iola rACSME( 909-6)6-]19. rbc onq bt/-22as -- OF LOTS 7.8.9.10 h 11 OF TR. 3562 7 d i o + ,,,ors s°`~ L ��) • — �a Q�lF✓per. Qmixx 0 E _ 4 ' SEE SHEET Np. FOR PHAS l KI / t. = A PLAY YW) u 60 of f j /ay�fRSTq� � l e �S T 1 LEGEND , vv 2C^m - o Ncvnoauure rear Lm Woven U"VVAnON j QLQ _ _ I 'lHnl'111l: 5!'ALC i EnGEN • ° �. ,oast,N„®P. nse 1lOLL IlttOm,W. I- N1L tl1I1_ A. ,YOMID•.IP. ' ;i nrz m n>Qaa ro sutE o.Psra a oP.�'si c.r:..0 M CITY OF TEMECULAOWNU nrulw.r .0 .m•,. w:,.. 1•,� •: w w . sNENGWEEMM r��s i _. CX2q$[JT.' AXM ca,ePa.n.D9nw I ItWCHD COADWAI Y CBURCU AH, Vy A .M[Me. �S 9109M �� lb»: LAND P,AII9NG C°9. EMOME[RIMG t0N5rN1f',ION comst&[4 ` m CL%A tALs., rau ,,,,, �.ta,o� u,eo evsNtsS wwrc o�av[. wrt lol rivtcuu. a unto I�NC�f'fIAL GRADUC PLAN - PUASIi It - ♦„V Tm P.Ta.M,K=fy Cl .ne, Cmr� t�9, TELEPHONE W9-6a9-,ola rky ,676-]29. � rPNaa�r(.Laa)�>��s9, e�A P.C.E. NP- .1 � PO$ OF L075 7,8.9.10 R Il OF TR. 3552 • APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR HOPE LUTHERAN CHURCH • LOT 9 OF PARCEL MAP BOOK 56163-66 TEMECULA, CALIFORNIA PROJECT NO. T2630-22-01 • Project No.r_s3o-:z-01 o-i May s.2015 • RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotecltnical Report for the project prepared by Geocon Inland Empire, Incorporated. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing eartbwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical,Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess 'whether, in their opinion, the work was performed,in substantial conformance with these specifications.4t shall.be the responsibility, of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 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. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Conti-actor shall refer to the Contractor performing the site grading work. 2.3 CtvO Engineer or Engineer of Work shall refer to the Catifomia licensed Civil Engineer or consulting firm responsible for preparation of the grading plans. surveying and.verifying as-graded topography. • Gm rev.02107 • 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner. who,is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Coutractor•s work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechulcal Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which 'these Recommended 'Grading Specifications are intended to apply. 3. MATERIALS- • 3.1 Materials for compacted fill shall consist of any soil excavated from the. cut areas or imported to the site that, in the opinion of the Consultant. is suitable for use in construction of fills. In general, fill materials can be classified as soil fills,soil-rock fills or rock fills, as defined below. 3.1.1 Soil flits are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 1/.inch in size. 3.1.2 Soll-rock tWs are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient manix of soil till to allow for proper compaction of soil fill around the rock fragments or hard hirnps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches in the maximum dimension. 3.L3 Rock fllls are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than%inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. • GIE rev.02I07 • 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not,contain hazardous materials as defined by the California Code of Regulations, Title 22. Division 4. Chapter 30. Articles 9 and 10: 40CFR: and any other applicable local. state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations,odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations. the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes: measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face,provided that the slope is not,steeper than 2:1 (horizontal:venical)and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency. Owner and Consultant. • 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maxim tin density, optimum moisture content, and, where appropriate.shear strength.expansion,gradation and chemical characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-wade structures, and similar debris. Grubbing shall consist of removal of snmrps, roots. buried logs and other tursuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1'/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. • GIE?`ev.02107 • 4.2 Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments that ,are free of exposed reinforcing steel may be placed in fills. provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3 After clearing and gmbbing of organic matter and other unsuitable material. loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of die Consultant. The exposed surface shall then be plowed or scarified to a rninumtm depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horiiontal:vertical). or where recommended by the Consultant. the original grotmd should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground • 2 Finish Slope Surface Remove All Unsuitable Material As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur Varies B' ee o e See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to pemtit complete coverage with the companion equipment used. The base of the key should be graded horizontal.or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable sutficial material and at least 2 feet into dense formational material. Where hard rock is • exposed in the bottom of the key. the depth and configuration of the key may be mortified as approved by the Consultant. GIE rev.02107 • 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to 'achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers. vibratory rollers. multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 . Compaction of rock fills shall be perforated in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in paragraph 3.I.1.shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557-02. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant. water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction. the soil fill shall be aerated by the Contractor by bladng/mixing, or other satisfactory methods until the moisture content is within the range specified. • GtE rev.02/07 • 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557-02. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction. it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walling of slopes,as described in the following paragraph. • 6.1.8 As an alternative to over-building of slopes. slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion. slopes should then be tack-walked with-a D-8 dozer or similar equipment. such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill,as defined in Paragraph 3.1.2.shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill. but shall be limited to the area measured 15 feet miniruum horizontally from the slope face and 10 feet below finish grade or 3 feet below the deepest utility,whichever is deeper. In the event that placement of oversized rock is planned less than 10 feet below finish grade, 15 feet behind slope face. or 3 feet below deepest utility. Geocou should be consulted for additional recommendations. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions. rocks or rock • fragments tip to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in GEE rc .02/07 • maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement,sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent.of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure. however. this method should fast be approved by the Consultant. 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum.horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of • a lower windrow to the bottom of the next higher windrow. 6.16 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3. shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on-a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumpiue at the edge of the currently. placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock full shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying • water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory GIE rev.02/07 • roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196-93. may be performed in both the compacted soil fill and in the rock fill to aid in determining the required nnnnnum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. • 6.3.4 A representative of the Consultant should be present dining roek fill operations to observe that the minimum number of"passes" have been obtained,-that water is being properly applied and that specified procedures are being followed.The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for 'piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. • GtE rev.O2J07 • 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. OBSERVATION AND TESTING 7.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling. and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimimr of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2 The Consultant should perform a sufficient distribution of field density, tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified. the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3 During placement of rock fill, the Consultant should observe that the minimum number of • passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the'rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the fatal report of testing and observation services performed during grading. 7.5 The Consultant should observe the placement of subdrains. to verify that the drainage devices have been placed and coustrucled in substantial conformance with project specifications. 7.6 Testing procedures shall conform to the following Standards as appropriate: • GIE rev.02107 • 7.6.1 Soil and Soil-Rock Fills: 7.6.1.1 Field Density Test, ASTM D 1556-02. Densin- of Soil in-Place By the Sand-Cone Method. 7.6.1.2 Field Density Test, Nuclear Method, ASTM D 2922-01. Densiry of Soil and Sail-Aggregare In-Place by Nuclear Methods(Shallow Depth). 7.6:1.3 Laboratory Compaction Test, ASTM D 1557-02. Moisture-Densiry Relations of Soils and Soil-Aggregate Mixinres Using 10-Pound Harrnner and 18-Inch Drop. 7.6.1.4. Expansion Index Test,ASTM D 4829-03. Expansion Inder Test. 7.6.2 Rock Fills 7.6.2.1 Field Plate Bearing Test, ASTM D 1196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate, Load Tests of Soils and Flexible Pm•emeru Components, For Use ,in Evaluation and Design of Airport and Highiray Pm•enrerns. • B. PROTECTION OF WORK 8.1 During construction, the Contractor,shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior.to placing additional fill or structures. 8.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GIE rev.02/07 • 9. CERTIFICATIONS AND FINAL REPORTS 9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer.stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensue that the drain system is free of obstructions. 9.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating tharthe geotechnical.aspects of the grading were performed in substantial confomrance with the Specifications or approved changes to the Specifications. • • GEE rev.O2107 Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 4: Historical Site Conditions Phase I Environmental Site Assessment or Other Information on.Post Site Use . • • Page 144 12-1-2015 at this time, no Phase I has been performed entire site was rough graded in 1998 Water Quality Management Plan (WQMP) Hope Lutheran Church and School Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis • • Page 45 12-1-2015 NOT APPLICABLE FOR THIS PROJECT Water Quality Management Plan (WQMP) Hope Lutheran Church and School Appendix 6: BMP Design Details BMP Sizing, Design Details and other Supporting Documentation Page 146 12-1-2015 • Santa Margarita Watershed -Legend: Required Entries BMP Design Volume, Vttstt. (Rev.m3-2mf2) Calculated Cells (Note this tcorkshcet shall only be used in conjunction wllh.BMP designs from the LID BMP Design Handbook) Company Name Temecula Engineering Consultants, IN Date'2/9/2016 Designed by �SDH County/City Case Noi Company Project Number/Name ,1025.01 New Hope Lutheran Drainage Area Number/Name DI Enter the Area Tributary to this Feature At=i 0.33 'acres 851h Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township; Range, Section i Enter the 85'h Percentile,24-hour Rainfall Depth D8s=r I.00 Determine the Effective Impervious Fraction Type of post-development surface cover LMixed Surface Types (use pull down menu) Effective Impervious Fraction Ir=1 0.82 j • Calculate the composite Runoff Coefficient,Cfor the BMP Tributary Area Use the following equation based on the W EF/ASCE Method C=0.8581f-0.78112+0.7741t+0.04 C= 0.62 . Deiennine Design Storage Volume, VBhtP Calculate Vtj, the 85% Unit Storage Volume Vu= D63 x C V = 0.62 (in'ac)/ac Calculate the design storage volume of the BMP. VBntP- VantP(ft )= VB(in-ac/ac)x AT(ac)x 43,560(fr/ac) Vtthtr= 743 ft' 12 (in/fl) Notes: • B • Infiltration Trench Design Procedure ---MP ID Required Entries— — Legend: 1 IDI Calculated Cells Company Name: Temecula Engineering Consultants ! Date: 2/9/2016 Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres. A,= I acres Enter VRMp determined from Section 2.1 of this Handbook VBMP 743 1113 Calculate Maximium Depth of the Reservoir Layer Enter Infiltration rate I = 1.0 �in/hr Enter Factor of Safety, FS(uniticss) FS I' Obtain from Table 1, Appendix A: "Infiltration Testing"of this BMP Handbook n Calculate DI. DI = ,I(in/hr)x 72 hrs Dl = 15.00 Ift 12 (in/ft) x (n/100)x ES Enter depth to historic high groundwater mark (measured from finished grade) F-50 1 ft Enter depth to top of bedrock or impermeable layer(measured from finished grade) 50 ft • D2 is the smaller of-. Depth to groundwater- I I ft; & Depth to impermeable layer- 6 ft D2= 39.0 ft DMAx is the smaller value of DI and D2,must be less than or equal to 8 feet. DMAx= 8.0 ft Trench Sizing Enter proposed reservoir layer depth DR,must be<_DbIAx DR 3.30 ft Calculate the design depth of water,d,,. Design d„•= (DR)x (n/100) Design d = 1.32 ft Minimum Surface Area, As As= VnMP As=I 563 I ft2 d, Proposed Design Surface Area An= 568 ft2 Minimum Width= DR + I foot pea gravel F 4.30 ft Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached?(Use pulldown) Yes Iflhe,mmh has been desi4wd com 11.y.,hem should be no caor iwssogcs on dm spma'L hen. Notes: 'IT 133'Lx4.3'Wx3.3'D n'erm a omrry Hem Management Praruce lJesgn aan~k dANUARY 2010 DRArr PRELIMINARY DRAFT- SUBJECT TO REVISION • Santa Margarita Watershed Required Entries BMP Design Volume, V Legend:, � ti�IP (Rev.U3-2ot21 Calculated Cells (Note this workshect shall only be.uscd in conjunction with BMP designs from the LID Bi%1P Design Handbook) Company Name Temecula Engineering Consultants, IN Date'2/9/2016 Designed by SDI[ County/City Case No' Company Project Number/Name 1025.01 New 1-lope Lutheran Drainage Area Number/Name '132 Enter the Area Tributary to this Feature A r=J 0.88 acres 85'h Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Townshipi 11 Range Section Enter the 85ih Percentile, 24-hour Rainfall Depth, D85 I.00 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir=j 0.92 • Calculate the composite,Runoff Coefficient;C for the BMP Tributary Area Use the following equation based on the W EF/ASCE Method C=0.8581f3-0.7811''2+0.7741f+0.04 C= 0.62 Determine Design Storage Volume, VmIP Calculate Vu, the 85% Unit Storage Volume Vu=.Dgs x C V = 0.62 (in'ac)/ac Calculate the design storage volume of the BMP, VBAIP.. VBSIP(ft')= Vn(in-ac/ac)x Arr(ac)x 43,560(li=/ac) Vusip= 1,981 W 12(in/Il) Notes: D8 VBMP ADDED TO D2 INFILTRATION TRENCH BMP ID Required Entries • Infiltration Trench - Design Procedure D . — — - — Legend: 2 Calculated Cells Company Name: Temecula Engineering Consultants ; Date:, 2/9/2016 i Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres A,=, 1 acres Enter Vuml,determined from Section 2.1 of this Handbook Vann, 2,182 'fta Calculate Maximium Depth of the Reservoir Layer I Enter Infiltration rate I = 1.0 in/hr .Enter Factor of Safety, FS (unitless) FS= I Oblain from Table 1. Appendix A: "Infiltration Testing"ofthis BMP Handbook n = 40 Calculate Dl• Dt = 1 (in/hr)x 72 hrs DI =I 15.00 Ift 12(in/f) x (n/100) x FS Enter depth to historic high groundwater mark.(measured from finished grade) 50 ft Enter depth to top of bedrock or impermeable layer(measured from finished grade) i 50 ft • DZ is the smaller of: Depth to groundwater- I I fi; R Depth to impermeable layer- 6(i D,= 39.0 fi Dhtnx is the smaller value of DI and D2.must be less than or equal to 8 feet. DMAx= 8.0 fi Trench Sizing Enter proposed reservoir layer depth DR, must be< Dmnx DR=' 3.30 ft Calculate the design depth of water,dw Design dw= (DR) x 0/100) Design dw=- 1.32 fit Minimum Surface Area, As As= Vuhlp As 1,653 Ift' dw Proposed Design Surface Area A1)= 1,656 .fj Minimum Width= DR+ 1 foot pea gravel 4.30 fit Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached?(Use pulldown) Yes Ifthe Irtrch has been designed onow W.then should be no error tmsmgcs on she spreadshcn. Notes: -IT 184'Lx9'Wx3.3'D m•rs r aunro e•.sr. nnnge•mrm runsre vesgn uanats3ol JANUARI'2010 DRAIT PRELIMINARY DRAFT- SUBJECT TO REVISION • Santa Margarita Watershed Legend: Required Entries BMP Design Volume, VBtr (Rev.03-2012) Calculated Cells (Note this workshect shall only be used in conjunction with BMP designs front the LID BDIP Design Handbook) Company Name 4cmecula Engineering Consultants, IN Date,2/9/2016 Designed by ?SDH County/City Case No! Company Project Number/Name 1025.01 New Hope Lutheran Drainage Area Number/Name D3 Enter the Area Tributary to this Feature At 0.47 acres 85'h Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix.E Site Location Township; Range, Section� Enter the 85 h Percentile,24-hour.Rainfall Depth D85=F— I.00 Determine the Effective Impervious Fraction Type of post-development surface cover iMixed Surface Types (use pull down menu) Effective Impervious Fraction Ir=i 0.32 • Calculate the composite Runoff Coefficient, C for the BMP Tribulary'Area Use the following equation based on the W EF/ASCE Method C=0.8581 -0.781f2+0.7741r+0.04 C= 0.24 Determine Design Stomge Volume, Vmhta Calculate Vu,the 85% Unit Storage Volume Vtr D85 x C V.= 0.24 (in'ac)/ac Calculate the design storage volume of the BMP, Vump. Vmntr(ft )= Vu(in-ac/ac)x AT(ac)x 43,560(fr'/ac) VtthtP= 409 fP 12(in/fl) Notes: • BMP ID Required Entries • Infiltration_Trench - Design Procedure D3—— - — Legend: Calculated Cells Company Name: Temecula Engineering Consultants Date: 2/9/2016 Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres A,=, 0 ;acres Enter VnMp determined from Section 2.1 of this Handbook Vtt tp 409 fl3 Calculate Maximiwm Depth of the Reservoir Layer Enter Infiltration rate I = I.0 in/hr r Enter Factor of Safety, FS(unitless) FS= I Obiain froin Table 1. Appendix A: "Infiltration Testing"of this BMP Handbook n= 40 Calculate DI. Dr = I (in/hr)x 72 hrs E = 15.00 Ift 12 (in/ft) x (n/100)x,FS Enter depth to historic high groundwater mark(measured from finished grade) �50 ` ft i Enter depth to top of bedrock or impermeable layer(measured from finished grade) 50 ft • D2 is the smaller of: Depth to groundwater-.I 1 fl; & Depth to impermeable layer- 6 ft D2.= 39.0 fl DMAx is the smaller,value of DI and D2,must be less than or equal to S feet. DMAx= 8.0 fl Trench Sizing Enter proposed reservoir layer depth DR, must be<DMAx DR= 3.30 ft Calculate the design depth of water,dw Design dw.= (DR) x (n/I00) Design dui 1.32 ft Minimum Surface Area, As AS Vnnrp As=I 310 1fl2 dw Proposed Design Surface Area A,)= 330 fl2 Minimum Width= DR+ 1 foot pea gravel F 4.30 ft Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached?(Use pulldown) Yes lfdr acrch has been designed conwily.then should be no mor messages on the spreadsheet. Notes: 'IT 55'Lx6'Wx3.3'D rrersra Lount, esl. anageme.a racnre esrg'I an iANUARY 2oro DRAi'r PRELIMINARY DRAFT- SUBJECT TO REVISION • Santa Margarita Watershed Required Entries BMP Design Volume. V , Legend: b nnm (Rev.03-_012) Calculated Cells (Note this workshect shall only be used in conjunction with BMP designs front the LID BMP Design Handbook) Company Name Temecula Engineering Consultants, IN Date 2/9/2016 Designed by SDI I County/City Case No Company Project Number/Name 1025.01 New Flope Lutheran Drainage Area Number/Name D4 Enter the Area Tributary to this Feature Ar= 0.14 acres 85'h Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township Range Section Enter the 851h Percentile,24-hour Rainfall Depth D85= 1.00 Detennine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface.Types (use pull down menu) Effective Impervious Fraction Ir= 0.64 • Calculate the.composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858Ir-0.781f2+0.774If+0.04 C= Determine Design Storage Volume, Vamp Calculate Vu, the 85% Unit Storage Volume Vu= DN5 x C V (in•ac)/ac Calculate the design storage volume of the BMP, VBNIP. Vnm,(ft')= Vu(in-ac/ac)x Ai (ac)x 43,560 (W/ac) VnntP=�fl' 12 (in/li) Notes: • • Infiltration Trench - Design Procedure ---BMP ID-- Legend: Required Entries ID4 Calculated Cells Company Name: Temecula Engineering Consultants Date: 2/9/2016 Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres A,= acres Enter Vnbtp determined from Section 2.1 of this Handbook Vnhtp=.. 224 fi3 Calculate Maxilnium Depth of the Reservoir Layer Enter Infiltration rate 1 = 1.0 in/hr Enter Factor of Safety, FS (unitless) FS= I Obtain front Table /. AppenrlixA: "hfllralion Testing"of this BA4PHandbook n= 40 Calculate Dl• D, = I (in/hr)x 72 hrs DI =I 15.00 I ft 12 (in/ft)x (n/100) x FS Enter depth to historic high groundwater mark (measured from finished grade) 50 A Enter depth to top of bedrock or impermeable layer(measured from finished grade) 50 'ft • D2 is the smaller of. Depth to groundwater- I I ft; & Depth to impermeable layer- 6 ft D2= 39.0 fc Dh,Ax is the smaller value of DI and D2.must be less than or equal to 8 feet. DMAx= 8.0 ft Trench Sizing Enter proposed reservoir layer depth DR,trust be<DMAx DR= 3.00 ft Calculate the design depth of water,dA, Design d,= (DR) x (n/100) Design d%v= 1.20 ft Minimum Surface Area, As Ati V,Jh,P As= 197 ft' dw Proposed Design Surface Area A,) 190 ft'' Minimum Width = DR+ I foot pea gravel 4.00 ft Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached?(Use pulldown) Yes IN.larch has bean dcsigmd coraaly,dsca should be on error nxssogcs on the spaadshccl. Notes: IT 48'Lx4'Wx3'D ' liier.nde(.oi,titt-He.v#Alanagenit-nit-racrice1je."g"ii."d. JANUARY 2010 DRAFT PRELIMINARY DRAFT- SUBJECT TO REVISION • Santa Marearita Watershed —Legend: Required Entries BMP Design Volume, VBnIP (Rev.03-2012) 1 Calculated Cells (Note this workshect shall only be usod in conjunction with BMP designs front the LID BQIP Design Handbook] Company Name iTemecula Engineering Consultants, IN Date(2/9/2016 Designed by ISDI-I _County/CilyCase No, Company Project Number/Name 1025.01 New [lope Lutheran Drainage Area Number/Name iD5 Enter the Area Tributary to this Feature A, 0.2 'acres 85'h Percentile;24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township! Rangel Section Enter the 85'h Percentile, 24-hour Rainfall Depth D85= I.00 Detennine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types — (use pull down menu) Effective Impervious Fraction Ir=1 0.71 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the W EF/ASCE Method C=0.85811"-0.781f2+0.7741r+0.04 C= 0,50 Determine Design Storage Volume, Vttntr Calculate Vu, the 85% Unit Storage Volume Vu= Dss x C V.= 0.50 (in*ac)/ac Calculate the design storage volume of the BMP, Vatjp. Vamp(fts)= Vtj(in-ac/ac)x Ar(ac) x 43,560(ft=/ac) Vuser= 363 fta 12(in/ft) Notes: BMP ID Required Entries • Infiltration Trench - Design Procedure ID5 — — — Legend: Calculated Cells Company Name: Temecula Engineering Consultants Date: 2/9/2016 Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres A,= 0 acres Enter VaNu.determined from Section 2.1 of this Handbook VnMt•= 363 ft3 Calculate Maximium Depth of the Reservoir Layer Enter Infiltration rate I = 1.0 in/hr Enter Factor of Safety, FS (unitless) . FS= I i Obtain from Table 1, Appendix A: "Infiltration Testing"oJ this BMP Handbook n= 40 45 Calculate DI. D, = I (in/hr)x 72 hrs DI =I 15.00 Ift 12 (in/ft) x (n/100),x FS Enter depth to historic high groundwater mark (measured from finished grade) 50 fi Enter depth to top of bedrock or impermeable layer(measured from finished grade) 50 fl • D2 is the smaller of: Depth to groundwater- I I ft; & Depth to impermeable layer- 6 fl D2= 39.0 fi DMAx is the smaller value of D, and D2, must be less than or equal to 8 feet. DMAx=L8.0 fl Trench Sizing Enter proposed reservoir layer depth-DR, must be<DMAx DR= 3.00 ft Calculate the design depth of water,dw Design tl tv= (DR) x (n/100) Design d%v 1.20 0 Minimum Surface Area, As As= Vllnu, As=I 303 Ift2 dw Proposed Design Surface Area A11= 310 ft 2 Minimum Width= DR+ I foot pea gravel F 4.00 ft Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached?(Use pulldown) Yes Ifthc mach has been designed correcily,dart slnold be no error nass gcs on the spaadsheet. Notes: IT 62'Lx5'Wx3'D trust rCount) rsr, mtagemrm Procure lJesign 11andhook JANUARt'2UIU DRAFT PRELIMINARY DRAFT- SUBJECT TO REVISION • Santa Margarita Watershed Legend: Required Entries BMP Design Volume, Vo3tr (Rcv.113201?) 71 Calculated Cells (Note this workshcet shall only be used in cpniunction with BMP designs Coln die LID BDIP Design Handbook) Company Name Temecula Engineering Consultants. IN Dale.2/9/2016 Designed by SDH County/City Case Noy Company Project Number/Name '1025.01 New I lope Lutheran Drainage Area Number/Name D6 Enter the Area Tributary to this Feature At = 0.3 acres 85'h Percentile 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township Range; Section Enter the.85'h Percentile,24-hour Rainfall Depth Diis. 1.00 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir=r 0.55 • Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the W EF/ASCE Method C=0.85843-0.781r+0.7741r+0.04 C= 0.37 Detennine Design Storage Volume,'Vuhtr Calculate Vu, the 85% Unit Storage Volume Vu=Dss x C V = 0.37 (in•ac)/ac Calculate the design storage volume of the BMP, Vitmr. ViiMr (fl3)= Vu (in-ac/ac)x Ai (ac)x 43.560(fi'/ac) VtthtP= 403 fP 12(in/R) Notes: • BMP ID Required Entries j Bioretention Facility - Design Procedure D6 Legend: Calculated Cells Company Name: Temecula Engineering Consultants, INC Date: 2/9/2016 Designed by: SDH County/City Case No.: Design Volume Enter the area tributary to this feature A,= 0.3 acres Enter VBI 1p determined from Section 2.1 of this Handbook VBnkr 403 ft' Type of Bioretention Facility Design Q 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 2.0 ,ft Top Width of Bioretention Facility, excluding curb wT= 6.0 1 ft Total Effective Depth, d17 dE = (0.3) x ds + (0.4) x I - (0.7/w r)+0.5 dl; = 1.38 ft Minimum Surface Area, Am VnmP 01 ) Ani= 292 (t Am(0�)= do(ft) _ Proposed Surface Area A=r 318 I ft` Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site(3% maximum) 2 % 6" Check Dam Spacing F—T577 feet Describe Vegetation: Shrubs Notes: 6'Wx53'Lx2'D • Riverside County Best Management Practice Design Handbook JUNE 2010 • Santa Margarita Watershed Required Entries BMP Design Volume, V Rev.03-20t2 Legend: g onm l 1 � Calculated Cells (Note this workshect shall only be used in conjunction with BMP designs Front the LID BMP Design Handbook) Company Name Temecula Engineering Consultants, IN Date 2/9/2016 Designed by SDI'I County/City Case No Company Project Number/Name 1025.01 New Hope Lutheran Drainage Area Number/Name D7 Enter the Area Tributary to this Feature A i = 0.21 acres 85'h Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E___ Site Location Township Range Section Enter the 85th Percentile, 24-hour Rainfall Depth D85= 1.00 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir= 0.73 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the W EF/ASCE Method C=0.8581 -0.7811'2+0.7741r+0.04 C= � Determine Design Storage Volume, VnhtP Calculate Vu, the 85% Unit Storage Volume VtT D85 x C V =�(in'ac)/ac Calculate the design storage volume of the BMP, VaNip. VnntP(ft')= Vu(in-ac/ac)x Ar(ac)x 43,560 (fr/ac) VuhfP=®ft3 12(in/fl) Notes: • BMP ID Required Entries • Infiltration Trench - Design Procedure — -- - — Legend: ID7 Calculated Cells Company Name: 1 Temecula Engineering Consultants Date: 7/8/2015 Designed by: SDH County/City Case No.: Prelim. Design Volume Enter the area tributary to this feature, Max = 10 acres A,=, 0 acres Enter VRMe detennined from Section 2.1 of this Handbook VIIN111= 396 ft 3 Calculate Maximium Depth of the Reservoir Layer Enter Infiltration rate I = 1.0 in/hr Enter Factor of Safety, FS (unitless) FS= I Obtainfroin Table 1. Appendix A: "hJiltration Testing!"ofthis BMP Handbook n = 40 Calculate D1. Dr = I (in/hr)x 72 hrs. DI = 15.00 Ift 12 (in/R) x (n/100) x FS Enter depth to historic high groundwater mark(measured from finished grade) 50 111 Enter depth to top of bedrock or impermeable layer(measured from finished grade) 50 I ft • D2 is the smaller of: Depth to groundwater- I I ft; & Depth to impeneable layer- 6 R D2 DMAX is the smaller value of DI and D2, must be less than or equal to 8 feet. DMAx= 8.0 fi Trench Sizing Enter proposed reservoir layer depth Da,must be<_DMnx DR 3.00 ft Calculate the design depth of water,dw Design du.= (DR) x (n/100) Design d%v=r 1.20 fi Minimum Surface Area, As Ati VnNil, As=I 330 I fi'- dw Proposed Design Surface Area A11= 350 ft Minimum Width= DR+ 1 foot pea gravel 4.00 ft Sediment Control Provided?(Use pulldown) Yes • Geotechnical report attached'?(Use pulldown) Yes If Ile perch lug been desigme!correctly.then should be no error nessal;es on de si r adslen. Notes: IT 70'Lx5'Wx3'D rerrsr r Coiugi esr, anagemenr 1racrice liesign Mud= JANUARI'2010 DRAIe1' PRELIMINARY DRAFT-SUBJECT TO REVISION • Santa Margarita Watershed Required Entries BMP Design Volume, V , Legend: 6 itnir (Rev.03-_1112) Calculated Cells�� (Noic.thisaeorkshcct shall only be used in conjunction with BMP designs front the LID BdIP Design Hnndbook) Company Name Temecula Engineering Consultants, IN Date,2/9/2016 Designed by iSDH County_/City Case No' Company Project Number/Name 1025.01 New Hope Lutheran Drainage Area Number/Name ;D8 Enter the Area Tributary to this Feature A,_' 0.15-1acres 85'h Percentile 24-hour Rainfall Depth, from the Isobyetal Map in Handbook Appendix E -- , Site Location Township; Range, Section Enter the 85'h Percentile,24-hour Rainfall Depth D85 1.00 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir=j 0.54 • 'Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8584'-0.781f+0.7741r+0.04 C= 0.37 Determine Design Storage Volume, VuMr Calculate Vu, the 85% Unit Storage Volume Vu= D85 x C V = 0.37 (in'ac)/ac Calculate the design storage volume of the BMP, VBMP- VnMI,(ft)= Vu(in-ac/ac)x Ar(ac) x 43,560(112/ac) VBnIP= 201 fta 12(in/fl) Notes: D8 VBMP ADDED TO D2 INFILTATION TRENCH Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 7: Hydromodification Supporting Detail Relating to compliance with the HMP Performance Standards • • Page 147 12-1-2015 is con 12w" �-i i lkm 4000R Riverside County SWC7T Site Rddros:riv .ptrmltrack.0 SWCTT Hydromodi, Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 8: Source Control Pollutant Sources/Source Control Checklist • • Page 148 12-1-2015 Potential Sources of Operational Source Control BMPs Runoff Pollutants Structural Source Control BMPs Mark all inlets with the words"Only Rain Down the Storm Drain'or similar. Provide stormwatcr pollution prevention On-Site Storm Drain Inlets Catch Basin Markers ma•be available from the Riverside County Road Control and Water > information to new site owners.lessees or Conscnatiun District.call 951.955.1200 to verify operators. L•mdscapc/Outdoor • Preserve existing native trees,shrubs and ground cover to the maximum • Maintain landscaping using minimum or Pesticide Use extent possible. no pesticides. • Design landscaping to minimize irrigation and runoff.to promote surface •See applicable operational BMPs in infiltration where appropriate and to minimize the use of fertilizers and "What you should know pesticides that can contribute to slormwatcr pollution. for...Landscape and Gardening" • Where landscaped areas are used to retain or detain stonnwaler.specify - ,,.,_. .I plants that are tolerant of saturated soil conditions(sec 1Anduape Plan) D.nl.ad,/Utnd,"oe(;itrdenBnwhtim.pdf • Consider using pest-resistant plants,especially adjacent to hardscape. . To insure successful establishment.select plants appropriate to site soils. slopes,climate,sun,wind,rain,land use.air movement.ecological consistency and plant interaction. Refuse Areas e Show where site refuse and recycled materials will be handled and stored o Provide adequate number of receptacles. for pickup. Sec local municipal requirements for sizes and other details of • Inspect receptacles regularly refuse areas. • If Jumpstcrs or other receptacles are outdoors, show how the designated • Repair or replace leaky receptacles area will be covered, graded. and paved to prevent run-on and show e Keep receptacles covered. locations of berms to prevent runoff from the area. • Any drains from dumpsters, compactors and tallow hin areas shall be connected to a grease removal device before discharge to sam.tary sewer. Plazas.sidewalks and • Sweep plazas.sidewalks and parking lots parking lots regularly to prevent accumulation of litter 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 a storm drain. Water Quality Management Plan(WQMP) Hope Lutheran Church and School Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms • • Page 149 12-1-2015 t. N16-0312534 07/26/2016 09:00 AN Fee: ,S 1 78.00 RECORDING REQUESTED BY: Pape t of 22 Recorded in Official Records Hope Lutheran Church ccw ty or Rlverolde Paler Alder Ass ass or--�CCLol�IuntY Clark-Recorder , AND WHEN RECORDED MAIL TO: IIIIYIhY'''I IY'i "e''I III HOPE LUTHERAN CHURCH 32819 TEMECULA PARKWAY,#B I R I A Exam: 3 TEMECULA,CA 92592 Page DA PCOR Mlsc Long RFD lrt PIN I MdPg Cen I CC TT 2 -SIZE NCOR SMF NCHG T: �(pS9 SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY OPERATION AND • MAINTENANCE AGREEMENT FOR HOPE LUTHERAN CHURCH and SCHOOL Lot 9, TR 3552, MB 56/63-66 VALLEJO AVENUE, TEMECULA, CA 92592 Page 1 DOC#2016-0312534 Page 2 of 22 • Water Quality Operation and Maintenance Agreement Property Owner Name: HOPE LUTHERAN CHURCH Property Owner Mailing Address: 32819 TEMECULA PARKWAY,JIB TEMECULA,CA 92592 Project Address or Location: LOT 9,TR 3554 MB 56163-66 Project's Assessor Parcel Number. 922-170-003 This Operation and Maintenance Agreement (Agreement) is made In The City of Temecula (City), a municipal agency, located In the County of Riverside.State of California, by HOPE LUTHERAN CHURCH(Owner),this of .2016. WHEREAS, the Owner owns real property (Property)as described in Exhibit'A` and depicted in Exhibit T", 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 HOPE LUTHERAN CHURCH AND SCHOOL within the Property, the City required the Project to generate a Water Quality Management Plan (WOMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm • water and non-stone 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 Iocafion(s)of these BMPs are depicted in the WQMP, on file with the City; WHEREAS, the Owner accepted the requirement to routinely inspect, clean, maintain, repair, reconstruct,and replace the BMPs 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-stormwater 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#2016-0312534 Page 3 of 22 • 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 accompanied by a copy of an'Operation and Maintenance Manual', Included in Exhibit'C', providing detailed instructions on how and when each treatment BMP proposed for construction,or installallon,or Implementation must be inspected,cleaned, maintained,repaired,reconstructed,and replaced, if necessary, (collectively 4Malntained') in order to retain their original Intent and effectiveness. 2 Owner shall,at their sole cost,expense, and liability, routinely maintain all BMPe 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 of any material(s)from the BMPe and the ultimate disposal of the material(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 destinations. 3 Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPe,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 BMPe and/or sampling runoff into and/or from the BMPe.The City shall make every effort to minimize interference with the Owner's use of the Property.during these Inspections and sampling • 8C11VIlI8S. 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 place a 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 BMPe. 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#2016-0312534 Page 4 of 22 • IN WITNESS THEREOF, the Owner hereto affixes their signature as of the date first written above. OWNER.1: OWNER 2llf more than one ownerl: RENATEJEFFERSON ,� / Name 0 I/w-- Sign to Signature HOPE LUTHERAN CHURCH COUNCIL PRESIDENT Title A notary acknowledgement is required for recordation(attach appropriate acknowledgement). • Page 4 • DOC#2016-0312534 Page'5 of 22 • ACKNOWLEDGMENT A notary pubic or other officer competing this certificate verifies only the identity of the Individual who signed the document to which this certificate is attached,and not the truthfulness, accuracy,or validity of that document. State of California County of 9Z'v N0 Y On (7Q - Lo before me, pcA""SO' ce�. 'wbt;C1 (Insert name and title of the officer) personally appeared who proved to me on the basis of satisfactory evidence to the person(ey whose name(e)QRhre subscribed to the within Instrument and acknowledged to me that hels althey executed the same In his et heir authorized capacity(les), and that by hist&thelr signature(s)on the Instrument the person(s),or the entity upon behalf of which the person(s)acted,executed the Instrument I certify under PENALTY OF PERJURY under the,laws of the State of California that the foregoing paragraph Is true and correct • AL19A 6ANRETT WITNESS my hand and official seal. Cmnrtueuon FRE"TT DUMe Nerery PUM- le wnMrerdoae cowryourdy Comm.E dme Oct16 2018 Signature +max' (Seal) • DOC#201"312534 Page 6 of 22 • EXHIBIT A aegoiDescription of roperty) Lot 9 of Tract no.3552, in the City of Temecula,County of Riverside, State of California,as per map recorded in Book 56,pages 63 through 66 inclusive of maps, in the office of the County Recorder of said County. • Page 5 • DOC#2016-0312534 Page 7 of 22 • Exhibit"B" WQMP BMP Site Plan and BMP Details • Page 6 • WQMP BMP SITE PLAN PA15-0763 HOPE LUTHERAN CHURCH TM 3552-LOT 9 IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA 3 / PAP 8 I ' Ce / PMB 56/86 I I \ 1 1 D4 I l I I I(U � / r r W.. W eves D3 \ I i y, to Al R 1 og D2 a DBD8 co 1 I 1 co co 0 to O r PAP dq a m a / PMB 56/66 Cr QL c I I rn 0 LEGEND WTE. 3/18/2D16 N ❑1 INFILTRATION TRENCH 1 LID-1 N ZI BIO—RETENTION BASIN m BMP TRIB AREA BOUNDARY BO 40 0 80 �� T to zA BMP ID �]��9ljJ][,�a�1'�' �TQ,. N BMP TRIB AREA (AC) LAND PLANNING, CmL ENGINEERING. CONSTRUCTION CONSULTANTS SCALE: 1•=80' 29377 RANCHO CALIFORNIA,RD. STE. 202. TEMECULA CA 92591 • TELEPHONE 951-676-1018 • FACSIMILE 951-676-2294 DOC#2016-0312534 Page 9 of 22 OBSERVATION WELL R WITH REMOVABLE CAP 15 FT MINIMUM • AT MID-POINT OF TRENCHSe 5 FT MINIMUM3 FT MIN I IZE PER PLAN ��rf�� 'z'- 84 IN // / o PEA 'GRAVEL 1 ' DEPTH m SCREENED OVERFLO \ / /\\/\\/\/\• &� 6 ' MIN. PERFORATE P.V.C. PIPE. /j\\ / o // //\\ DAYLIGHT AT GRADE, OR CONNECT TO NEAREST CATCH BASIN\//\ \ o //\ /� r_,\\ jexw x / 1 ' TO 3" UNIFORM w INSTALL 2-LAYERS / //\ rhi%T., �/\/ OF 10-MIL \\ GRAVEL 3� IMPERVIOUS LINER, SIDE WALLS ONLY. INFII,TRATION TRENCH DETAIL 6"CLEAN SAND AT BOTTOM NO SCALE INFILTRATION TRENCH DETAIL NOT TO SCALE ---- - - - - ----- - - - ------ ---- --- -- - - - - - --- ---- -- - - - -- - - --- 15 FT MINIMUM 6 FT MINIMUM • SIZE PER PLAN 7 \ \\i\ sl GRAVEL BED 12� \ *S 0 //%j2AYER OF PEA GRAVEL INSTALL 2-LAYERS fERF PVC PIPE ENTIRE 10-MIL IMPERVIOUS LINER, SIDE WALLS \ f LGTH, CONNECT TO SD INLET ONLY. BIO-RETENTION BASIN DETAIL NO SCALE BIO —RETENTION BASIN NOT TO SCALE ENGINEERED SOIL MEDIA REQUIREMENTS *THE ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85 PERCENT MINERAL COMPONENT AND 15 PERCENT ORGANIC COMPONENT, BY VOLUME, DRUM MIXED PRIOR TO PLACEMENT. THE MINERAL COMPONENT SHALL BE A CLASS-A SANDY LOAM TOPSOIL THAT MEETS THE RANGE SPECIFIED IN TABLE 1 BELOW. THE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED COMPOST, SUCH THAT NITROGEN DOES NOT LEACH FROM THE MEDIA. PERCENT RANGE1 COMPONENT 70-80 SAND 15-20 SILT 5-10 1 CLAY THE TRIP TICKET, OR CERTIFICATE OF COMPLIANCE, SHALL BE MADE AVAILABLE TO • THE INSPECTOR TO PROVE THE ENGINEERED MIX MEETS THIS SPECIFICATION. Page 8 WQMP BMP SITE PLAN PA15-0763 HOPE LUTHERAN CHURCH TM 3552-LOT 9 IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA 1 1 BMP D4 INFILTRATION TRENCH 1 I 1 / I I I I I I I I T) __ - - _ _ _ _ __ _ __ __ _ ____ _ _ _ _ _ ___ _ ___ _ ___ __ ______ _ __ __ _ __ o BMP D1 INFILTRATION TRENCH Io —R/W R/W� 0 0 0 x N O_ O \ SGLE 1'=20' DATE 3/18/2016 N IID-9 � v Tu 20 '° ° 20 TEC .� m SCALE: 1 =2O' LAND PLANNING. CIVIL ENGINEERING, CONSTRUCTION CONSULTANTS 29377 RANCHO CALIFORNIA RD. SIT 202. TEMECULA. CA 92591 • TELEPHONE 951-676-1016 • FACSIMILE 951-676-2294 WQMP BMP SITE PLAN PA15-0763 HOPE LUTHERAN CHURCH TM 3552-LOT 9 INI THE CITY OF TEMEICULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA i 1 BMP 02 INF1TRATION TRENCH -- - -- -J --- - --- -- - - -- - - - - -J o f t t f I l 0 N O SCALE: 1'-20' DATE 3/18/2016 N I�4 � .m 20 ;° ° 20 TEC � ��. SCALE: 1"=20' LAND PlANNMG. CIVIL ENGWEERNG, CONSTRUCRON CONSULTANTS N 29377 RANCHO CALIFORNIA RD, STE. 202. TEMECUTA CA 92591 • TELEPHONE 951-676-1018 - FACSIMILE 951-676-2294 WQMP BMP SITE PLAN PA15-0763 HOPE LUTHERAN CHURCH TM 3552-LOT 9 IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA BMP D7 f- I INFILTRATION TRENCH I ` BMP D4 \ INFILTRATION TRENCH I I I I BMP D3 J J INFILTRATION TRENCH J J J BMP D2 J INFILTRATION TRENCH I 1 0 = L _tom SCALE: 1•-20• DATE 3/18/2016 N M-5 m 20 10 0 20 EUMGMEMKTEC .� COT UNC. 0 SCALE: 1•=20' LAND PLANNING. CIVIL ENGINEERING. CONSTRUCTION CONSULTANT N 29377 RANCHO CALIFORNIA RD. STE. 202. TEMECULA. CA 92591 • TELEPHONE951-676-1018 • FACSIMILE 951-676-2294 WQMP BMP SITE PLAN PA15-0763 HOPE LUTHERAN CHURCH TM 3552-LOT 9 IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. 1 � + BMP D5 INFILTRATION TRENCH BMP D6 BIORETENTION BASIN �l r � N `\� - -- 0 0 0 r # � t N ti o SCALE: 1'-20' DATE- 3/18/2016 IID-B � tm 20 10 0 20 TEC m .�. ��. SCALE: 1"=20' LAND PLANMNO. CML ENGM3aUNO. CONSTRUCTION CONMTANR INN 29377 RANCHO CUFORNIA RD. S1E._202. TEMECULA. CA 92591 • TELEPHONE 951-676-1016 • FACSIMILE 951-676-2294 DOC#2016-0312534 Page 14 of 22 • EXHIBIT C Operation and Maintenance Manual 1. Purpose of the Operation and Maintenance Manual The purpose of this manual is to provide maintenance instructions for the following Best Management Practices (BMPs): 1. infiltration trenches, 2. bio-retention basins, The listed BMPs are pollution control devices designed to treat urban runoff before it enters in to the storm drain systems located on the project site. Regular maintenance will help to ensure that the BMPs function as designed.This manual will serve as a reference guide and field manual to assist the property owner with: • An overview of the various BMPs and how they function • An understanding of the procedures required to effectively maintain the BMPs on a regular.basis • Reproducible copies of the forms,logs and guidance sheets necessary for recording maintenance activities associated with the BMPs. • 2. General Description and function of the BMPs Infiltration Trenches The infiltration trenches are long,narrow basin comprised of layers of porous materials that allow collective urban runoff to infiltrate into the ground.From the top of the trench to the bottom,the porous materials consist of: • 12"of 3/8"Gravel(Pea Gravel) • 30"of 1.5"-2.5"Dia. Washed Drain Rock • Impermeable liner on the sides of the Basin Pollution is mitigated through infiltration of runoff into the porous materials within the trenches and ultimately through Infiltration in to the ground below the trench. • Page 13 DOC#2016-0312534 Page 15 of 22 • Bio-retention Basin Bioretention Facilities are shallow,vegetated basins underlain by an engineered soil media. Healthy plant and biological activity in the root zone maintain and renew the macro-pore space in the soil and maximize plant uptake of pollutants and runoff.This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge(retaining water) and a highly effective and self-maintaining biofilter. In most cases,the bottom of a Bioretention Facility is unlined,which also provides an opportunity for infiltration to the extent the underlying onsite soil can accommodate. When the infiltration rate of the underlying soil is exceeded,fully biotreated flows are discharged via underdrains. Bioretention Facilities therefore will inherently achieve the maximum feasible level of infiltration and evapotranspiration and achieve the minimum feasible (but highly biotreated)discharge to the storm drain system. 3. Maintenance Responsibility The property Owner, Hope Lutheran Church is ultimately responsible for maintaining all BMPs listed.The goal in maintaining the BMPs is to ensure that all BMPs are operating at peak efficiency. Regular inspection and replacement of materials within the infiltration and bio-retention bmps once they become ineffective in performing as designed,and the removal of sediment and debris from the forebay,permeable pavers and drywell are the major components in the maintenance program. In order to achieve this, the following • general procedures shall be followed: • Qualified maintenance personnel should periodically inspect the BMPs 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 31. • If a problem is identified,it should be rectified as soon as possible to ensure that the BMP's functions as designed. • Regular removal of trash and debris should occur as needed.Trash and debris, visible along the surface of any BMP shall be promptly removed. • Detailed maintenance procedures are outlined under the section titled "INSPECTION and MAINTENANCE SCHEDULE". • Page 14 DOC#2016-0312534 Page 16 of 22 • 4. Maintenance Indicators and Activities Functional Maintenance: Regular functional maintenance is required to ensure that each BMP performs in an effective manner. Functional maintenance consists of both preventative and corrective activities. Logs and guidance sheets are contained herein to use in recording vital information while performing operation inspection and other BMP 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 the City of Temecula that each BMP is functioning as designed. Preventative Maintenance: Preventative maintenance shall be performed on a regular basis. Checklists are 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 various layers that comprise the cross section of the trenches, basin,permeable pavers,or drywell. Sediment management will occur when testing indicates that the target BMP efficiency 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 all the BMPs. • inspect a minimum of twice a year,before and after the rainy season,after large storms or more frequently as needed. • Clean the BMP 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 mosquitoes as necessary. • Remove litter and debris from surface as required. • Page 15 DOC#2016-0312534 Page 17 of 22 • INSPECTION and MAINTENANCE SCHEDULE The Bioretention Basins and Infiltration Trenches shall be inspected for erosion,dead vggetation, soggy soils,or standing water.The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized. • Keep adjacent landscape areas maintained. Remove clippings from landscape maintenance activities. Ongoing • Remove trash and debris • Replace damaged grass and/or plants • Replace surface mulch layer as needed to maintain a 2-3 inch soil cover After storm events • Inspect areas for ponding Annually • Inspect/clean inlets and outlets • • Page 16 DOC#2016-0312534 Page 18 of 22 • Typical Maintenance Activities for the Bioretention Basins Design Maintenance Indicator Inspection Frequency Maintenance Criteria and Activity Routine actions Inspect for Presence of water that Annually and 72 hours Check for and remove standing water in has been standing for 72 after a storm event trash,debris and the basin hours sediment Inspect for Annually and as-needed Check for and remove sediment buildup trash,debris and sediment MAINTENANCE INDICATORS Maintenance indicators are signs or triggers that indicate that maintenance personnel need to check the bioretention basin for maintenance needs.The most common triggers include warnings or accounts of standing water and sediment accumulation.The preceding Table l shows conditions and criteria that trigger the need for some specific routine bioretention basin 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 buildup is visible,the sediment must be removed. • SEDIMENT DISPOSAL Several methods for disposal are available depending on the conccntration of toxins in the waste. Methods can range from recycling the material,to depositing the sediment into appropriate landfills. At the time of disposal, if the wastes are deemed to be unfit for disposal in a municipal landfill,a full and comprehensive testing program should be run by a qualified person to test for all the constituents outlined under California Code of Regulations(CCR)Title 22.Title 22 list concentrations of certain chemicals and their soluble threshold limit concentrations(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 sediment. • Page 17 DOC#2016-0312534 Page 19 of 22 • Typical Maintenance Activities for the Infiltration Trench Design Maintenance Indicator Inspection Frequency Maintenance Criteria and Activity Routine actions Inspect for Presence of water that Annually and 72 hours Check for and remove standing water in has been standing for 72 after a storm event trash,debris and the basin hours sediment Inspect for Annually and as-needed Check for and remove sediment buildup trash,debris and sediment MAINTENANCE INDICATORS Maintenance indicators are signs or triggers that indicate that maintenance personnel need to check the infiltration trench and dry well for maintenance needs.The most common triggers include warnings or accounts of standing water and sediment accumulation.The preceding Table I shows conditions and criteria that trigger the need for some specific routine infiltration trench and dry well 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 buildup is visible,the sediment must be removed. SEDIMENT DISPOSAL Several methods for disposal are available depending on the concentration of toxins in the waste. Methods can range from recycling the material,to depositing the sediment into appropriate landfills. At the time of disposal,if the wastes are deemed to be unfit for disposal in a municipal landfill,a full and comprehensive testing program should be run by a qualified person to test for all the constituents outlined under California Code of Regulations(CCR)Title 22.Title 22 list concentrations of certain chemicals and their soluble threshold limit concentrations(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 sediment. • Page 18 INSPECTION AND MAINTENANCE CHECKLIST Bioretention Basin Inspection and Maintenance Checklist Date of Inspection: Type of Inspection: ❑ Monthly ❑ Pre-Wet season ❑ After heavy runoff(1"or greater) ❑ End of wet season ❑ Other Defect Conditions When Maintenance Comments(Describe Results Expected when Maintenance is Performed Maintenance is Needed Maintenance completed and If Required (Yes/No) needed maintenance was not conducted,note when it will be done) Standing When water stands in There should be no standing water in excess of 72 Water the bioretention basin hours longer than 72 hours Trash and Visible confirmation of Trash and debris removed from bioretention basin Debris accumulated trash and and disposed of properly Accumulation debris Sediment Evidence of Material removed and disposed of properly so that sedimentation there is no standing water Bedding Visual inspection Uniform graded surfaces,no erosion apparent Layers/Side reveals material is not Slopes uniform or has been 0 dug up c Miscellaneous Any conditions not Meet the design specifications 91 covered above that w needs attention to N ensure proper function 4 A of the bioretention v basin N O O_ N N Page 19 INSPECTION AND MAINTENANCE CHECKLIST Infiltration Trench Inspection and Maintenance Checklist Date of Inspection: Type of Inspection:. ❑ Monthly ❑ Pre-Wet season ❑ After heavy runoff(I"or greater) ❑ End of wet season ❑ Other Defect Conditions When Maintenance Comments(Describe Results Expected when Maintenance Is Performed Maintenance Is Needed Maintenance completed and If Required (Yes/No) needed maintenance was not conducted,note when It will be done) Standing When water stands In There should be no standing water in excess of 72 Water the infiltration trench hours and dry well longer than 72 hours Trash and Visible confirmation of Trash and debris removed from infiltration trench Debris accumulated trash and and dry well and disposed of properly Accumulation debris Sediment Evidence of Material removed and disposed of property so that sedimentation there is no standing water Bedding Visual inspection Uniform graded surfaces,no erosion apparent O Layers/Side reveals material is not u Slopes uniform or has been c dug up Miscellaneous Any conditions not Meet the design specifications r0,, covered above that N needs attention to ensure proper function of the infiltration trench and dry well N o_ N N Page 20 j DOC#2016-0312534 Page 22 of 22 I • Water Quality Management Plan(WQMP Tr.3552, Lot 9, MB 56/63-66 Structural Quantity Capital Annual Start-Up O&M Responsible Responsible ' Treatment Costs O&M Dates Frequency Funding Funding BMPs Costs($) (weekly/ Party for Party for monthly/ Installation long-Term quarterly) O&M Weekly and Hope Hope ,180 $200 Bloretention 363 CF $3 Prior to 72 hours Lutheran Lutheran Basins Occupancy after storm event Church Church Annually and Infiltration Prior to 72hours Hope Hope Trench 10,997 CF $65,982 $2,000 Occupancy after storm Lutheran Lutheran Church Church event • • Page 21 This must be in red to be a "CERTIFIED COPY" I hereby certify the foregoing instrument to which this stamp has been affixed consisting .TY CL p . of'pages to be a full,true and 1 _ correct copy of the original on file and of record in my office. _ d^ < C y Assessor-County Clerk- Recorder 15 County of Riverside,State of California Dated: JUG 2 6��6 Certification must be in red to be a "CERTIFIED COPY" • / Water Quality Management Plan (WQMP) Hope Lutheran Church and School Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information • Page 150 12-1-2015 For more Information contact: ONLY RAIN IN THE STORM DRAIN Riverside County Flood Control District 1995 Market Street, Riverside, CA 92501 Call Toll Free: 1-800-506-2555 E-mail: flood.fcnpdes@oo.riverside.ca.us I - „� I or visit www.epa.gov/npdes/stormwater www.epa.gov/nps , THE YLU M c.V U wri l rV .- r:Tt4: b��4Ys milm. - I l I�,Oewl��aP �M Polluted stormwater runoff can have many adverse effects on plants, fish, Stormwater runoff occurs when precipitation animals, and people. from rain or snowmelt flows over the ground. • Sediment can cloud the water , Impervious surfaces like driveways. sidewalks, and make it difficult or 1 and streets prevent stormwater from impossible for aquatic plants to naturally soaking into the ground. grow. Sediment also can ",q.•.;; destroy aquatic habitats. • Excess nutrients can cause a?.� algae blooms.When algae die, P o they sink to the bottom and decompose 'Y lJ °D�� in a process that removes oxygen from the water. Fish and other aquatic organisms can't exist in water with low dissolved oxygen levels. - �Y' ' • Bacteria and other pathogens can wash r' into swimming areas and create health •� ; hazards, often making beach closures necessary. lt• '.- i i • Debris—plastic bags, six-pack rings, bottles, and cigarette butts—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. a _ Land animals and people can become sick or die from eating diseased L--- --, -- ------ fish and shellfish or ingesting polluted water. Stormwater can pick up debris. chemicals, dirt, and other • Polluted stormwater often ' pollutants and Flow into a storm sewer system or directly to affects drinking water sources.This, in turn, can a lake, stream, river, wetland, or coastal water. Anything that J affect human health and enters a storm sewer system is discharged untreated into ��r; - �',� increase drinking water the waterbodies we use for swimming, fishing, and providing f treatment costs. drinking water. Auto care c Washing your car and R degreasing auto parts at home 11 WtirWto eLaagtay P*&l 6rl0ttoc. can send detergents and other H Stgru arrd r rtt6eu seas ltoow dtalal watrt taiA4 contaminants through the UPA" � A2W a&Dawes storm sewer system. Dumping Q Aoti '_`-`', �',^�, o>F�orUP�o� u" W automotive fluids into storm rurtiel[fit{lata a wat v4- p�`7 r `y ""Y'_°` P drains has the same result as CorrizlK Utd(i W Ww&yA pN17& I. paktdumping the materials directly into a waterbody. � B aO&' axd wed Mf0�0U °d aKd° L au�r • Use a commercial car wash that treats or PQ(��PsuC11�"y Dot tpma&K oKTa lZB 9toW of halos AaW. recycles its wastewater, or wash your car on Permeable Pavement—Traditional concrete and your yard so the water infiltrates into the asphalt don't allow water to soak into the ground. ground. IInstead these surfaces rely on storm drains to Lawn care • Repair leaks and dispose of used auto fluids divert unwanted water. Permeable pavement Excess fertilizers and batteries at designated drop-off or systems allow rain and snowmelt to soak through, and pesticides recycling locations. decreasing stormwater runoff. applied to lawns Rain Barrels—You can and gardens wash collect rainwater from off and pollute Septic Pet waste rooftops in mosquito- streams. In systems stems proof containers.The addition, yard Pet waste can be Q - water can be used later on clippings and Leaking and a major source of lawn or garden areas. leaves can wash poorly bacteria and into storm drains and contribute maintained excess nutrients Rain Gardens and nutrients and organic matter to streams. in local waters. � septic Grassy Swales—specially • Don't overwater your lawn. Consider systems release nutrients and •When walking designed areas planted pathogens(bacteria and with native plants can provide natural laces for using a soaker hose instead of a viruses)that can be picked u your pet, P P P sprinkler. P P remember to pick up the rainwater to collet[ by stormwater and discharged waste and dispose of it and soak into the • Use pesticides and fertilizers into nearby waterbodies. P Pathogens can cause public Properly Flushing pet ground. Rain from sparingly.When use is necessary, use g P waste is the best disposal rooftop areas or 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 rather 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 • 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 stormwater • Don't dispose of waterbodies. picks up as it Flows across driveways and streets. • Cover piles of dirt or mulch being household hazardous used in landscaping projects. waste in sinks or toilets. •'Y Dirt, oil, and debris that collect in ion 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 c rned into the stormwater system. Construction and eventually enter local vehicles can leak fuel, oil, and other harmful fluids mow;_ ` `. waterbodies. that can be picked up by stormwater and • Sweep up litter and debris from deposited into local waterbodies. sidewalks, driveways and parking lots, •Event stormwater away from disturbed or - / especially around storm drains. exposed areas of the construction site. • Cover grease storage and dumpsters •linstall 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, hazardous waste cleanup team. I especially after rainstorms. They'll know the best way to keep • Prevent soil erosion by minimizing disturbed spills from harming the environment. areas during construction projects, and seed land mulch bare areas as soon as possible. LLackofetation on streambanks can lead to erosion. Overgrazed pastures can also excessive amounts of sediment to local waterbodies. Excess fertilizers and an poison aquatic animals and lead to destructive algae blooms. Livestock in n contaminate waterways with bacteria, 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. r, • Vegetate riparian areas along waterways. 4 Rotate animal grazing to prevent soil erosion in fields. • Apply fertilizers and pesticides according to label ti+irrrs instructions to save money and minimize pollution. ` . Uncovered fueling stations allow spills to be A�r2 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 stormwater. sedimentation. • Clean up spills immediately and properly 0 • Conduct preharvest planning to prevent erosion and lower costs. dispose of cleanup materials. • Use logging methods and equipment that minimize soil disturbance. • Provide cover over fueling stations and design or retrofit facilities for spill • Plan and design skid trails, yard areas,and truck access roads to containment. minimize stream crossings and avoid disturbing the forest floor. • Construct stream crossings so that they minimize erosion and physical Properly maintain Fleet vehicles to prevent changes to streams. oil, gas, and other discharges from being washed into local waterbodies. r. _ 0 Expedite revegetation of cleared areas. • Install and maintain oiUwater separators. Helpful telephone numbers aml links: Do you know . . . where the water actually goes? WATER AGENCY LIST slormwitel in Riverside County Pollution f � Storm ®rains are not City of&Mos4 1gb1;022313.1 i' N connected to sanitary Cdr of ecrumont (051;769-8520 C,ly at Blymn (760t 922-E161 What you should know for... `�,R ,-- sewer systems and city atCcachcla (7Eo)3.no a5w Coac:.cllo Va%v Water DWFrI (760)3°.6.7b51 treatment plants! "y °'°'°' 1961t736-3203 OUTDOOR CLEANING Dr+en Cuter.CSA kb I p60)227-3207 Eastern Mun!cpal Water D:'Inv (^61)926.3777 The pdmary purpose of storm drains is to carry rain water away from developed areas to prevent Els,ro,c vdrey MWD l9r,11074.3146 Iloodirg. Pol:utants discharged to storm drains are conveyed directly into rivers,lakes and streams. Faro 4lutu'l Walcr Company (951)244.4193 ACTIVITIES AND Soaps, degreasers, automative fluids, litter and a host of other matena's washed oft buildings. City ul Hemel (931)765 3712 side:valks,plazas,parking areas,vehicles and egaipmont must be properly managed to prevent the IdyilxYd Water O"T'I't (951)659-2147 NON-POINT SOURCE pollution of rivers,lakes and streams. JdrJrA C°mnldrltY Se4V.eca C's.:n (9511.150.8795 Lake Home MWD (9511 658-524 Preventing po!lulion is the best way to protect the environment. In addition,itis much easier and less Lea Leku Water District (951)2/1.1414 DISCHARGES costlylhan c'canng up'ader the fact' ht-.-cl,Ar Fwcu flaw (951)656.700 MLS:J.m sucsgs Water Dislrin (760)329{448 City Rancho P,rs Spin9s (51)72&6272 A0 _ The Cities and County of Riverside RanMo Cnbi'cm (931/7009272Ranclru CA,'.C2e W3Ior Oiscul (760)0224951Regional Water Quality Control Board Hrytay.CSA:02 (760)922-09E1City 0 R.vnt:mac (951)3516170 RutBdw.Comrwrnry Services Ohvicl (051)E84-7580A WATERSHED Is an area of land that catches min and sro•w,, then drains or seeps into a marsh, silent vsrey ctdb.Inc (951)819-15etstream,liver.lake or groundwater.Watersheds come in all shapes and sizes,crossing county,state. v;:vy Samuvy D 1na pe0)347-2356 and national boundaries,therefore many of Our activities at hunlu.work or play affect the quality of our Westm S:un:cpal Water DL-nrt (951)769-EC00watersheds. Yucaipa VCllcy Water D s'amt (909)797.5117 In accordance With slate and federal law to protect our watersheds,the CITIES AND COUNTY OF To report illogal dumping Into storm drains or RIVERSIDE have adopted ordinances for stonnwator management and discharge control to prohibit clogged%ram,drains,phase call: the discharge of woAcs into the storm drain system or local surface waters. This INCLUDES 1-800-506-2555 discharge of wash Water from outdoor cleaning activities which may contain pollutants such as oil, Online resources Include: For disposal of wash water from• grease,detergent,degreasers•trash,pet waste or other materials. r � . I Riverside Codr p-Float Cwnrol Oktncl outreach / n_!eraN p°ge j Sidewalk,plaza or parking lot cleaning 1 1 vnvw.eoodcontmLcarlvr•rnlde.cn.us Vehicle washing or detailing Cal lomin Storm Water Qda!':/Asses J:on Building exterior cleaning retwxnsnn.oro or vnvavcahmghandbooks.com sf � Waterproofing State water Resources Cenral Bcnm,water Quality .J Equipment cleaning or degreasing vro-w.swrcb.ca.novintormwtrdndcx html U.S. Erveonmertal Praorden Agcicy PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal www."rn.0ovlo0oVo2home/rxoorrms7buaorrc htm government and water agencies on what the restrictions are in your area. rHelp Protect Our Waterwayts! Use These Guidelines for'0utdoor Cleaning Activities and Wash Water Disposal I DO NOT . . . dispose of water DO NOT . . . Dispose of leftover USING CLEANING AGENTS: OTHER TIPS To HELP PROTECT OUR containing soap or any other type of cleaning agents into the gutter.storm drain WATER... If you must use soap, use biodegradable/ cleaning agent into a storm drain or water orsanitary sewer. phosphate-freo cleaners.Although the use of SCREENING WASH WATER body.This is a direct violation of state and/or nontoxic cleaning products is strongly local regulations.Because wash water from DO . . . understand that wash water encouraged, do understand that these A thorough dry cleanup before washing cleaning parking areas may contain metallic (without soap)used to remove dust from a products can degrade water quality. The exterior surfaces such as building and decks brake pad dust, oil and other automotive clean vehicle may be discharged to a street discharge of these products into the street, without loose paint, sidewalks, or plaza utters, storm drains system or waterways is areas, should be sufficient to protect mat fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, 9 Ys receiving waters. HOWEVER, if any debris materials, if should never be discharged to and building surface cleaning may f o into a prohibited e. local ordinances and the Stale (solids)could enter storm drains or remain in a street,gutleror storm drain. sheet or storm drain IF ALL of the following Water Code. Avoid use of petroleum-based cleaning produce. the gutter or street after cleaning,wash water conditions are met' should first pass through a'20 mesh'or finer DO . . . dispose of small amounts of screen to catch the solid materials,the mesh residual oil, debris and other materials wash water from cleaning building 1. The surface being washed is free of ��- should then be disposed of in the trash. exteriors, sidewalks or plazas onto ♦ • landscapedor unpaved surfaces. provided by using dry cleanup methods l or I , DRAIN INLET F WASTI WATERTAINMENT 8 p sweeping, and cleaning any o8 or "" ) `�. �� COLLECTION OF WASH WATER you have the owner's permission and the chemical spills with rags or other (� discharge will not cause nuisance problems absorbent materials before using r Sand bags can be used to create a barrier 1 or goo into a street or storm drain. � � water). around storm drain inlets. �' ! Plugs or rubber mats can be used to DO . . . check with your sanitary sewer 2. Washing is done with water only, not ^ ^ temporarily seal storm drain openings. agency's policies and requirements with soap or other cleaning materials. or concerning wash water disposal. Wash 3. You have not used the water to remove I • Containment pads, lee usery berms in water from outdoor cleaning activities may paint from surfaces during cleanin vacuum brooms can be used to contain 9 9 � and collect wash water. be acceptable for disposal to the sanitary '� sewer with specific permission. See the list CALL 1-800-506-2555 �_�/ EQUIPMENT AND SUPPLIES on the back of this flyer for phone numbers TO REPORT ILLEGAL POLLUTING P of the sanitary sewer agendes in your area Specidraiallum s andss such as mall rbents um s. OF STORM DRAINS When cleanin surfaces with a hi h,-pressure p 9 P pumps. 9 9 and vacuum booms are available from many DO . . . Understand that mobile auto washer or steam cleaning methods, vendors. For more information, check detailers should divert wash water to s ¢�; additional precautions should be taken to catalogs such as New Pig (800-468 4647, landscaped or dirt areas. Be aware that prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply(BOO- soapy wash water may damage ! storm drain system. These two methods of 356-0783). C&H (800-558-9966), and W.W. landscaping. Residual wash water may surface cleaning,as compared to the use of a Grainger (800-994-9174); or call the remain on paved surfaces to evaporate. low-pressure hose. can remove additional Cleaning Equipment Trade Association(800- Residues should be swept up and disposed or.visit materials that can contaminate local 441-0111) or the Power Washers of North of www.9oodcontrol.co.riverside.ca.us waterways. America(B00-393-PWNA). Where does stormwater pollution come from' `. ., icL,ld Lie Stornl:ratcr polution his many sources. When it o r� rams, ralmeater wines pollutants such as motor oil, anll-fineze, trash. grease. and dirt from streets and `"- pa,king fes to the nearest storm drain. Runoff crater from leans and landscaped arras can carry- pc^,hcides and fens'izers into the storm drains. Even U 1JI li acuvilins „uch as wishing our cars can result in detergents. dirt and grease making their�vay into tho _ storm drain> Help Keep °- One of the moll seriow stormcater pollution problems is the Our Water Clean! illegal disposal or t 'dumping" of wastes into the stone drain "" To receive your free r system. State lass " _ ..� '•'` and local urdinances" � guide on 20 ways you prohibit dumping of can help protect our motor o:l. pet c-zsle. paints and other - water... +F pollutants into the :� r storm dram syslam. ' For information on the i L r' t Did you know that the sewer disposal of household hazardous waste... system and the storm drain system are not the same? Thee ttca systems are comp'Slely diffcreni The To receive a list of _ eater (hat goes down the sinks in your home or re c y c l e r s in your hus!ness is 1roatud by a wastewater treatment plant or septic longs system Water that enters a storm area... dru:n flours directly without treatment to our local rivers and lakca. CALL j I-0�.- Is stormwater pollution a problem only when it rains? 14004*2555 _ No. Throughout the dry part of the year. pollutants accumu:ato on streets �Ocl parking lots. So, cihen rein finVly ones faIf.Iho ram waler carries pollutants into the storm drains.drains. Surprisingly, crater runoff from the daily use of garden _ hoses ands nntanrs �/ can also carry ehlon nd county of Alvonido P �� f pollutants into Pia-. - storm dram system. a S tormWater i t ri `- •1 � PROTEOTION PROGRAM c .,A ormwafer ' Rain,fs typically a welcomed/sight in/ County.41t cleans the air and provides us with a valuable resource - water. Sure /rainwater/is usu..../ d . d � r r a / r. / clean./But, as/tlo s over our street ,an�yards�t carries' pollutants into / the storm drains. So, what's the problem? Bey a part of the solution! The problem is . . . storm drains ultimately carry these pollutants Everyone contributes a little to the ' directly to our rivers, lakes and streams.. problem . . . now, it's time for all of us to: Stormwater pollution causes as much as 60% of our • Never pour anything down a storm drain; water pollution problem. It jeopardizes the quality of our waterways and poses a threat to groundwater resources • Use good housekeeping practices with lawn O if pollutants percolate through soil. care chemicals, oil, gasoline, pet wastes, paints and solvents; Some major pollutants include: • Recycle and safely dispose of used oil and household hazardous wastes; , • Dirt and grime from streets; A Purchase non-toxic products; • motor oil, antifreeze, paints; and household / o cleaners Ihat'are dumped into the storm drains. A Report illegal dumping to local authorities; / • Contaminants from car and truck exhaust; • Pesticides and fertilizers from lawns and gardens; ( • Tell others about stormwater pollution and / • Soil erosion from yards and hillsides; encourage them to help; • Biological contaminants from animal waste; • Call the Storm WaterlCleanWater Protection • Litter, leaves and lawn clippings; $ ( 1 Program for a booklet' on environmentally • Contaminates from illegal dumping. ' ` safe alternatives for the home and garden. Your auto Web Site Addresses: Take used rnotor oil, antifreeze,and other toxic , solvents to collection centers. U.S.Environmental Protection Agency RMWATER • Fix oil, radiator,and transmission leaks... don't leave oil slicks to wash off in the rain. CLEANWATER Use biodegradable soap when washing cars. Limit U.S. Fish&Wildlife Service water to reduce runoff. 1'O`: Protection Program Cut down on automobile trips. Pollutants from engine exhausts contain toxic chemicals that may Cali fnmia Department of Fish&Game eventually end up in stormwater. u%%w df .F•_�°`' the California Environmental Rsources Evaluation System(CERES) We can protect our roundwater, 6 P g r Riverside County Transportation Department a O rivers and lakes.. and enjoy pure, tr:mc him dean water. Together we can A Q nrake a difference! Phone Numbers/Addresses: Environmental Health 4 I;I (909)358.4529 For more information on the Slonrrmater/Cleanivater Mailing Address: Protection Pragrantr 4065 County Circle Dr. call: Riverside.CA 92503 County of Riverside ®he Stornnrater/Cleanivater Trans(909)955-6880 ortation De artment Street Address: p p Same as above Protection Progranr will help control a serious problem... Transportation Department (909)955-6880 polluted stormwater. For information on disposal of Household Hazardous Waste Mailing Address: Our area doesn't receive a great deal of call: P.O. Box 1090 rain, but even a single storm can carry County of Riverside Riverside,CA 92502 Department of Environmental Health oil, grease and other pollutants into our (909)358-5172 Street Address: stormwater. These untreated waters flow 4080 Lemon Street,8ih Floor directly to our rivers, lakes and shouldStormirater be Riverside,CA 92501 groundwater. These waters not only Cleartivater only... support wildlife... they also serve as our Help keep our resources for swimming, fishing, boating and our drinking waler. • Are any properties exempted from this ACTIONS. . .FACTS. • • assessment? What you should know Because federal law exempts agreats are not What you Can do y properties from this program, assessments are not levied. Undeveloped/vacant Natural and man-made drainage systems capture parcels are also excluded from Everyone contributes a little to tire problem. . but, by rainwater runoff. this assessment. working together, we can make a big difference. The problem is. . . they capture Pollutants as well. How will the money be Your Home used? • Use and dispose of household products carefully. • How is stormwater polluted? Funds will be Cleaning solutions and solvents often contain When pollutants such as motor oil, used to toxic elements. antifreeze, detergents, soil erosion, comply with trash and litter end up in a federal guidelines. storm drain system, they The guidelines require: When using pollute drinking water. stormwater sampling, inspection of illegal waterbased Even rainwater Flowing paints, clean drainage, hazardous material management, P off rooftops and brushes in a sink. increased street .sweeping and community property carries information/participation. A portion of they Don't pour pollution downstream, funds will also be used to protect against clean-up water into our water resources. stormwater pollution caused by construction down the and operation of public projects, which storm include roads, facilities and bridges in your drain. • Why has this program started now? Federal area. Dispose of oil-based products and solvents at a laws now require counties and cities to clean up hazardous waste collection site. stormwater runoff, so that stormwater is cleanwater only. • 'How can assessment tees be kept, to a minimum.' Recycle reusable materials. By doing your part to help keep stormwater • T Who fedepaysral for this meetprogram? clean,you can minimize program costs: Your yard The federal government requires, but does not )� fund this program. As a result, many cities and • Apply pesticides and fertilizers carefully. counties typically enact parcel assessments based Use a broom—not u hose—to clean thesidewalk. on the size and type of property. Municipalities • Do not over water your lawn and garden. Keep calculate appropriate fees for their area. water on your property. • Clean up animal waste and dispose of it in trash • When are assessment fees collected? cans. Assessments appear on annual property tax bills which are mailed in September. In some areas, property tax bills also reflect a separate stormwater runoff fee from the Riverside County ' Flood Control District. This is because local agencies (including Riverside County, cities, and the Flood Control District) must each take steps to protect stormwater flowing through their own storm drain systems. For additional information, please visit the following websites: CREATE A HEALTHY ENVIRONMENT in and around your home by following _ these simple pet practices.Your pet,family and neighbors will appreciate their State Water Quality Resources W111 1 O I clean comfortable surroundings. Control Board T■ o hN w o�//ww swrcb.co yov/srorn'wI1'( 11 ex himl HOUSEHOLD PETS the dog into the environment. They can be OR ' / We all love our pets, but pet waste is a carriedby flies and other insects,wind and E-mail us at: .� __10 subject everyone likes to avoid. Pet waste dust. tood.LGapstesC°co.rvversicfg,ca,ys left on trails,sidewalks,streets,and grassy OR a Irr areas are immediately flushed into the Flies and other pest insects can also 9 ID nearest waterway when it rains. Even if you increase when pet waste is disposed of Call our TOLL FREE,to re a number at can't see water near you, the rain or waste improperly,becoming a nuisance and adding 1.800-506osal,o visit report illegal water WASHES all that PET WASTE and et another vector for disease transmission. storm drain disposal,or visit our website at Y http://www.co.rive:side.cous/dc is I ./ BACTERIA INTO THE STORMDRAIN, YuueonHelo.aso where it travels to your neighborhood creek WHAT CAN YOU DO? or lake untreated. These animal droppings SCOOP u et waste and flush it down RIVERSIDE COUNTY ./ also contain nutrients that can promote the P P ANIMAL SHELTER LOCATIONS: � �� / P the toilet. growth of algae, in our streams and lakes. NEVER DUMP pet waste into a storm BLYTHE The risk of S T O R M W A T E R drain or catch basin. 16450 West Hobson Way CONTAMINATION INCREASES, if pet r 'p Blythe,CA 92225 USE the complimentary BAGS or mutt 760-921-7857 waste is allowed to accumulate in animal pen mitts offered in dispensers at local HEMET Q areas or left on sidewalks, streets, or parks. 800 South Sanderson stormsewers ti TIPS FORA driveways where runoff can carry them to . CARRY EXTRA BAGS when walking your Hemet,CA 92545 dog and make them available to other 909-925-8025 HEALTHY PET pet owners who are without. Some of the DISEASES THAT CAN INDIO SPREAD from pet waste are E. tali, a TEACH CHILDREN how to properly 45-355 Van Buren AND A clean upofter a pet. Indio,CA 92201 bacterium that can cause disease,and fecal 760-347-2319 coliform bacteria which is spread through TELL FRIENDS AND NEIGHBORS HEALTHIER feces.Dogs also carry salmonella and io dia, about the ill effects of animal waste on RIVERSIDE O the environment. Encourage them to 5950 Wilderness Avenue Organisms causing move from clean up after pets. Riverside.CA 92504 ENVIRONMENT 909-358-7387 DID YOU KNOW ,..Calling the TOLL FREE 1-800-506-2555 can be your one-stop resource FOR ALL OTHER AREAS to report improper storm drain practices;locate dates and times of your nearest Household CALL 1-888.636-7387 r� Cn I Hazardous Waste Collection Event;obtain an array of free printed material on storm water Q C) pollution prevention,request-classroom presentations,and free grasscycling information and :•.,NYIFYY.[putty 9cICIWIy C(1rAk3�f311Laf/CI SOS AIYphS 5+>r..r>mr vrq.mmG+the ees'y[a�api of nnsLmchixe l.___eomposting workshops. 4LnG''1'I POO1' NEVER HOSE VEHICLE FLUIDS into the Tf1Y composting - A vegetative cover CiATERIAL STORAGE SAFT/TIPS Many communities have-Scoop the Poop' street or gutter. USE ABSORBENT placed around buildings _ Many of the chemicals found in barns lovs that govern pet waste MATERIALS such as cat litter to clean- or on steeper slopes can require careful handling and proper cleanup. Some of these laws up spills. SWEEP UP used absorbent help minimize erosion l disposal. When using these chemicals, specifically require anyone materials and place it in the trash, a n d a b s o r b be certain to follow these common who walks an animal off HOR5F.5 AND I_!VFSTOCK nutrients while sense guidelines: of Their property to Fortunate enough to own o horse or improving the i _ carry a bag,shovel, livestock? You, toc, can play a part in appearance of Buy only what you need. - or scooper. Any protecting and cleaning your property. i\ Treat spills of hoof oils like a fuel waste left by the up our water In addition. animal must be resources. The l , vegetative covers will ` _ _ i spill. Use kitty litter to soak up cleaned u immediately. CALL YOUR '� - provide animals with better traction the oil and dispose of it in a tightly P Y following are e - P sealed plastic bag. LOCAL CODE ENFORCEMENT OFFICER few simple Best I l �„� � during wet or icy conditions. to find out more about pet waste Management Practices 1` KEEP animals out of steams - Designed Store pesticides in a locked, dry, regulations. (BMPs) specifically well-ventilated area. designed for horse / stream crossings provide a safe, easy es and livestock to streams.way for hors Pets ore only one of the many fixtures of owners and landowners ` r Protect stored fertilizer and with horses. Fencing encourages the use of the suburban America that add to water pesticides from rain and surface pollution. Lawn fertilizers. rinse water P STORE your manure properly. Do not crossing instead of the streambed to water. navigate streams. This will allow from driveways and motor oil also store unprotected piles of manure in vegetation to stabilize natural stream commonly end up in streams and lakes, places where runoff may enter Call 1-800-506-2555 to locate your CALL 1-800-506-2555 FOR HOUSE- streams, and wash the manure away. banks and reduce sediment pollution, local conservation district to find out HOLD HAZARDOUS WASTE Place a cover or tarp over the pile to MOW pastures what to do with your current backyard COLLECTION LOCATIONS AND keep rainwater out. to proper manure pile,how to re-establish a healthy DATES to dispose of our leftover '-�- t -� _ pasture, what to do about weeds, and P y CHECK with your local conservation height, six i F hazardous materials. Maintain your district to design manure stooge (6') inches \ what grossesgrowbest inyoursoils. automobile to avoid leoks. Dispose of facilities to protect water quality. is typically '� -tr _ - N' used vehicle fluidsproperly. Your ets _ , Thank you for doing your part to P These structures usually consist of a recommended _ can be poisoned if they ingest gas,oil or concrete pad to protect ground water ` �� <;,_ protect your watershed, the antifreeze that drips onto the pavement environment, and the equestrian P P and a short wall on one or two sides to i.i �� '', ">g way of life in your community) j or is stored in open containers. make manure handling easier. --