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Tract Map 30177 Parcel 3&4 WQMP Vail Ranch
PM C0177 P4/ 3/5- &.2 Project Specific Water Quality Management Plan A Template for preparing Project Specific WQMPs for Priority Development Projects located within the Santa Margarita Region of Riverside County Project Title:Vail Ranch Towne Center Development No: Parcels A& B, LLA No. PA16-1372 Design Review/Case No: CUP PA15-1573/LD16-3237 M i • YEC1M�. � . Contact Information: ❑ Preliminary ® Final Prepared for: Hanshaw Development Company, 2015 LLC Original Date Prepared: 02-03-17 17595 Harvard, Ste.C#521 Irvine,CA 92614 Revision Date(s): 04-23-17,07-03-17,08-15-17 Prepared by: • Sessions Consulting Engineers Prepared for Compliance with 231 E. Imperial Hwy, Ste. 201E Regional Board Order No. R9-2010-0016 Fullerton, CA 92835 Water Quality Management Plan(WQMP) Vail Ranch Towne Center • OWNER'S CERTIFICATION This Project-Specific Water Quality Management Plan(WQMP)has been prepared for Hanshaw Development Company,2015 LLC by Sessions Consulting Engineers for the Vail Ranch Towne Center project. This WQMP is intended to comply with the requirements of Csty of Temecula for IMC 8.28.500 which includes the requirement for the preparation and implementation of a Project Specific WQMP The undersigned,while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs 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 8.28.500). "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." • 0 er's Signature Date Lynn Chao Managing Member Owners Printed Name Owner's Title/Position PREPARER'S CERTIFICATION "The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. 11:9.2010-0016 and any subsequent amendments thereto." ZI Prepare s Signature p19,MS q Date SEgs, l Kerry essions ��Q4 _X Principal f nemcer____ Pre rer's Printed Name r 8, SC,EI `y' Preparer's Title/Position /� Q W n _RY �p 3� 7 i Exp 6-30 is CJVLV N. Preparer's Licensure 91fO7 CAL\FO�� 2 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center Table of Contents Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans............................................................................................................................ 6 A.2 Identify Receiving Waters...................................................................................................................7 A.3 Drainage System Susceptibility to Hydromodification .......................................................................7 A.4 Additional Permits/Approvals required for the Project: ....................................................................8 Section B: Optimize Site Utilization (LID Principles) .....................................................................................9 Section C: Delineate Drainage Management Areas (DMAs)....................................................................... 10 Section D: Implement LID BMPs................................................................................................................. 12 D.1 Infiltration Applicability.................................................................................................................... 12 D.2 Harvest and Use Assessment............................................................................................................ 14 D.3 Bioretention and Biotreatment Assessment.................................................................................... 16 DA Other Limiting Geotechnical Conditions........................................................................................... 17 D.5 Feasibility Assessment Summaries................................................................................................... 17 D.6 LID BMP Sizing ..................................................................................................................................18 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 EA Hydrologic Control BMP Sizing..........................................................................................................22 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 Section G: Source Control BMPs................................................................................................................. 30 Section H: Construction Plan Checklist....................................................................................................... 32 Section I: Operation, Maintenance and Funding........................................................................................33 Acronyms, Abbreviations and Definitions ..................................................................................................34 • 3 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center 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.....................................................................................................................10 Table C.2 Type 'A', Self-Treating Areas....................................................................................................... 10 Table C.3 Type 'B',Self-Retaining Areas ..................................................................................................... 10 Table C.4 Type 'C', Areas that Drain to Self-Retaining Areas......................................................................11 Table C.5 Type 'D', Areas Draining to BMPs ............................................................................................... 11 Table D.1 Infiltration Feasibility.................................................................................................................. 12 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............................................................................................................................. 19 Table E.1 LID & Hydromodification BMP Location......................................................................................21 Table E.2 Hydrologic Control BMP Sizing....................................................................................................22 Table F.1 Potential Pollutants by Land Use Type........................................................................................26 TableF.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 Appendix9: O&M .......................................................................................................................................49 • Appendix 10: Educational Materials.........................................................................................................- 6 - -4- Water Quality Management Plan(WQMP) Vail Ranch Towne Center • Section A: Project and Site Information PROJECT INFORMATION Type of Project: Commercial Planning Area: N/A Community Name: N/A Development Name: Vail Ranch Towne Center PROJECT LOCATION Latitude&Longitude(DMS):33°29'01"N, 117°05'08"W Project Watershed and Sub-Watershed:Santa Margarita Watershed,Santa Margarita HU, Pechanga HA, Pauba HSA APN(s):960-020-046,960-020-047 Map Book and Page No.:San Bernardino and Riverside Counties Thomas Brothers Map Page 979 PROJECT CHARACTERISTICS Proposed or potential land use(s) Commercial Proposed or Potential SIC Code(s) None Area of Impervious Project Footprint(SF) 93,985 Total area of Proposed Impervious Surfaces within the Project Limits(SF)/or Replacement 93,985 Total Project Area(ac) 3.1 • Does the project consist of offsite road improvements? ❑Y ® N Does the project propose to construct unpaved roads? ❑Y ® N Is the project part of a larger common plan of development(phased project)? ❑Y ® N Is the project exempt from HMP Performance Standards? ®Y ❑ N EXISTING SITE CHARACTERISTICS Total area of existing Impervious Surfaces within the project limits(SF) 74,270 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) N/A present on the site(A, B,C and/or D) What is the Water Quality Design Storm Depth for the project? 0.92 Project Description: This commercial development will consist of a car wash and two drive-through restaurants. The improvements will include replacement of existing pavement as well as new, proposed impervious surfaces. 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: -6- Water Quality Management Plan(WQMP) Vail Ranch Towne Center • • 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 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. (http://www.waterboards.ca..eovlsandiezolwater issues1programs/basin plan/) Table A.1 Identification of Receiving Waters Receiving Waters USEPA Approved 303(d) List Designated Proximity to RARE Impairments Beneficial Uses Beneficial Use Chlorpyr'dos, Copper, Iron, MUN, AGR, IND, PROC, GWR, RECI, Not a RARE waterbody Temecula Creek Manganese, Nitrogen, REC2,WARM,WILD (approximately 0.1 miles from Phosphorous,Toxicity site) Santa Margarita RARE waterbody • River—Upper Chlorpyrdos, Copper, Phosphorous, MUN, AGR, IND, REC1, REC2, WARM, (approximately 35 miles from Portion Total Dissolved Solids,Toxicity COLD,WILD,RARE site) Santa Margarita RARE waterbody MUN, AGR, IND, PROC, RECl, REC2, River—Lower Phosphorous,Tonicity WARM,COLD,WILD,RARE (appraximately5 miles from Portion site) Santa Margarita RECI, REC2, EST, WILD, RARE, MAR, RARE waterbody Lagoon Eutrophic MIGR,SPAWN (approximately 22 miles from site) IND, NAV, REC3, REC2, COMM, BIOL, RARE waterbody Pacific Ocean N/A WILD, RARE, MAR, AQUA, MIGR, (approximately 22.5 miles from SPWN,SHELL site) 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. -7- Water Quality Management Plan(WQMP) Vail Ranch Towne Center Table A.2 Identification of Susceptibility to Hydromodification Drainage System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption Mahlon Vail Circle It is a concrete-lined MS4 Storm Drain Reinforce Concrete Pipe Not Susceptible facility per Table 3 of SMR Approx.0.1 miles HMP. Artificially hardened per Table 3 of SMR HMP and Temecula Creek Natural with artificial hardening(type Not Susceptible(Over 20,000 cfs) classified as a large river Approx.3.3 miles unknown) reach per Table 5 of SMR HMP. Santa Margarita Natural Classified as a large river River—Upper reach per Table 5 of SMR Portion Not Susceptible(Over 20,000 cfs) HMP. Approx.18.1 miles Santa Margarita Classified as a large river River—Lower reach per Table 5 of SMR Portion Natural Not Susceptible(Over 20,000 cfs) HMP. Approx.19.2 miles Classified as a large river Santa Margarita Natural Not Susceptible(Over 20,000 cfs) reach per Table 5 of SMR Lagoon HMP. • A.4 Additional Permits/Approvals required for the Project: Table A.3 Other Applicable Per Agency Permit Required State Department of Fish and Game, 1602 Streambed Alteration Agreement ❑Y ® N State Water Resources Control Board, Clean Water Act Section 401 Water Quality ❑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) ®Y [:3 N R.C.F.C.&W.C.D. If yes is answered to any of the questions above, the Copermittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. • -8- Water Quality Management Plan (WQMP) Vail Ranch Towne Center Section B: Optimize Site Utilization (LID Principles) Review of the information collected in Section 'A' will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example, constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns. opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for LID Bioretention BMPs), and differences in elevation (which can provide hydraulic head). Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your Low Impact Development (LID) design and explain your design decisions to others. The 2010 SMR MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1. Site Optimization . The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance. Did you identify and preserve existing drainage patterns? If so, how? If not,why? The existing site is draining to the southwest. We are preserving the drainage pattern by following the site's rough grading condition. Did you identify and protect existing vegetation? If so, how? If not, why? There are currently only weeds and shrubs on the site as it is mass graded.Any existing vegetation will be removed during precise grading. Did you identify and preserve natural infiltration capacity? If so, how? If not, why? As seen in the geotechnicai report in Appendix 3, there is very little natural infiltration. After applying a safety factor this infiltration is too little to be considered in BMP design. Did you identify and minimize impervious area? If so, how? If not, why? Impervious area is minimized where possible by providing pockets of landscaping in planters around the proposed parking lot and buildings. Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Where possible the roofs will drain to surrounding landscape areas before draining into pavers. - 9- Water Quality Management Plan(WQMP) Vail Ranch Towne Center 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 C.1 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 DMA 1 Impervious Concrete or Asphalt 24,983 Type D — Area Draining to BMP DMA 1 Roofs Roofs 9,533 Type D — Area Draining to BMP DMA 1 Landscaping Ornamental Landscaping 8,569 Type D — Area Draining to BMP DMA 2 Impervious Concrete or Asphalt 69,002 Type D — Area Draining to BMP DMA 2 Roofs Roofs 3,944 Type D — Area Draining to BMP DMA 2 Pavers Permeable Paving Blocks 4,596 Type D — Area Draining with Sand Filled Gaps to BMP DMA 2 Landscaping Ornamental Landscaping 12,794 Type D — Area Draining to BMP 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) N/A Table C.3 Type'B',Self-Retaining Areas Self-Retaining Area Type'C' DMAs that are draining to the Self-Retaining Area Area Storm (square Depth [C]from Table Required Retention Depth DMA post-project feet) (inches) C.4= (inches) Name/ID surface type [A] [B] DMA Name/ID [C) [D] N/A [D] _ [B] + [B] [C] [A] - 10- Water Quality Management Plan CWQMP) Vail Ranch Towne Center • Table CA Type'C',Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA o v y a � y o 0 L L O U m a z a u z' V° z Area(square a o Product feet) Ratio � a [A] [el [Cl=[A]x[B) DMA name/ID [D] [C1/[Dl NA/ 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 l 1 \Impervious Fraction/ (Tributary Area:Self-Retaining Area) Table C.5 Type'D',Areas Draining to BMPs DMA Name or ID BMP Name or ID DMA 1 Impervious Bio-Retention Basin DMA 1 Roofs Bio-Retention Basin DMA 1 Landscaping Bio-Retention Basin DMA 2Impervious MWS-L-8-12 DMA 2 Roofs MWS-L-8-12 DMA 2 Pavers MWS-L-8-12 DMA 2 Landscaping MWS-L-8-12 Note:More than one DMA may drain to a single LID BMP;however, one DMA may not drain to more than one BMP. - 11- Water Quality Management Plan(WQMP) Vail Ranch Towne Center • 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 ❑N 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 DIVAS on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.3.4. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer. Table DA Infiltration Feasibility Does the project site... res 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:DMA 1,DMA 2 ...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:DMA 1,DMA 2 - 12- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • ...have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final x infiltration surface? If Yes,list affected DMAs: ...have any contaminated groundwater plume in the vicinity of the site? x If Yes, list affected DMAs: ...geotechnical report identifies other site-specific factors that would preclude effective and safe infiltration? x Describe here: If you answered "Yes" to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. - 13 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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., 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: 0.4 acres 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: 2.0 acres Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-4 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA). Enter your EIATIA factor: 3.54 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: 7.1 acres Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4). Minimum required irrigated area (Step 4) I Available Irrigated Landscape (Step 1) 7.1 acres 0.4 acres - 14- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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: 280 Project Type: Commercial 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:2.0 acres 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., 145 • 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:290 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) Projected number of toilet users (Step 1) 290 280 Other Non-Potable Use Feasibility Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes,describe below. If no,write N/A. N/A Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the Wet Season and accounting for any periodic shut downs or other lapses in occupancy or operation. Average Daily Demand: 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 - 15 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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: 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 2-5: Step 4: Multiply the unit value obtained from Step 4 by the total of impervious areas from Step 3 to develop the minimum glad of non-potable use that would be required. Minimum required use: 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) 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 D.4 ❑ 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. - 16 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center 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 R- Feasible(By Name or ID) DMAs Infeasible(By Name or ID' Collapsible Soil Expansive Soil Slopes Liquefaction Other D.5 Feasibility Assessment Summaries From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.3 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy. Table D.3 LID Prioritization Summary Matrix LID BMP Hierarchy No LID . (Alternative DMA Name/ID 1. Infiltration 2. Harvest and use 3. Bloretention 4. Biotreatment Compliance) DMA 1 ❑ ❑ Impervious DMA 1 Roofs ❑ ❑ ❑ El DMA1 ❑ ❑ Landscaping DMA ❑ ❑ Impervious DMA 2 Roofs ❑ ❑ El DMA 2 Pavers ❑ ❑ DMA ❑ ❑ ❑ Landscaping 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. N/A - 17- Water Quality Management Plan(WQMP) Vail Ranch Towne Center D.6 LID BMP Sizing Each LID BMP must be designed to ensure that the DCV will be addressed by the selected BMPs. First, calculate the DCV for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee with jurisdiction over the Project site. Utilize the worksheets found in the LID BMP Design Handbook or consult with the Copermittee to assist you in correctly sizing your LID BMPs. Complete Table DA below to document the DCV and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6.You may add additional rows to the table below as needed. Table DA DCV Calculations for LID BMPs Effective Impervio DMA DMA Post-Project us DMA Areas x DMA (square Surface Fraction, Runoff Runoff Enter BMP Name/Identifier Here Type/ID feet) Type If Factor Factor • (Al [e] [C] [A]x IC] DMA 1 24,983 Concrete/ 1.0 0.89 22,235 Impervious Asphalt DMA 1 8,533 Roofs 1.0 0.89 7,594 Rook Proposed c DMA 1 Ornamental Design Volume Landscaping 8,569 Landscaping 0.1 0.11 943 Storm Plans Depth DCV,Vamp ((cubic 11 (in) (cubicfeet) feet) AT = f= [D] [E] [F] _ [DJx[E] [G] 42,085 =30,772 =0.92 =2,359 12 =2,752 [B],(C]is obtained as described in Section 2.5 of the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document [G]is obtained from a design procedure sheet,such as in LID BMP Design Handbook and placed in Appendix 6 - 18- Water Quality Management Plan(WQMP) Vail Ranch Towne Center Effective Impervio DMA DMA Post-Project us DMA Areas x EnterBMPName/Identifier Here DMA (square Surface Fraction, Runoff Runoff Type/ID feet) Type I, Factor Factor [A] 161 [CI [A]x [C] DMA 2 69002 Concrete/ 1.0 0.89 61,412 Impervious Asphalt DMA 2 3,944 Roofs 1.0 0.89 3,510 Roofs DMA 2 Pavers Proposed Pavers 4,596 w/sand- 0.25 0.20 919 Design Treatment filled gaps Rainfall Design Flow Rate DMA 2 12 794 Ornamental 0.1 0.11 1,407 Intensity Flowrate, on Plans Landscaping Landscaping (in/hr) I QBMp(cfs) (cfs) AT = F= [D] [E] 90,336 =67,2 =0.20 [F] = 0.31 [G]=0.346 48 [81,[C]is obtained as described in Section 2.5 of the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document IF]The Design Flowrate,QBMp,is determined from the equation in Section 2.5.1.d)of the 2014 Water Quality Management Plan for the Santa Margarita Region of Riverside County where QBMp=C'i.ATRiB,and C=[(C,*A,)+(C='Az)...]/AT. (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 'Vamp' worksheet in Appendix F of the LID BMP Design Handbook.Second,design the LID BMP to meet the required Vamp 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. BMP Name/ ID DMA No. BMP Type/ Description Design Capture Proposed Volume Volume (ft)/ (ft3)/ Flowrate Flowrate (cfs) (cfs) DIVA 1 Bioretention Bioretention Basin 2,359 ft3 2,752 ft3 Basin DMA 2 2 Proprietary Modular 0.31 cfs 0.346 cfs MWS-L-8-12 Wetlands System - 19- Water Quality Management Plan (WQMP) Vail Ranch Towne Center 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. N/A EA Onsite Feasibility of Hydrologic Control BMPs An assessment of the feasibility of implementing onsite Hydrologic Control BMPs is required for all projects. Select one of the following: ❑ Yes —The implementation of Hydrologic Control BMPs is feasible onsite. (Proceed to Step E.3 and Step E.4) - Or - ❑ No — The project site is larger than one acre and the implementation of Hydrologic Control BMPs is not feasible onsite. (Proceed to Step E.5 and Step F 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: Insert text here describing how each included Site Design BMP will be implemented. 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 ES) - Or - ❑ No—The project site is less than one acre. (Follow the remainder of Step E.2) -20 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • Only a Simplified Technical Feasibility Study is required from the applicant. Complete the Simplified Technical Feasibility Study in Appendix 7, which must include, at a minimum, the soil conditions at the PDP, a demonstration of the lack of available space for onsite Hydrologic Control BMPs, an explanation of prohibitive costs to implement Hydrologic Control BMPs, and a written opinion from a Registered Geotechnical Engineer identifying the infeasibility due to geotechnical concerns. Select one of the following: ❑ Yes—Onsite Hydrologic Control BM Ps 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 E1 LID&Hydronnodification BMP Location DMA LID BMP Hydrologic Control Combined BMP type and ID BMP BMP ❑ Onsite ❑ Onsite ❑ Partially Onsite ❑ Partially Onsite ❑ Yes ❑ Offsite ❑ Offsite ❑ No ❑ None Required ❑ None Required ❑ Onsite ❑ Onsite Partially ❑ Partially Onsite ❑ Parrtially Onsite ❑ Yes te ❑ Offsite ❑ Nonle Required ❑ None Required ❑ No ❑ Onsite ❑ Onsite Partially ❑ Partially Onsite ❑ Parrtially Onsite• ❑ No ❑❑ None Offsite Yes one None Required ❑Required ❑ - 21 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center • 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. Refer to the SMRHM Guidance Document for additional information on SMRHM. You can add rows to the table as needed. Table E.2 Hydrologic Control BMP Sizing BMP DMA BMP Type/Description SMRHM BMP Volume BMP Drawdown Name/ ID No. Passed (ac-ft) Footprint (ac) time (hr) Ll 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. - 22 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center ❑ Step 1.B—Are onsite streams capable of delivering Bed Sediment Supply from the site, if any, to the receiving channel? Rate the potential: ❑ High ❑ Medium ❑ Low Results from the analyses of the sediment delivery potential to the receiving channel should be documented in Appendix 7 and identify, at a minimum, the Sediment Source, the distance to the receiving channel, the onsite channel density, the project watershed area, the slope, length, land use, and rainfall intensity. ❑ Step 1.0—Will the receiving channel adversely respond to a change in Bed Sediment Load? Rate the need for bed sediment supply: ❑ High ❑ Medium ❑ Low Results from the in-stream analysis to be performed both onsite should be documented in Appendix 7. The analysis should, at a minimum, quantify the bank stability and the degree of incision, provide a gradation of the Bed Sediment within the receiving channel, and identify if the channel is sediment supply-limited. ❑ Step 1.D—Summaryof Step 1 Summarize in Table E.3 the findings of Step 1 and associate a score (in parenthesis) to each step. The sum of the three individual scores determines if a stream is a significant contributor to the receiving stream. • Sum is equal to or greater than eight - Site is a significant source of sediment bed material —all on-site streams must be preserved or by-passed within the site plan. The applicant shall proceed to Step 2 for all onsite streams. • Sum is greater than five but lower than eight. Site is a source of sediment bed material— some of the on-site streams must be preserved (with identified streams noted). The applicant shall proceed to Step 2 for the identified streams only. • Sum is equal to or 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 ❑ High(3) ❑ Medium (2) ❑ Low(1) -23- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 1.B ❑ High(3) ❑ Medium (2) ❑ Low (1) 1.0 ❑ High(3) ❑ Medium (2) 1 ❑ Low (1) Significant Source Rating of Bed Sediment to the receiving channel(s) Step 2: Preservation of Identified Onsite Channels Onsite streams identified as a Significant Source of Bed Sediment should be avoided in the site design. Check one of the following: ❑ The site design does avoid all onsite channels identified as a Significant Source of Bed Sediment (The applicant may disregard subsequent steps of Section ES and directly advance directly to Section F.) - Or - ❑ The site design does NOT avoid all onsite channels identified as a Significant Source of Bed Sediment (The applicant may proceed with the subsequent steps of Section E.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. 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. - 24 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center Section F: Alternative Compliance LID BMPs and Hydrologic Control BMPs are expected to be feasible on virtually all projects.Where LID BMPs and/or Hydrologic Control BMPs have been demonstrated to be infeasible as documented in Section D and/or Section E, respectively,other Treatment Control BMPs or alternative compliance approaches must be used (subject LID waiver and/or HMP alternative compliance approval by the Copermittee). In addition, if supporting documentation demonstrates the infeasibility to implement Sediment Supply BMPs onsite (See Section E.5),the applicant may refer to Section F.5. Check one of the following boxes: ® LID Principles, LID BMPs, Hydrologic Control BMPs, and Sediment Supply BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed. Or - ❑ LID Principles and LID BMPs have NOT been incorporated into the site design to fully address the LID requirements for all Drainage Management Areas AND HMP Performance Standards are not fully addressed in the following Drainage Management Areas. • o The following Drainage Management Areas are unable to be addressed using LID BMPs. A site specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Copermittee and included in Appendix S.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. - 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 -25- Water Quality Management Plan (WQMP) Vail Ranch Towne Center acre have completed the Simplified Technical Feasibility.The applicant should complete Section F.5 and/or Section F.6, as applicable. 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 and/or Toxic Project Features (Check those Bacterial Metals Nutrients Pesticides Organic Sediments Trash & Oil & Debris Grease that apply) Indicators Compounds ❑ Detached Residential P N P P N P P P Development Attached Residential (2) El AttachedP N P P N P P P ® Commercial/Industrial p(a) P PO) PO) P(5) PO) P P Development ❑ Automotive Repair N P N N P(4.S) 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 ft2) Parking Lots P(6) P P(') Pill p(4) PO) P P ® (>5,000 ft2) ❑ Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) of Concern P=Potential N=Not Potential t')A potential Pollutant if non-native landscaping exists or is proposed onsite;otherwise not expected (2)A potential Pollutant if the project includes uncovered parking areas;otherwise not expected t')A potential Pollutant is land use involving animal waste (°)Specifically petroleum hydrocarbons te)Specifically solvents (6)Bacterial indicators are routinely detected in pavement runoff r - 26- Water Quality Management Plan(WQMP) Vail Ranch Towne Center iF.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` N/A Total Credit Percentage Connor Exceed 5096 '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 Post- DMA Project Effective DMA DMA x DMA (square Surface Impervious Runoff Runoff Enter BMP Name/Identifier Here Type/ID feet) Type Fraction,If Factor Factor [A] [131 [C] [A] x [C] N/A Proposed Volume Total Storm or Flow Design Minimum DCV Water on Plans Storm or Design Flow Credit % (cubic Depth Rate (cubic Reduction feet or 11 (in) feet or cfs) cfs) AT F= [D) [E) [F] = [Ol ]E] [F] x(1-[H)) [I] E[A] G [e],[CI is obtained as described in Section 2.5 from the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document [G]is for Flow-Based Treatment Control BMPs[GI=43,560,for Volume-Based Control Treatment BMPs,[GI=12 [HI 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 -27- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • FA 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 Ti e,itmew CcntmI BMP SelCnon Selected Treatment Control BMP Priority Pollutant(s) of Removal Efficiency Name or ID1 Concern to Mitigate' Percentage DMA 1 Bacterial Indicators 90% Bioretention Basin Metals 93% -98% Nutrients 68%-83% Pesticides 90% Toxic Organic Compounds 90% Sediments >80% Trash & Debris 90% Oil &Grease >80% DMA 2 Bacterial Indicators >_40% • MWS-L-8-12 Metals 40%- 66% Nutrients 45%- 67% Pesticides >_40% Toxic Organic Compounds >_40% Sediments >_40% Trash & Debris 85% Oil & Grease 95% Treatment Control BMPs must not be constructed within Receiving Waters. In addition,a proposed Treatment Control 8MP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 'Cross Reference Table E.1 above to populate this column. 3 As documented in a Copermittee Approved Study and provided in Appendix 6. F.5 Hydrologic Performance Standard — Alternative Compliance Approach Alternative compliance options are only available if the governing Copermittee has acknowledged the infeasibility of onsite Hydrologic Control BMPs and approved an alternative compliance approach. Attach to Appendix 7 the Technical Feasibility Study (Projects equal or greater than one acre) or Simplified Technical Feasibility Study (Projects less than one acre) along with a written approval from the Copermittee. The applicant may refer to Section 2.2.iv of the SMR HMP for extensive guidelines on the alternative compliance approach. Select the pursued alternative and describe the specifics of the alternative: NIA • ❑ Offsite Hydrologic Control Management within the same channel system ❑ In-Stream Restoration Project -28 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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 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 Offsite Hydrologic Control BMP Sizing BMP Name/Type Equivalent SMRHM BMP Volume BMP Drawdown DMA (ac) Passed (ac-ft) Footprint(ac) time (hr) El IJ For Instream Restoration Option • Attach to Appendix 7 the technical report detailing the condition of the receiving channel subject to the proposed hydrologic and sediment regimes. Provide the full design plans for the in-stream restoration project that have been approved by the Copermittee. F.6 Sediment Supply Performance Standard - Alternative Compliance The alternative compliance option to the Sediment Supply Performance Standard is only available if the governing Copermittee has approved the investigation of alternative Bed Sediment Supply options. Attach to Appendix 7 the Technical Feasibility Study, along with the modeling analysis, the long-term monitoring program, and the potential corrective actions, that demonstrate the performance of the overall alternative compliance program. The applicant may refer to Section 2.3.ii of the SMR HMP for extensive guidelines on the alternative compliance approach. Provide a narrative describing the alternative Bed Sediment Supply approach, including the long-term monitoring program and the findings of the numerical modeling. N/A • - 29 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center 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 GA Structural and Operational Source Control BMP Potential Sources of Operational Source Control BMPs Runoff Pollutants Structural Source Control BMPs On-Site Storm Drain Inlet marker - "Only Rain Down the Storm - Maintain and periodically Inlets Drain" or similar. Catch Basin Markers may repaint or replace inlet markers. be available from the Riverside County Flood _ Provide stormwater pollution Control and Water Conservation District, call prevention information to new 951-955-1200 to verify. site owners, lessees or operators. • - See applicable operational BMPs in Fact Sheet SC-44, -30- Water Quality Management Plan (WQMP) Vail Ranch Towne Center (Drainage System Maintenance" in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com - Include the following in lease agreements: "Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains." Landscape/Outdoor - State that final landscape plans will - Maintain landscaping using Pesticide Use accomplish all of the following: minimum or no pesticides. - Design Landscaping to minimize irrigation - See applicable operational and runoff, to promote surface infiltration BMPs in "What you should know where appropriate, and to minimize the use for ... Landscape and Gardening" of fertilizers and pesticides that can at: contribute to stormwater pollution. http://rcflood.org/stormwater/ - Where Landscaped areas are used to retain Downloads/Landscape or detain stormwater, specify plants that are GardenBrochure.pdf tolerant of saturated soil conditions. - Provide IPM information to i - Consider using pest-resistant plants, new owners, lessees and especially adjacent to hardscape. operators. - To insure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. Food Service - For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. - On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. -Describe the location of features of the designated cleaning area. -Describe the items to be cleaned in this facility and how it has been sized to insure • that the largest items can be accommodated. - 31 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center • Vehicle and - Commercial car wash facilities shall be - Washwater from vehicle and Equipment Cleaning designed such that no runoff from the facility equipment washing operations is discharged to the storm drain system. shall not be discharged to the Wastewater from the facility shall discharge storm drain system. Refer to to the sanitary sewer, or a wastewater "Outdoor Cleaning Activities and reclamation system shall be installed. Professional Mobile Service Providers" for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/ Roofing, gutters, - Avoid roofing, gutters and trim made of and trim copper or other unprotected metals that may leach into runoff. 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) DMA 1 Bioretention Basin Bioretention Basin Plan Sheets 8&9 DMA 2 MWS-L-8-12 MWS-L-8-12 Plan Sheet 9 & Detail Sheet 2 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. • -32- Water Quality Management Plan(WQMP) Vail Ranch Towne Center 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: The Bioretention Basin BMP shall be maintained by the property owners by employing qualified personnel trained to properly inspect and maintain the BMP as described in Appendix 9. The MWS BMP shall also be maintained by the property owners. The MWS shall be maintained as prescribed by the manufacturer and as described in Appendix 9. Financial responsibility for maintenance will be by the property owners. Will the proposed BMPs be maintained by a Homeowners' Association (HOA) or Property Owners Association (POA)? ❑Y ® 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. -33 - Water Quality Management Plan(WQMP) Vail Ranch Towne Center 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 icall 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 implemented. Copermittees The 2010 SMR MS4 Permit identifies the Cities of Murrieta, Temecula, and Wildomar, the County, and the District, as Co ermittees for the SMR. County The abbreviation refers to the County of Riverside in this document. CEQA California Environmental Quality Act-a statute that requires state and local agencies to identify the significant environmental impacts of their actions and to avoid or mitigate those impacts, if feasible. -34- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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 discharges from MS4s. CWA Section 303(d) Impaired water in which water quality does not meet applicable Waterbody Hater quality standards and/or is not expected to meet water quality standards, even after the application of technology based pollution controls required by the CWA. The discharge of urban runoff to these water bodies by the Copermittees is significant because these discharges can cause or contribute to violations of a licable water quality standards. Design Storm The 2010 SMR M54 Permit has established the 85th percentile, 24- hour storm event as the "Design Storm". The applicant may refer to Exhibit A to identify the applicable Design Storm Depth (D85) to • the project. DCV Design Capture Volume (DCV) is the volume of runoff produced from the Design Storm to be mitigated through LID Retention BMPs,Other LID BMPs and Volume Based Conventional Treatment BMPs, as appropriate. Design Flow Rate The design flow rate represents the minimum flow rate capacity that flow-based conventional treatment control BMPs should treat to the MEP, when considered. DCIA Directly Connected Impervious Areas -those impervious areas that are hydraulically connected to the M54 (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. -35 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • Drawdown Time Refers to the amount of time the design volume takes to pass through the BMP. The specified or incorporated drawdown times are to ensure that adequate contact or detention time has occurred for treatment, while not creating vector or other nuisance issues. It is important to abide by the drawdown time requirements stated in the fact sheet for each specific BMP. Effective Area Area which 1) is suitable for a BMP (for example, if infiltration is potentially feasible for the site based on infeasibility criteria, infiltration must be allowed over this area) and 2) receives runoff from impervious areas. ESA An Environmental Sensitive Area (ESA) designates an area "in which plants or animals life or their habitats are either rare or especially valuable because of their special nature or role in an ecosystem and which would be easily disturbed or degraded by human activities and developments". (Reference: California Public Resources Code § 30107.5). ET Evapotranspiration (ET) is the loss of water to the atmosphere by the combined processes of evaporation (from soil and plant surfaces)and transpiration (from plant tissues). It is also an indicator of how much water crops, lawn, garden, and trees need for healthy growth and productivity FAR The Floor Area Ratio (FAR) is the total square feet of a building • divided by the 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 cori unction 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 Hydromodification The 2010 SMR MS4 Permit identifies that increased volume, velocity, frequency and discharge duration of storm water runoff from developed areas has the potential to greatly accelerate downstream erosion, impair stream habitat in natural drainages, and ne atively impact beneficial uses. - 36 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • JRMP A separate Jurisdictional Runoff Management Plan (JRMP) 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 planning, design and maintenance of LID BMPs which may be used to mitigate the water uali im acts 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 underdrain. 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. - 37- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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, ermeable avement 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 M54s. Refer to Attachment C of the 2010 SMR M54 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 (M54) 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 A 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.1.d(2) of Order No. R9-2009-0002. - 38 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 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 o eration and maintenance of those BMPs for the life of the project. Receiving Waters Waters of the United States. Redevelopment The creation, addition, and or replacement of impervious surface Project on an already developed site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a structure, and creation or addition of impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Redevelopment does not include trenching and resurfacing associated with utility work; resurfacing existing roadways; new sidewalk construction, pedestrian ramps, or bike lane on existing roads; and routine replacement of damaged pavement,such as pothole repair. Pro'ect 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 unfeasible. 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 h drolo 'c re ime. 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. • - 39 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • Source Control BMP Source Control BMPs land use or site planning practices, or structural or nonstructural measures that aim to prevent runoff pollution by reducing the potential for contamination at the source of pollution. Source control BMPs minimize the contact between Pollutants and 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 M54 Permit defines the wet season from October 1 through April 30. -40- Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 1: Maps and Site Plans Location Map, WQMP Site Plan and Receiving Waters Map -41 - ''� N ys 'S� �f,/ jai _` �' L? "�� i� '.-. -� .j .J 'i- •X r .2 iY�� t�,w� I �y�C I ?f�K r h+• c a � `�'sw" /, �''��� 4� ti ��• _ c ��f'�� 1 �'L�!�_�!� 1�.lUi�s=-'} Rovalo,sl -- -Tr— �•-�'- f- _ mar 147m " -r --"'a:vr�-r:. r•�r _ r.-. �,.�....g..t. :. ,�... .. � - .;_. 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J �, �i 1 i lu o;.et WEE ,r �/tl s / glj'• / j 1 MW '��``'`��'1. �{ / lei �✓ 1 % r :• IP � 1 _ I .\'J •`� , /! e..1S! ` N.1 ARAjIAwi I I 1 «kmion t- rl sRey F Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 2: Construction Plans Grading and Drainage Plans • 1 -42 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 3: Soils Information Geotechnical Study and Other Infiltration Testing Data • • -43 - Henshaw Development Company 17595 Harvard Avenue, Suite C541 Irvine, California 92614 REVISED GEOTECHNICAL ENGINEERING REPORT TWO PROPOSED FAST FOOD RESTAURANT BUILDINGS AND CAR WASH APN's 960-020-046 & 047 VAIL RANCH TOWNE SQUARE TEMECULA, RIVERSIDE COUNTY, CALIFORNIA September 25, 2015 Revised January 5, 2017 © 2015 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. • File No.: 50382-01 Doc. No.: 15-09-723R Earth Systems -� Southwest Classic Pacific Business Park 1680 Illinois Ave.Suite 20 Perris,CA 92571 • (951)928-9799 FAX(951)928-9948 September 25, 2015 File No.: 50382-01 Revised January 5, 2017 Doc No.: 15-09-724R Henshaw Development Company 17595 Harvard Avenue, Suite C541 Irvine, California 92614 Attention: Mr. Henry Lee Project: Two Proposed Fast Food Restaurant Buildings and Carwash APN's 960-020-046 &047 Vail Ranch Towne Square Temecula, Riverside County, California Subject: Revised Geotechnical Engineering Report Earth Systems Southwest [Earth Systems) is pleased to submit this geotechnical engineering report for two proposed fast food restaurants and a car wash at the northeast corner of the Vail Ranch Towne Square in Temecula, Riverside County, California. This report completes our scope of services in accordance with our agreement (SWP-15-101) dated June 25, 2015. Other services that may be required, such as plan reviews, responses to agency inquiries, and grading observation are additional services and will be billed according to the agreed upon Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible to distribute the report to the appropriate governing agency and other members of the design team. This report is revised to add a note regarding the minimum specified city of Temecula Asphalt Concrete paving thickness. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS SOUTHWEST �A No 603B2 rn T 3o/r8 Anthony Colarossi, CE #F brb3fl2— � Mark S. Spykerma #1174 '►ija� Project Engineer Senior Engineering Geologist SERU/ac/mss/klp/mis • Distribution: 6/Henshaw 1/BD File i TABLE OF CONTENTS Page Section 1 INTRODUCTION ...........................................................................................1 1.1 Background and Project Information ............................................................... 1 1.2 Site Description................................................................................................. 1 1.3 Purpose and Scope of Services ......................................................................... 2 Section 2 METHODS OF EXPLORATION AND TESTING..................................................4 2.1 Field Exploration ............................................................................................... 4 2.2 Laboratory Testing............................................................................................ 5 Section3 DISCUSSION.................................................................................................6 3.1 Geologic Setting................................................................................................ 6 3.2 Expansive Soils.................................................................................................. 9 3.3 Groundwater................................................................................................... 10 3.4 Percolation Testing for Proposed Storm Drain Facility................................... 11 3.5 Geologic Hazards ............................................................................................ 12 3.5.1 Seismic Hazards................................................................................... 12 3.5.2 Secondary Hazards.............................................................................. 12 Section4 CONCLUSIONS............................................................................................16 Section 5 RECOMMENDATIONS ................................................................................18 5.1 Site Development—Grading........................................................................... 18 5.2 Excavations, and Utilities................................................................................ 22 5.3 Foundations .................................................................................................... 23 5.4 Slabs-on-Grade................................................................................................ 25 5.5 Retaining Walls and Lateral Earth Pressures .................................................. 27 5.6 Seismic Design Criteria.................................................................................... 28 5.7 Slope Construction.......................................................................................... 30 5.7.1 Surficial Slope Failures ........................................................................ 30 5.8 Site Drainage and Maintenance...................................................................... 30 5.9 Streets, Driveways, and Parking Areas ........................................................... 31 Section 6 LIMITATIONS AND ADDITIONAL SERVICES .................................................35 6.1 Uniformity of Conditions and Limitations ...................................................... 35 6.2 Additional Services.......................................................................................... 36 REFERENCES..........................................................................................................38 APPENDIX A Plate 1—Site Location Map Plate 2— Boring Location Map with Overlay Table 1 Fault Parameters Terms and Symbols Used on Boring Logs Soil Classification System Logs of Borings Site Class Estimator B-1 and B-4 • Seismic Settlement Output Liquefaction (Historic GW B1 & 134) Settlement Continuous Footing B-1 Settlement Spread Footing B-1 EARTH SYSTEMS SOUTHWEST Table of Contents, continued ii APPENDIX B Laboratory Test Results • • EARTH SYSTEMS SOUTHWEST September 25, 2015 1 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-723R • REVISED GEOTECHNICAL ENGINEERING REPORT TWO PROPOSED FAST FOOD RESTAURANT BUILDINGS AND CAR WASH APN's 960-020-046 & 047 VAIL RANCH TOWNE SQUARE TEMECULA, RIVERSIDE COUNTY, CALIFORNIA Section 1 INTRODUCTION 1.1 Background and Project Information This geotechnical engineering report has been prepared for 3 proposed new buildings located at the existing Vail Ranch Towne Square, which is located at the southwest corner of Temecula Parkway and Mahlon Vail Road in Temecula, Riverside County, California. The project site is currently a paved parking lot and unpaved undeveloped lot comprising about 2.4 acres. The purpose of this report is to summarize the geotechnical conditions of the site at our exploration locations and provide geotechnical recommendations for site development, including recommendations for site grading and foundation design. We understand that two, one-story restaurant buildings and a car wash are proposed. We anticipate that the structures will be of masonry or light frame construction supported on conventional shallow foundations. Maximum loading is assumed at 50 kips for isolated pad footings and 2 kips/LF for continuous footings. Additional improvements will include a shade canopy adjacent to the car wash, trash enclosures, a vacuum enclosure, paving, drive-thru's and two shallow retention basins. Minimal site grading (excluding remedial grading) is anticipated to achieve finished grades. 1.2 Site Description The 2.4 acre site is located just south of Temecula Parkway and west of Mahlon Vail Road in Temecula, Riverside County, California. The site is described as Assessor's Parcel Number 960- 020-046 & 047 and the project has a latitude and longitude location of 33.4838 and -117.0856. Access is currently available along the property found south on Wolf Store Road and on Mahlon Vail Road. The site location is shown on Plate 1 and Plate 2. The property boundaries are defined by a parking lot and building on the west and south; Temecula Parkway to the north, and Mahlon Vail Road to the east. Topographically, the site is generally flat and level with an elevation in the middle of the project • of approximately 1097 feet above mean sea level. Drainage of the graded pad is by sheet flow to the southwest. At the time of our field exploration, the east half of the site was a bare vacant graded pad with EARTH SYSTEMS SOUTHWEST September 25, 2015 2 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • only a sparse growth of weeds and the west portion a paved parking lot. Planted trees, bushes, and grass landscaping are found along Temecula Parkway and the existing parking lot. Light poles are present in the parking lot area. The site was graded for a previous development consisting of structures and parking lots. At that time, we assume that engineered fill was placed to current finished grades within the limits of the previously proposed project. From the boring logs showing high blow counts and the referenced grading reports prepared by Geocon, we believe approximately 6 to 10 feet of fill underlies the site. It is assumed that underground utilities exist within or immediately adjacent to the developed pad. These utility lines may include but are not limited to domestic water, electric, sewer, and irrigation lines. 1.3 Purpose and Scope of Services The purpose of the services was to obtain information relative to the subsurface soil engineering characteristics as they relate to development of the site. The scope of services for the Geotechnical Engineering Report will be to identify the surface and subsurface soil and shallow groundwater conditions at the areas of the proposed improvements. Our services included: 1. We reviewed select technical literature and aerial photographs of the site area. As the site has been graded, copies of previous geotechnical reports pertaining to site development were obtained by Earth Systems through a city public search request. 2. A visual site assessment was made by our representative regarding observed surficial site conditions. Proposed boring locations were marked in the field and Underground Service Alert notified prior to our drilling. 3. We conducted our exploration of the near surface on-site soil by means of drilling and sampling within approximately six exploratory borings. The exploratory borings will be accomplished using a truck mounted drilling rig and extended the borings from approximately 6- 1/2 to 51-1/2 feet below the ground surface, practical refusal was never met. The borings were backfilled with soil derived from the drilling. Two borings were drilled to 50 feet for assistance in the evaluation of seismic induced settlement from subsidence and/or liquefaction. The exposed soil profiles were examined relative to soil conditions and the presence or absence of groundwater. Samples of the surface and subsurface materials were taken at various intervals, logged by our representative, and returned to our laboratory. Two additional borings ranging in depth from approximately 5 to 10 feet deep were advanced in the proximity of the two planned retention basins (one boring at each location). Percolation testing was performed to generate preliminary design information relative to percolation rates for stormwater disposal. Note that the depths of the basins are unknown the time of our • preparation of this report, but are assumed to be 5 to 10 feet below existing grades. 4. Laboratory testing was performed on selected soil samples obtained from the exploratory EARTH SYSTEMS SOUTHWEST September 25, 2015 3 file No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • borings. Testing included unit densities, moisture content, particle size analysis, moisture- density relationship, consolidation potential, Expansion Index, Plasticity Index, and soil chemical analyses. These test results aided in the classification and evaluation of the pertinent engineering properties of the various soils encountered. 5. We conducted engineering analysis of the data generated from this exploration and testing to prepare this written report presenting our findings and design level recommendations related to the following: Geologic and seismic hazards including 2013 California Building Code seismic design values. Soluble sulfate, chlorides, pH, resistivity, and hydro collapse potential of the soil. Site remedial grading and earthwork, including requirements for site preparation, and specifications for placement of fill and utility trench backfill. i General design criteria for foundations of the proposed structure (under seismic and static conditions), including bearing capacity, anticipated building settlement, and lateral resistance. i Preliminary percolation data for retention basis design. i Recommendations for concrete slabs-on-grade as related to moisture vapor protection, modulus of subgrade reaction, and soil corrosivity. i Preliminary pavement design recommendations Not Contained in This Report: Although available through Earth Systems, the current scope of our services did not include: ➢ An environmental assessment, and i A study for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property. EARTH SYSTEMS SOUTHWEST September 25, 2015 4 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Section 2 METHODS OF EXPLORATION AND TESTING 2.1 Field Exploration Six exploratory borings were drilled to depths ranging from about 6 to 50 feet below the existing ground surface to observe soil profiles and obtain samples for laboratory testing. The borings were drilled on August 4, 2015 using 8-inch outside diameter hollow-stem augers, powered by a Mobile B61 truck-mounted drill rig operated by California Pacific Drilling of Calimesa, California, under subcontract to Earth Systems Southwest. The boring locations are shown on the Boring Location Map, Plate 2, in Appendix A. The locations shown are approximate, established by pacing based upon landmarks and the given plans. A staff engineer from Earth Systems maintained a log of the subsurface conditions encountered and obtained samples for visual observation, classification and laboratory testing. Soils were logged in general accordance with the Unified Soil Classification System. Our typical sampling interval within the borings was approximately every 2Y2 to 5 feet to the full depth explored, however, sampling intervals were adjusted depending on the materials encountered onsite. Samples were obtained within the test borings using a Standard Penetration [SPT] sampler (ASTM D 1586) and a Modified California [MC] ring sampler (ASTM D 3550 with those similar to ASTM D 1586). The SPT sampler has a 2-inch outside diameter and a 1.38-inch inside diameter. The MC sampler has a 3-inch outside diameter and a 2.4-inch inside diameter. Samplers were mounted to the end of screw drill rod and were driven using a 140 pound automatic hammer falling 30 inches. Design parameters provided by Earth Systems in this report have considered an estimated 70% hammer efficiency based upon measured hammer efficiencies provided by the drilling subcontractor. The number of blows necessary to drive either a SPT sampler or a MC type ring sampler within the borings was recorded. Since the MC sampler was used in our field exploration to collect ring samples, the N-values using the California sampler can be roughly correlated to SPT N-values using a conversion factor that may vary from about 0.5 to 0.7. In general, a conversion factor of approximately 0.63 from a study at the Port of Los Angeles (Zueger and McNeilan, 1998 per SP117A) is considered satisfactory. A value of 0.63 was applied in our calculations for this project. Bulk samples of the soil materials were obtained from the drill auger cuttings, representing a mixture of soils encountered at the depths noted. Following drilling, sampling, and logging the borings were backfilled with native cuttings and tamped upon completion. The final logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface exploration. The final logs are included in Appendix of this report. The stratification lines represent the approximate boundaries between soil types, although the transitions may be gradational. In reviewing the boring logs and legend, the reader should recognize that the legend is intended as a guideline only, and there are a number of conditions that may influence the soil EARTH SYSTEMS SOUTHWEST September 25, 2015 5 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • characteristics as observed during drilling and sounding. These include, but are not limited to, the presence of cobbles or boulders, cementation, variations in soil moisture, presence of groundwater, and other factors. The logs present field blowcounts per 6 inches of driven embedment(or portion thereof)for a total driven depth attempted of 18 inches. The blowcounts are uncorrected (i.e. not corrected for overburden, sampling, etc.). Consequently, the user must correct the blowcounts per standard methodology if they are to be used for design and exercise judgment in interpreting soil characteristics, possibly resulting in soil descriptions that vary somewhat from the legend. 2.2 Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include, but were not limited to, soils that would be exposed and those deemed to be within the influence of the proposed structures. Test results are presented in graphic and tabular form in Appendix B of this report. Testing was performed in general accordance with American Society for Testing and Materials (ASTM) or other appropriate test procedure. Selected samples were also tested for a screening level of corrosion potential (pH, electrical resistivity, water-soluble sulfates, and water-soluble chlorides). Earth Systems does not practice corrosion engineering; however, these test results may be used by a qualified corrosion engineer in designing an appropriate corrosion control plan for the project. Our current testing program consisted of the following: • Density and Moisture Content of select samples of the site soils collected (ASTM D 2937 & 2216). • Maximum density tests to evaluate the moisture-density relationship of typical soils encountered (ASTM D 1557). • Particle Size Analysis to classify and evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures (ASTM D 422). • Consolidation (Collapse Potential)to evaluate the compressibility and hydroconsolidation (collapse) potential of the soil upon wetting (ASTM D 5333 and D 2435). • Expansion Index tests to evaluate the expansive nature of the soil. The samples were surcharged under 144 pounds per square foot at moisture contents near 50%saturation. Samples were then submerged in water for 24 hours and the amount of expansion was recorded with a dial indicator (ASTM D 4829). • Screening Level Chemical Analyses (Soluble Sulfates and Chlorides (ASTM D 4327), pH (ASTM D 1293), and Electrical Resistivity/Conductivity (ASTM D 1125) to evaluate the potential for adverse effects of the soil on concrete and steel. • R-Value Pavement section analysis (CTM 301). • Organic Content (ASTM D2974) EARTH SYSTEMS SOUTHWEST September 25, 2015 6 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Section 3 DISCUSSION 3.1 Geologic Setting Regional Geology: The site is situated in the north-central area of the landward portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges Province is a distinct geomorphic region characterized as a complex series of northwest-southeast oriented mountain ranges and valleys generally sub-parallel to faults composing the San Andreas rift zone. The Peninsular Ranges Province is further described by sub-units, which include the Perris Block, the San Ana Mountains, and the San Jacinto Mountains. The Perris Block is characterized as a broad area of intermixed valleys and low mountain ranges situated between the Elsinore and San Jacinto fault zones. In the Temecula area, the regional geomorphology is dominated by the Elsinore trough, Elsinore fault zone, Santa Ana Mountains, Wolf Valley, and Pauba Valley. Local Geology: The project site is located within Pauba Valley, a southwest-draining valley that intersects the Temecula and Wolf valleys approximately one mile southwest of the site. The Elsinore trough dominates the landscape in this region and is characterized as a northwest trending valley or graben that encompasses the Elsinore fault zone in the Temecula/Elsinore areas. The Elsinore fault zone is composed of four primary fault traces including the Wildomar, Willard, Murrieta Creek, and Wolf Valley faults. The Wildomar segment of the Elsinore fault zone represents the predominant fault in the zone and is located approximately 1.6 miles southwest of the property. The project site is located within Pauba Valley, approximately 500 feet north of Temecula Creek. No faults have been mapped in the immediate vicinity of the site, although faults within the Pauba Formation are within the higher terraced hills to the southeast. The site is not located within a currently designated Alquist-Priolo Earthquake Fault Zone or Riverside County designated Fault Zone. Lithologic units at the site consist of artificial fill overlying native Holocene alluvium overlying Pleistocene alluvial beds of the Pauba Formation. Deep poorly consolidated Holocene alluvium underlies the property. Site Soil Conditions: Our field exploration indicates that site soils may consist of approximately 6 feet of artificial fill overlying native alluvial sand deposits to the maximum depth of exploration of 50 feet below the ground surface. This correlates well with past reports (Geocon 2001) that show approximately 6 feet of artificial fill in the locations of our borings and call out of 5 feet of over-excavation within building areas (Geocon, 2004). Our exploration found soils are predominantly silty sands, sands, silts, clayey sands, and clays (SM, SP, SP-SM, SC, CL, and ML soil types per the Unified Soil Classification System). Past reports (Geocon 2001) indicate "silty fine-to coarse-grained sands with occasional layers of micaceous EARTH SYSTEMS SOUTHWEST September 25, 2015 7 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • silts and coarse sand." In general, the Geocon report correlates with our findings; however, we found inconsistent layers having various amounts of clay. Possible fill has been identified; however, based upon our density evaluation of the fill (presented in Appendix B), it is highly disturbed, loose to dense, and in poor condition for the full depth of placement. Relative compaction of the fill was not always determined at the required 90% minimum (ASTM D 1557). The results of our testing indicate the fill that exists ranges from 88% to 97% relative compaction at the boring locations. Drive samples appeared intact and in good condition, so sample disturbance is estimated to be minimal. The fill soils appear non-uniform. As such it appears the site has been heavily disturbed to a depth of at least 6 feet below existing grade, which correlates to past reports (Geocon, 2001 and 2004). According to USDA soil maps, the site surface soils are Grangeville Sandy Loam having a Wind Erodibility Group (WEG) of 3 and a Wind Erodible Index (1) value of 86 tons/acre/year. A WEG value of 3 indicates the site has a moderate susceptibility to wind erosion. However, this site experienced past development with importing of soils. Samples of the imported fill indicate the wind erosion has increased to a WEG of 2 and I of 134 tons/acre/year. Fine particulate matter (PMlo) can create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or placing hardscape normally mitigates this hazard. Organic material was observed in boring B-5 @ 12.5 ft. Laboratory testing estimated the organic content is 2.4%. According to the Riverside County Technical Manual for Geotechnical Reports, over 1%organic content is considered significant. During drilling operations,we isolated the layer having the organic content of 2.4%, to a depth of 1.5 feet. Lab testing further showed the dry density is 96 pcf with a moisture content of 17%. We estimated this layer having a settlement of approximately 1/8" (US Army Corp, pp 32). The boring logs provided in Appendix A include more detailed descriptions of the soils encountered. Collapse Potential: In arid climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. The degree of collapse of a soil can be defined by the Collapse Potential [CP] value, which is expressed as a percent of collapse of the total sample using the Collapse Potential Test (ASTM Standard Test Method D 5333). Based on Naval Facilities Engineering Command [NAVFAC) Design Manual 7.01, the severity of collapse potential is commonly evaluated by the following Table 1, Collapse Potential Values. EARTH SYSTEMS SOUTHWEST September 25, 2015 8 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Table 1 Collapse Potential Values (NAVFAC 7.01, 1986) Collapse Potential Value Severity of Problem 0-1% No Problem 1-5% Moderate Problem 5-10% Trouble 10-20% Severe Trouble > 20% Very Severe Trouble For this study, six soil samples were tested for consolidation at corresponding approximate overburden pressures from depths where the samples were collected including potential loads from foundations and fill placement overburden. The results of collapse potential tests performed on selected samples from different depths throughout the project site indicated a range of collapse potential on the order of 0 to 2.3 percent at applied vertical stresses of 2,300 psf. It should be noted, the sample nearest to surface (B-2@5ft) was the only sample tested to be greater than 1% collapse. It is our opinion that various layers of the site soils have a low to moderate potential for collapse. Corrosion Potential: Two samples (B-1 @ 0 to 5 ft and B-4 @ 0-5 ft) of the near-surface soils within the proposed site were tested for potential to corrosion of concrete and ferrous metals. Note, the B-1 sample is noted as a Silty Sand and the B-4 sample is noted as a Clayey Sand. The tests were conducted in general accordance with ASTM procedures to evaluate pH, resistivity, and water-soluble sulfate and chloride content. Test results show a pH values of 8.6 and 10.7, chloride contents of 40 and 36 ppm, sulfate contents of 174 ppm and 328 ppm and a resistivity values of 2,387 Ohm-cm and 1,730 Ohm-cm. These tests should be considered as only an indicator of corrosivity for the samples tested. Other earth materials found on site may be more, less, or of a similar corrosive nature. Water-soluble sulfates in soil can react adversely with concrete. ACI 318 provides the relationship between corrosivity to concrete and sulfate concentration, presented in the table below: EARTH SYSTEMS SOUTHWEST September 25, 2015 9 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R Table 2 Water-Soluble Sulfate in Soil Corrosivity to Concrete [PPm) 0-1,000 Negligible 1,000— 2,000 Moderate 2,000— 20,000 Severe Over 20,000 Very Severe In general,the lower the pH (the more acidic the environment),the higher the soil corrosivity will be with respect to ferrous structures and utilities. As soil pH increases above 7 (the neutral value), the soil is increasingly more alkaline and less corrosive to buried steel structures, due to protective surface films, which form on steel in high pH environments. A pH between 5 and 8.5 is generally considered relatively passive from a corrosion standpoint. High chloride levels tend to reduce soil resistivity and break down otherwise protective surface deposits, which can result in corrosion of buried steel or reinforced concrete structures. Soil resistivity is a measure of how easily electrical current flows through soils and is the most influential factor. Based on the findings of studies presented in ASTM STIR 1013 titled "Effects of Soil Characteristics on Corrosion" (February, 1989), the approximate relationship between soil resistivity and soil corrosivity was developed as shown in Table 3. Table 3 Soil Resistivity Corrosivity to Ferrous Metals (Ohm-cm) 0 to 900 Very Severely Corrosive 900 to 2,300 Severely Corrosive 2,300 to 5,000 Moderately Corrosive 5,000 to 10,000 Mildly Corrosive 10,000 to >100,000 Very Mildly Corrosive The onsite values can potentially change based on several factors, such as importing soil from another job site and the quality of water used during construction and subsequent landscape irrigation. Although Earth Systems does not practice corrosion engineering, the corrosion values from the soil tested are normally considered as being Moderately to Severely Corrosive to buried metals and as possessing a "negligible' exposure to sulfate attack for concrete as defined in American Concrete Institute [ACI) 318. • 3.2 Expansive Soils Expansive soils are characterized by their ability to undergo significant volume change (shrink or swell) due to variations in moisture content. Changes in soil moisture content can result from EARTH SYSTEMS SOUTHWEST September 25, 2015 10 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • rainfall, landscape irrigation, utility leakage, roof drainage, perched groundwater, drought, or other factors, and may cause unacceptable settlement or heave of structures, concrete slabs supported-on-grade, or pavements supported over these materials. Depending on the extent and location below finished subgrade,expansive soils can have a detrimental effect on structures. Based on our laboratory testing, the Expansion Index of the sample was found to be 12, which is ,'very low" as defined by ASTM D 4829. 3.3 Groundwater Groundwater was encountered at approximately 45 feet in Boring B-4 and 47 feet in Boring B-1 . Three wells within a 7000 foot radius of the project were found using the California Department of Water Resources web site for well data. Well readings were found from 1967 to 2015: Table 4 Well Data WELL GSE(ft) WSE (ft) Depth Below GSE (ft) 2015 Data Project 1097 —1050 @ B-1 47 Well 2** 1052 973 79 Well 3*** 1150 1079 71 Historic Data Well 1* (10/01/1967) 1094 1080 14 Well 2 (1/29/2012) 1052 955 97 Well 3 (1/29/2012) 1150 1089 61 *Well 1 is located (33.4856/117.0837)approximately 750'in a northeast direction from the project. "Well Well 2 is located (33.4798/117.1017)approximately 5000' in a west southwest direction from the project. ***Well 3 is located approximately(33.4903/117.0642) 7000 ft in an east northeast direction from the project. Well 1 is found less than 1000 feet from the site. In 1965, the well reading was only 14 feet from the ground surface, which is 1094. Well 1's ground surface is only 3 feet lower than the middle of the project's elevation.Therefore,we recommend using a historic groundwater elevation 1080 which is 17 feet from the projects surface elevation, which we assume is 1097. We did not receiv plans showing proposed elevations of the strucutres, so if the proposed pad grades are lower than 1097, we should be informed of this so that liquefaction analysis may be checked for additional settlement. The most recent and past geotechnical report (Geocon, 2001) indicated the use of a historic ground elevation should be the bottom of Temecula Creek which varies from 1075 to 1079. Therefore, our use of 1080 seems reasonable. Groundwater levels may fluctuate with precipitation, irrigation, drainage, and site grading. EARTH SYSTEMS SOUTHWEST September 25, 2015 11 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • 3.4 Percolation Testing for Proposed Storm Drain Facility Two exploratory borings were drilled to depths of approximately 4-1/2 and 9-1/2 feet below the existing ground surface to observe soil profiles, obtain samples for laboratory testing, and perform infiltration testing. The boring locations are shown on the Boring Location Map, Plate 2, in Appendix A. The locations shown are approximate, established by consumer grade Global Positioning System (GPS) accurate to approximately 15 feet in conjunction with pacing based upon the control provided. A representative from Earth Systems maintained a log of the subsurface conditions encountered during drilling and obtained samples for visual observation, classification and laboratory testing. Soils were logged in general accordance with the Unified Soil Classification System. To evaluate the percolation rate of the shallow soils encountered, percolation testing was performed. The eight-inch diameter borings were backfilled with perforated PVC pipe and gravel to minimize soil caving. The presence of gravel and the PVC pipe were accounted for in the infiltration rate calculation. The borings were pre-saturated with potable water at least 24 hours prior to testing and again immediately prior to testing. Field percolation testing was performed using the falling-head test method run over a period of 4-1/2 hours with the water level measured every 10 to 30 minutes. The percolation results were corrected to approximate infiltration using Hvorslev techniques to consider mainly bottom infiltration (i.e. basins, where the bottom infiltration is the majority of infiltrating area and sidewall area is small). Test results are typically for depths between 4 and 9 feet below existing grade at the test location. Table 5 Percolation Results Estimated Test Zone Estimated Percolation Test Test Soil USCS Soil Below Basic Rate Description in Test Existing (Gallons/ Boring Description Condition Zone Surface Infil to#on Square (feet) Rate Foot/Day)*, r* Fill Silty Sand (SM) P-1 Falling Head (Non-Native) Sandy Clay (CL) 1 to 4 0.08 in/hr 0.9 P-2 Falling Head (Fill/Native) Silty Sand (SM)SandySilt (ML) 4 to 10 0.34 in/hr 4.2 *Field Values, No factor of safety applied. Typical factors of safety range from 3 to 12 depending on the type of system which will be designed using the field values and depending on the level of pre-treatment and influent which will be discharged into the basins. ** In small trenches, there may be sidewall infiltration that can play a role as well. In those cases, in/hr is not a good indicator of infiltration, and a unit of gallons/sf/day typically can be used to specify percolation. Please refer to Section 5.8 for design and maintenance recommendations. EARTH SYSTEMS SOUTHWEST September 25, 2015 12 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 1S-09-724R • 3.5 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (ground shaking, surface fault rupture, soil liquefaction, and other secondary earthquake-related hazards), ground subsidence, slope instability, flooding, and erosion. A discussion follows on the specific hazards to this site. 3.5.1 Seismic Hazards Seismic Sources: Our research of regional faulting indicates that approximately 40 known active faults or seismic zones lie within 50 miles of the project site. The primary seismic hazard to the project site is strong ground shaking from earthquakes along the Elsinore and San Jacinto fault zones. Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone. (Bryant, 2007). Well-delineated fault lines cross through this region as shown on California Division of Mines and Geology (CDMG) maps (Jennings, 2010). Therefore, active fault rupture is unlikely to occur at the project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. AHistoric Seismicity: The project area is within seismically active southern California where large numbers of earthquakes are recorded each year. Approximately 36 earthquakes of magnitude 5.5 or greater have occurred within 60 miles of the site since 1812. The closest significant earthquake has been the 1918 6.8 San Jacinto earthquake located approximately 19 miles from the site. Seismic Risk: The primary seismic risk to the project site is earthquakes along the Elsinore fault and San Jacinto fault. Geologists believe that these faults have characteristic earthquakes that rupture each fault segment. The estimated characteristic earthquake for the closest segment of the Elsinore fault to the site, the Wildomar fault, is a magnitude 7.0 event. This fault segment is located approximately 1.6 miles southwest of the site. Due to the complexity of faulting adjacent to the Perris Block, we are assuming that the many branches of the San Andreas, Elsinore, and San Jacinto faults are the prominent earthquake sources for this area. 3.5.2 Secondary Hazards Secondary seismic hazards related to ground shaking include soil liquefaction, ground deformation, areal subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non-existent. At the present time, no water storage reservoirs are located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this time. The site is within a designated inundation zone from Vail Lake. EARTH SYSTEMS SOUTHWEST September 25, 2015 13 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R Ground Deformation and Subsidence: Non-tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is not caused by fault rupture. Rather it is generally associated with differential shaking of two or more geologic units with differing engineering characteristics. The site is within an area susceptible to subsidence; however no subsidence related distress is documented for the area (Temecula Public Safety Element). Changes in regional groundwater pumping could result in areal subsidence. The risk of areal subsidence in the future is more a function of whether groundwater recharge continues and/or over-drafting stops, than geologic processes, and therefore the risk cannot be predicted or quantified from a geotechnical perspective. Flooding: We researched FEMA Flood Insurance Rate Map 06065C3305G Panel 3305 of 3805. The project site lies in Zone X, which is defined as Areas of 0.2% annual chance flood, areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. The project is located less than 500 feet north of a floodway area (Temecula Creek) defined as Zone AE, which is "The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free of encroachment so that the 1% annual chance flood can be carried without substantial increases in flood heights. The project site may be in an area where sheet flooding and erosion could occur. Appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. • The project civil engineer should note and may consider during the flooding design that approximately 7.2 inches of total settlement is expected to occur during the design earthquake noted in Section 3.4.1 (Liquefaction) of this report. Soil Liquefaction, Dry Seismic Settlement, and Lateral Spreading: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. Liquefaction describes a phenomenon in which saturated soil loses shear strength and deforms as a result of increased pore water pressure induced by strong ground shaking during an earthquake. Dissipation of the excess pore pressures will produce volume changes within the liquefied soil layer,which can cause settlement. Shear strength reduction combined with inertial forces from the ground motion may also result in lateral migration (lateral spreading) towards a "free face". Factors known to influence liquefaction include soil type, structure, grain size, relative density, confining pressure, depth to groundwater, and the intensity and duration of ground shaking. Soils most susceptible to liquefaction are saturated, loose sandy soils and low plasticity clay and silt. These soil types are present throughout the site area. In general, for the effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction. Current groundwater conditions at the project site are approximately 45 feet below the existing ground surface. Historic groundwater depths at the project site are approximately 17 feet below the existing ground surface. We have used the data obtained from our deep boring at the site to evaluate the potential for liquefaction induced settlement. We estimated seismically induced settlements in general EARTH SYSTEMS SOUTHWEST September 25, 2015 14 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • accordance with methods developed by Tokimatsu and Seed (1987), the 1996 NCEER and 1998 NCEER/NSF workshops on liquefaction, and considered information provided in Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California,published by Southern California Earthquake Center (SCEC), dated March 1999 and Guidelines for Analyzing and Mitigating Seismic Hazards in California, Special Publication 117A, published by California Geological Society (CGS), 2008. Our analysis incorporated multi-directional shaking and used a Design Earthquake ground motion of 0.75g (See Section 5.6) associated with a magnitude 7.6 earthquake associated with a multi- segment rupture of the Elsinore fault. We used a historic groundwater depth of 17 feet and a current groundwater depth of 45 feet. A factor of safety against liquefaction of 1.5 was used for evaluation. For dry seismic settlement evaluations, we reduced the acceleration to (2/3) PGAM, which is 0.5 g, as allowed by CGS, Jennifer Thornburg, 2014. The results of our analyses indicate that zones of soil liquefaction will occur within the observed sandy soils at various depths (see Appendix A). Liquefaction and Dry Seismic Settlement Considering Historic Groundwater Use Total estimated seismic-induced settlement (liquefaction) of the total soil column is on the order of 7.1 inches for Boring B-1 and 5.0 inches for Boring B-4 using a historic groundwater depth of 17 feet. Total estimated seismic-induced settlement (dry settlement) of the total soil column is on the order of 0.2 inches for Boring B-1 and 0.8 inches for Boring B-4 using a historic groundwater depth of 17 feet. The seismic differential settlement is difference between both settlements shown above for borings B-1 and B-4, which is (7.1+0.2) — (5.0+0.8) inches. Based on historic groundwater depth, differential settlement is 1.5 inches. Liquefaction and Dry Seismic Settlement Considering Current Groundwater Depth Use Total estimated seismic-induced settlement (liquefaction) of the total soil column is on the order of 1.3 inches for Boring B-1 and 1.0 inches for Boring B-4 using a current groundwater depth of 45 feet as identified Boring B-4. Total estimated seismic-induced settlement (dry settlement) of the total soil column is on the order of 1.0 inches for Boring B-1 and 1.4 inches for Boring B-4 using a groundwater depth of 45 feet. The seismic differential settlement is difference between both settlements shown above for borings B-1 and B-4, which is (1.3+1.0) — (1.0+1.4) inches. Based on current groundwater depth, differential settlement is 0.1 inches. IV Additionally, it is our opinion that the potential for sand boil formation to relieve subsurface pore- water pressures generated during a seismic event is low to moderate in the sandy zones of site soils due to the depth of the liquefiable layers below grades if historic groundwater depth is EARTH SYSTEMS SOUTHWEST September 25, 2015 15 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R experienced. The recommended remedial grading presented in subsequent sections of this report has been provided to reduce potential for structure distress should liquefaction of these soils occur. The potential for liquefaction induced lateral spreading under the proposed project is considered high. Using Barlett and Youd approach to lateral spreading, we estimate a potential of lateral ground displacement of more than 3 feet. Our estimate is based on a sloping ground of 0.7% to a 14 foot free-face located approximately 500 feet south of the vicinity of buildings for the project. Also the location of the seismic force is located approximately 1.0 mile from the site. The free face occurs at the Temecula Creek which is located south of the project. As such the potential for lateral spreading is considered high if shallow groundwater conditions become a reality; however, due to the distance from the site to the free face and estimated magnitude of slope displacement, the potential for lateral spreading to cause significant damage to the site buildings is considered low. The total seismically induced settlement is exclusive and independent of any static settlement that may occur from foundation loads. The potential for total and differential settlements is addressed in a later Section of this report. Typically, structural mitigation is acceptable when total settlements are small (< 4-6 inches). Per SP117A (2008, page 54), Youd (1989), citing data from Japan, suggests that structural mitigation may be acceptable where displacements of less than one foot horizontal and less than four inches vertical are predicted. Therefore,for this paper, • large-scale ground displacements are defined as those that exceed 1-3 feet horizontally and 4-6 inches vertically. Based on Historic Groundwater depth, the maximum settlement calculated for this site is approximately 7.0 inches.Therefore per SP117A(2008, page 54),this site qualifies as having large scale displacements (structural mitigation alone is not adequate). A review of past liquefaction analysis (Geocon, Geotechnical Investigation) revealed the historic ground water depth used (estimated 1079) is comparable to this reports use of 1080. However, due to new CBC 2013 requirements over-riding requirements for the past reports for this site, a higher earthquake magnitude and acceleration was required for this report, thus higher settlements were found. Slope Instability: The site area is relatively flat and no significant graded slopes are currently proposed. Therefore, potential hazards from slope instability, landslides, or debris flows are considered negligible. EARTH SYSTEMS SOUTHWEST September 25, 2015 16 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Section 4 CONCLUSIONS The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. General: • From a geotechnical perspective, the site is suitable for the proposed development, provided a total of 7.1 inches of liquefaction settlement can be accomodated and the recommendations in this report are followed in the design and construction of this project. Geotechnical Constraints and Mitigation: • The primary geologic hazard is severe ground shaking from earthquakes originating on regional faults. A major earthquake above magnitude 7 originating on the local segment of the Elsinore fault zone would be the critical seismic event that may affect the site within the design life of the proposed development. Engineered design and earthquake- resistant construction increase safety and allow development of seismic areas. • The entire site is estimated to experience roughly 5 to 7 inches of total settlement. . Underground utilities, such as gas lines, water lines, sewer lines, etc should be flexible and designed to withstand large differential settlements. • We consider another geotechnical constraint for development of this site, as identified by our study, to be the potential for liquefaction induced ground settlement. It is our opinion that to construct the proposed facility, site soil improvement techniques will be required to reduce the potential distress to the proposed structures should liquefaction and differential settlement occur. The recommendations presented are intended to reduce the magnitude and severity of potential differential settlement distress to the proposed structures, such that the estimated settlement presented within can be accommodated in structural design. In order to prepare this site, the geotechnical design intent is based upon reducing the differential settlement component of total settlement, which is manifested at the foundations to tolerable levels such that the potential for structure distress is reduced and the structure can be designed using typical foundations and methodologies in a practical and economical manner. We are recommending a geogrid reinforced soil mat (densification) system and stiffened mat foundations as measures to increase the soil bridging (membrane effect) such that localized point differential settlement which may occur is further distributed and attenuated within the mat area. • The underlying geologic condition for seismic design is Site Class F; however, per ASCE 7- 10, Site Class D may be permitted. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the 2013 edition of the California Building Code. EARTH SYSTEMS SOUTHWEST September 25, 2015 17 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • The soils are susceptible to wind and water erosion. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District [SCAQM D]. • Other geologic hazards, including fault rupture, liquefaction, seismically induced flooding, and landslides, are considered high. Based on historic groundwater elevations, liquefaction settlements require more than structural mitigation. • Site soils are potentially corrosive to buried metallic elements. See Section 3.1 for further information. Site soils should be reviewed by an engineer competent in corrosion evaluation. • The recommendations presented within do not address post-earthquake liquefaction performance in regard to flatwork, light equipment pads, site perimeter walls, utilities, etc., should a design earthquake occur during a historic high groundwater event (17 feet below grade). It is our opinion that it is not practically feasible to mitigate or reduce the potential for the occurrence of liquefaction across the whole site due to the shallow nature of the historic groundwater and the susceptible nature of the site soils. The manifestation and effect of liquefaction may generally affect the flatwork, pavement, site • perimeter walls, utilities, etc., through differential settlement of the liquefied soils after seismic shaking. These effects may cause localized distress to the portions of the site where liquefaction occurs. It is our opinion that it may not be economically feasible or cost effective to implement engineering measures to mitigate the potential of liquefaction. It is our opinion that the effects of liquefaction and related distress will most likely require repair to portions of the site flatwork/pavement/etc., after a major seismic event generally in the form of re-leveling or reconnection. Selective design utilizing less sensitive fencing (chain link), flexible utility connections, etc., can also reduce the impact of liquefaction. EARTH SYSTEMS SOUTHWEST September 25, 2015 18 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Section 5 RECOMMENDATIONS 5.1 Site Development—Grading A representative of Earth Systems should observe site clearing, grading, and the bottoms of excavations before placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over-excavation. Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process, to verify that our geotechnical recommendations have been properly interpreted and implemented during construction, and is required by the 2013 California Building Code. Observation of fill placement by the Geotechnical Engineer of Record should be in conformance with Section Table 1705.6 found in Chapter 17 of the 2013 California Building Code. California Building Code requires full time observation by the geotechnical consultant during site grading (fill placement). Therefore, we recommend that Earth Systems be retained during the construction of the proposed improvements to provide testing and observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing our previous study. Additionally, the California Building Codes requires the testing agency to be employed by • the project owner or representative (i.e. architect) to avoid a conflict of interest if employed by the contractor. Clearing and Grubbing: At the start of site grading, existing vegetation, pavement, irrigation systems, undocumented fill, construction debris, trash, and underground utilities should be removed from the proposed building pad and improvement areas. Onsite fill may be reused once removed to allow processing of the underlying soil in accordance with the grading recommendations and processed. Oversize material, trash, debris, vegetation (greater than 1% organic content), etc. should be removed prior to use as engineered fill. Fill, and buried utilities may be located in the vicinity of the planned structure and within other areas of the project site. All buried structures which are removed should have the resultant excavation backfilled with soil compacted as engineered fill described herein or with a minimum 2-sack sand slurry approved by the project geotechnical engineer. Abandoned utilities should be removed entirely, or pressure-filled with concrete or grout and be capped. Buried utilities should not extend under building limits. Subsequent to stripping and grubbing operations, areas to receive fill should be stripped of loose or soft earth materials until a uniform,firm subgrade is exposed, as evaluated by the geotechnical engineer or geologist. Prior to the placement of fill or subsequent to cut, the existing surface soils within the building pads and improvement areas should be over-excavated as follows: We researched past grading of the site (Geocon, Final Report of Testing & Observation) with our borings and confirmed over-excavation depths within the reports designated areas. It should be noted that within the existing paved areas, the recommended over-excavation depth was less EARTH SYSTEMS SOUTHWEST September 25, 2015 19 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R than the building area's recommended over-excavation depth; therefore, proposed buildings within the existing paved areas will probably need further over-excavation. We also noted the previous geotechnical report an after construction estimated total settlement of 2.5 to 5 inches, and this was approved by the local agency and developer. Therefore, we assume the current report will find soil improvements (see below) to mitigate the total settlement within the standard 1 inch to be financially unfeasible. Some soil improvements that can mitigate total settlements but may not be applicable for this project due to financial limitations include: 1. Surcharge Loads. 2. Vibro-Compaction and Vibro-Replacement. 3. Dynamic Consolidation 4. Stone Columns Some structural improvements include: 1. Deep Piles 2. Floating Foundation (Mats or Pile Supported Mats) At the time of the previous grading, it was an accepted practice to compact soil and make a thick • soil mat (without reinforcement) to mitigate the required site improvement stated in SP 117A. However, we find this practice is no longer valid and at a minimum soil reinforcement is required. Therefore, overexcavation of the existing documented soils is required. Pad Grading Recommendations We anticipate the local agency approving this project requires the historic ground water elevation to be assumed according to the data provided within this report (Section 3.3 Historic Groundwater) and the previous site Consultant (Geocon) also utilized the historic ground water elevation within 1 foot of ours. Based on Historic Groundwater depth, the maximum settlement calculated for this site is approximately 7.1 inches. Therefore per SP117A (2008, page 54), this site qualifies as having large scale displacements (structural mitigation alone is not adequate). Therefore a site improvement method and structural method is provided below. It is our opinion that to construct the proposed structures, site soil improvement techniques will be required to reduce the potential distress to the proposed structure/s should liquefaction with accompanying differential settlement or tensional stress occur. The recommendations presented are intended to reduce the magnitude and severity of potential liquefaction induced differential settlement (1.5 inches) distress to the proposed structure/s, such that the estimated ground total settlement(7.1 inches) presented within can be accommodated in structural design. Utilities and lifeline services provided from outside the structure could still suffer disruption unless mitigation measures are employed that would account forthe soil deformations that could occur between the structure and the supporting soils. Repair and remedial work should be anticipated after a liquefaction event if structural mitigation is used. EARTH SYSTEMS SOUTHWEST September 25, 2015 20 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • We are recommending a geogrid reinforced soil mat (densification) system and stiffened foundations as measures to increase the soil bridging (membrane effect) such that localized point differential settlement and tensional stress which may occur at depth due to liquefaction is further distributed and attenuated within the foundation and slab area. We have combined two accepted methods of reducing localized differential settlement (reinforced foundations (mat slab) and soil densification (mat of compacted fill including geogrid, Yasushi Sasaki et al.) which are recommended in SP117A (2008, page 57) and Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California, Martin and Lew, 1999. Because of the liquefaction potential, we recommend recompaction of soils in the building areas and inclusion of tri-axial or bi-axial geo-grid (Tensar TX160, Terrafix TBX3000, Miragrid 2XT, or equivalent as approved by the geotechnical engineer) within the building pad remedial grading. The existing surface soils within the building pad and foundation areas should be over-excavated to a minimum depth of 6 feet below existing grade, finished grade, or a minimum of 4 feet below the footing level (whichever is lower). The over-excavation should extend for 5 feet beyond the outer edge of exterior footings and include any covered walkway areas. The bottom of the sub- excavation should be scarified, moisture-conditioned, and recompacted to at least 90% relative compaction (ASTM D 1557) for an additional depth of one foot. Then, a layer of geogrid should be placed followed by another 12 inches of fill placed and compacted to at least 93% relative compaction (ASTM D 1557). Then, another layer of geogrid. Then 12 inches of fill should be placed and compacted to at least 93% relative compaction (ASTM D 1557). Then a final layer of geogrid should be placed and fill compacted to 93% relative compaction (ASTM D 1557) should then be placed to finished grade. For clarification, the first geogrid layer should be placed at a depth that allows the placement of subsequent geogrids with fill and the final geogrid to have a minimum 1.5 foot separation between the uppermost geogrid and the bottom of the footing. Grid placement should be as prescribed by the grid manufacturer. Of importance is that the grid needs to be restrained (pinned) during placement to prevent sagging and looseness. Utility placement should be planned to minimize disruption or cutting of the grids. Typically, when grid is used, utilities are placed in well-defined utility corridors. Geogrid which is cut should be repaired per the manufacturer's recommendations. Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden, trash enclosure, or retaining walls should have the foundation subgrade prepared similar to the building pad recommendations given above depending on their location. The lateral extent of the over- excavation needs only to extend 2 feet beyond the face of the footing. All footing excavations, prior to bottom recompaction, should be probed for uniformity. Soft or loose zones should be excavated and recompacted to finish foundation bottom subgrade. Footing bottom compaction • testing should confirm at least 93% relative compaction. EARTH SYSTEMS SOUTHWEST September 25, 2015 21 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Subgrade Preparation: In areas to receive fill not supporting structures or lightly loaded hardscape (i.e. no vehicle traffic), the subgrade should be scarified; moisture conditioned, and compacted to at least 93% relative compaction (ASTM D 1557) for a depth of 2 feet below existing or finished subgrade, whichever is lower. Compaction should be verified by testing. Pavement Area Preparation: In street, drive, and permanent parking areas, the subgrade should be over-excavated, scarified, moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of two feet below existing grade or finish grade (whichever is deeper). Engineered fill should then be moisture conditioned, placed in suitable lifts, and compacted to a minimum of 90% relative compaction to finish grade, with the upper 1 foot compacted to at least 95% relative compaction. Compacted fill should be placed to finish subgrade elevation. Compaction should be verified by testing. All over-excavations should extend to a depth where the project geologist, engineer or his representative has deemed the exposed soils as being suitable for receiving compacted fill. The materials exposed at the bottom of excavations should be observed by a geotechnical engineer or geologist from our office prior to the placement of any compacted fill soils to verify that all old fill is removed. Additional removals may be required as a result of observation and/or testing of the exposed subgrade subsequent to the required over-excavation. Engineered Fill Soils: The overexcavated and native soil is suitable for use as engineered fill and • utility trench backfill provided it is free of significant organic or deleterious matter (less than 1%), debris, concrete, and oversize rock. Construction debris, concrete, asphalt, etc. is not suitable for placement within fill. These materials should be hauled offsite. Within areas to receive foundations and slabs-on-grade the fill should be "very low" in expansion potential. Expansive soils which are identified should be removed and replaced with low permeability soils which are "Very Low" in expansion potential (if any). All fill should be placed in maximum 8-inch lifts (loose thickness), moisture conditioned to near optimum moisture content, and compacted to at least 93 percent relative compaction (unless otherwise noted) in general accordance with ASTM D 1557 (current edition). In parking and drive areas the upper one foot of subgrade and all aggregate base should be compacted to a minimum of 95 percent relative compaction. Compaction should be verified by testing. In general, rocks larger than 6 inches in greatest dimension should be removed from fill or backfill material. All soils should be moisture conditioned prior to application of compactive effort. Moisture conditioning of soils refers to adjusting the soil moisture to just above optimum moisture content. If the soils are overly moist so that instability occurs, or if the minimum recommended compaction cannot be readily achieved, it may be necessary to aerate to dry the soil to optimum moisture content or use other means to address soft soils. Soils which are found to have expansive potentials greater than "very low" will require differing compaction and moisture conditioning requirements which should be provided on a case by case basis. EARTH SYSTEMS SOUTHWEST September 25, 2015 22 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • A program of compaction testing, including frequency and method of test, should be developed by the project geotechnical engineer at the time of grading. Acceptable methods of test may include Nuclear methods such as those outlined in ASTM D 6938 (Standard Test Methods for In- Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods) or correlated hand-probing. Shrinkage: The shrinkage factor for earthwork is expected to range from -5 to 6% for the upper excavated or scarified site soils. Note, negative values indicate bulking (export) of the soils. This estimate is based on a compactive effort to achieve an average relative compaction of about 93%. Based upon 11 in-place densities evaluated, the average computed shrinkage is +1% with one standard deviation of 4%. Shrinkage and construction related subsidence are highly dependent on and may vary with contractor methods for compaction. Losses from site clearing, oversize material, and removal of existing site improvements may affect earthwork quantity calculations and should be considered. 5.2 Excavations, and Utilities Excavations should be made in accordance with OSHA requirements. Using the OSHA standards and general soil information obtained from the field exploration, classification of the near surface on-site soils will likely be characterized as Type C. Actual classification of site specific soil type • per OSHA specifications as they pertain to trench safety should be based on real-time observations and determinations of exposed soils by the contractors Competent Person (as defined by OSHA) during grading and trenching operations. Our site exploration and knowledge of the general area indicates there is a moderate potential for caving and slaking of site excavations (overexcavation areas, utilities, footings, etc.). Where excavations over 4feet deep are planned lateral bracing or appropriate cut slopes of 1Y:1 (horizontal/vertical)should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope and equal to the depth of the excavation. Excavations which parallel structures, pavements, or other flatwork, should be planned so that they do not extend into a plane having a downward slope of 1.5:1 (horizontal: vertical) from the bottom edge of the footings, pavements, or flatwork. Shoring or other excavation techniques may be required where these recommendations cannot be satisfied due to space limitations or foundation layout. Where overexcavation will be performed adjacent to existing structures, ABC slot cutting techniques may be used. The width of the slot cuts will depend on the soils encountered at the point of excavation (slot cut widths are generally no greater than 5 to 8 feet and excavated in an alternating A then B, then C pattern to minimize disturbance and undermining to the existing foundations). Utilities and Trenches: Backfill of utilities within roads or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, public works department, etc.). Utility trench backfill within private property should be placed in conformance EARTH SYSTEMS SOUTHWEST September 25, 2015 23 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction per ASTM D 1557. Backfill operations should be observed and tested to monitor compliance with these recommendations. The trench bottom should be in a firm condition prior to placing pipe, bedding, or fill. Under pavement sections, the upper 12 inches of trench backfill soil below the pavement section should be compacted to at least 95 percent relative compaction (ASTM D 1557). Backfill materials should be brought up at substantially the same rate on both sides of the pipe or conduit. Reduction of the lift thickness may be necessary to achieve the above recommended compaction. Mechanical compaction is recommended; ponding or jetting is not recommended. In general, coarse-grained sand and/or gap graded gravel (i.e. %-inch rock or pea-gravel, etc.) should not be used for pipe/conduit or trench zone backfill due to the potential for soil migration into the relatively large void spaces present in this type of material and water seepage along trenches backfilled with coarse-grained sand and/or gravel. Loss of soil may cause damaging settlement. NOTE: Rocks greater than 3 inches in diameter should not be incorporated within utility trench backfill. 5.3 Foundations Footing and Slab-on-grade Design: In our professional opinion, structure foundations should be constructed using a Mat Foundation, designed to accommodate an estimated differential settlement of 1-2 inches in a 40-foot span (1:240 distortion ratio). If isolated spread footings are used, a minimum of 24-inches square and extend a minimum of 24 inches below the lowest adjacent grade. Isolated spread footings should be structurally tied to each other and to continuous strip perimeter footings with grade beams to minimize the effects of settlement from liquefaction. A minimum 18" X 18" grade beam should span unsupported openings greater than 15 feet in width. Foundations should be bearing on a zone of properly prepared and compacted soils placed as recommended above under "Site Development -- Grading." Foundation design of widths, depths, and reinforcing steel are the responsibility of the Structural Engineer,considering the structural loading and the geotechnical parameters given in this report. A minimum footing depth of 18 inches below lowest adjacent grade should be maintained. Earth Systems should be retained to observe foundation excavations before placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. After excavation, foundation bottoms should be compacted to at least 93% relative compaction. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). We utilized a factor- of-safety of 3.0 on ultimate bearing values for determining allowable bearing values for. EARTH SYSTEMS SOUTHWEST September 25, 2015 24 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R i Continuous reinforced foundations, 12-inch minimum width and 18-inch minimum depth below grade: Allowable 2,000 psf for dead plus design live loads No increase of stress per depth of embedment. ➢ Isolated pad foundations, 24 x 24-inch minimum in plan, 24 inch minimum embedment: Allowable 2,000 psf for dead plus design live loads No increase of stress per depth of embedment. Mat foundations, 6 inch minimum embedment: Allowable 500 psf for dead plus design live loads An average modulus of subgrade reaction, k, of 45 pounds per cubic inch (pci) is estimated for large mat foundations.Allowable bearing pressure and subgrade modulus should be determined based on mat size and location. A one-third ('/3) increase in the allowable bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. ACI Section 4.3, Table 4.3.1 should be followed for recommended cement type, water cement ratio, and compressive strength. See Section 3.1 for corrosion results. Footings should not be located within 7 feet of the tops of slopes. Footings that must be located within this zone should be deepened such that the outer bottom edge of the footings is at least 7 feet from the face of he finished slope. All footing excavations should be probed for uniformity. Soft or loose zones should be excavated and recompacted to finish foundation bottom subgrade. The bottom of all foundations should be tested to confirm a minimum of 90% relative compaction (ASTM D 1557). Minimum Foundation Reinforcement: Minimum reinforcement should be provided by the structural engineer to accommodate the settlement potentials presented within. Minimum reinforcement for continuous wall footings should be four, No. 4 steel reinforcing bars, two placed near the top and two placed near the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Static Settlement (Historic Groundwater Depth): Estimated total static settlement should be less than 1-inch, based on footings founded on firm soils as recommended. Differential static settlement between exterior and interior bearing members should be less than 0.50 inch. Total settlement due to liquefaction is estimated to be on the order of 7.1 inches with differential settlement estimated to be on the order of about 1.5 inches. Collapse differential settlement is estimated to be low potential after Section 5.1 recommendations are completed. As such, EARTH SYSTEMS SOUTHWEST September 25, 2015 25 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • considering both static and seismic settlement applied over a typical foundation distance of 40 feet, we recommend the structural engineer design for an angular distortion of 1:240 (2.00 inches in 40 feet). Settlement will not result in the complete loss of soil support, but will be manifested as a tilting of the structure over the applied distance. 5.4 Slabs-on-Grade Subgrade: Concrete slabs-on-grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Retarder: In areas of moisture-sensitive floor coverings or exposed interior slabs, an appropriate vapor retarder should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas, a vapor retarder (Class A, minimum 10-mil thickness) should underlie the floor slabs. If a Class A vapor retarder (ASTM E 1745) is specified, the retarder can be placed directly on low expansive soil and the retarder should be covered with a minimum of 2 inches of clean sand. Clean sand is defined as well or poorly-graded sand (ASTM D 2488) of which less than 3% passes the No. 200 sieve. The site soils do not fulfill the criteria to be considered clean sand. The sand should be lightly moistened just prior to placing the concrete. Low-slump concrete should be • used to help reduce the potential for concrete shrinkage. The effectiveness of the membrane is dependent upon its quality, the method of overlapping, its protection during construction, and the successful sealing of the membrane around utility lines and at joints. Capillary breaks (if any) should consist of a minimum of 4 inches of open/gap-graded gravel. The following minimum slab recommendations are intended to address geotechnical concerns such as potential variations of the subgrade and are not to be construed as superseding any structural design. A design engineer should be retained to provide building specific systems to handle subgrade moisture to ensure compliance with SB800 with regards to moisture and moisture vapor. Conventional Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs-on- grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 45 pounds per cubic inch can be used in large concrete mat design for the expected compacted subgrade. ACI Section 4.3,Table 4.3.1 should be followed for recommended cement type, water cement ratio, and compressive strength. The actual mat thickness should be designed by the structural engineer utilizing techniques of the American Concrete Institute (ACI). We recommend that the concrete slabs be reinforced with a minimum of No. 3 rebar at 16-inch centers, both horizontal directions, placed at slab mid- height on positive spacers (chairs, dobes, etc.) to resist cracking. Rebar should not be lifted into place during concrete placement. Concrete floor slabs may either be monolithically placed with the foundations or doweled (#4 bar embedded at least 40 bar diameters) after footing placement. The thickness and reinforcing given are not intended to supersede any structural EARTH SYSTEMS SOUTHWEST September 25, 2015 26 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Slab-On-Grade Control Joints: Control joints should be provided in all regular concrete slabs-on- grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on-center, each way) as recommended by American Concrete Institute [ACI] guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented shrinkage cracks. Control joints in the slabs should be tooled at the time of the concrete placement or saw cut (Y4 of slab depth) as soon as practical but not more than 8 hours from concrete placement. Construction (cold)joints should consist of thickened butt joints with Y2-inch dowels at 18 inches on center or a thickened keyed-joint to resist vertical deflection at the joint. All control joints in exterior flatwork should be sealed to reduce the potential of moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. For sidewalks, 6x6 10/10 welded wire fabric may be used. Sidewalks should be at least 4 inches in actual thickness. If clay soil pockets are encountered, they should be removed and replaced with sandier soils which have a lower expansion potential. • A minimum concrete gap of three (3) inches should be provided around the steel reinforcing fabric and the edge of the formwork. Reinforcing steel should be placed at mid-height within the sidewalk and placed upon centralizers rather than lifted into place during placement. Flat sheets should be used instead of rolls, as rolls do not allow for accurate locating of the fabric at mid height of the slab. Where the reinforcing steel does not have adequate cover, it will corrode and can fracture the cured concrete and produce unsightly rust discoloration when exposed to the corrosive site soils and landscape water. Fabric should be overlapped at least 6 inches at joints. Additionally, the concrete should be vibrated during placement. Concrete should be wet cured with burlap or plastic and not allowed to dry out to minimize surface cracking. Control joints should be provided in all concrete slabs-on-grade at a maximum spacing of approximately 4 to 10 feet. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut (% of slab depth (1 inch for a 4 inch slab)) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with one-half inch dowels at 18-inches on center or a thickened keyed-joint to resist vertical deflection at the joint. Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this arid desert region using proper batching, placement, and curing methods. Curing is highly affected by temperature, wind, and humidity. Quality control procedures may be used, including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Curing should be in accordance with ACI recommendations contained in ACI 211, 304, 305, 308, 309, and 318. EARTH SYSTEMS SOUTHWEST September 25, 2015 27 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Flexible Deck (ex, Concrete Interlocking Pavers) Sidewalks: Based on liquefaction analysis, total settlements vary between 5.0 and 7.1 inches based on groundwater location. We recommend the use of flexible deck, like Concrete Interlocking Pavers, since the area is expected to experience large settlements that may require the relocation of the flatwork, Concrete Interlocking Pavers are considered suitable for this site since they can be releveled and reused after large deflections occur. For specific design details of Interlocking Concrete Pavers, please see ICPI reference in the back of this report. 5.5 Retaining Walls and Lateral Earth Pressures Retaining Walls: • Retaining walls should be designed for an active soil pressure equivalent to a fluid density of 45 pcf. The active lateral earth pressures are for horizontal (level) backfills using the on-site native soils on walls that are free to rotate at least 0.1 percent of the wall height. Walls, which are restrained against movement or rotation at the top, should be designed for an at-rest equivalent fluid pressure of 67 pcf. The lateral earth pressure values for level backfill are provided for walls backfilled with drainage materials and existing on-site soils. • In addition to the active or at rest soil pressure, the proposed wall structures may be • designed to include forces from dynamic (seismic) earth pressure. Dynamic earth pressures were estimated using tehniques of Al Atik and Sitar (2010). Dynamic pressures are additive to active earth pressure. Walls retaining less than 6 feet of soil need not consider this increased pressure; however for taller walls, an earthquake loading of 41 pcf or 57 pcf should be added to the active or at-rest pressures presented, respectively. • Retaining wall foundations should be placed upon compacted fill described in Section 5.1. • A backdrain or an equivalent system of backfill drainage should be incorporated into the wall design, whereby the collected water is conveyed to an approved point of discharge. Design should be in accordance with Section 1805.4.2 and 1805.4.3 of the 2010 California Building Code. Drain rock should be wrapped in filter fabric such as Mirafi 140N as a minimum. Backfill immediately behind the retaining structure should be a free-draining granular. Waterproofing should be according to the designer's specifications. Water should not be allowed to pond or infiltrate near the top of the wall. To accomplish this, the final backfill grade should be such that water is diverted away from retaining walls. • Compaction on the retained side of the wall within a horizontal distance equal to one wall height (to a maximum of 6 feet) should be performed by hand-operated or other lightweight compaction equipment (90% compaction relative to ASTM D 1557 at near optimum moisture content). This is intended to reduce potential locked-in lateral pressures caused by compaction with heavy grading equipment or dislodging modular block type walls. i • The above recommended values do not include compaction or truck-induced wall pressures. Care must be taken during the compaction operation not to overstress the wall. Heavy construction equipment should be maintained a distance of at least 3 feet EARTH SYSTEMS SOUTHWEST September 25, 2015 28 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • away from the walls while the backfill soils are placed. Upward sloping backfill or rock, or surcharge loads from nearby footings can create larger lateral pressures. Should any walls be considered for retaining sloped backfill (or rock) or placed next to foundations, our office should be contacted for recommended design parameters. Surcharge loads should be considered if they exist within a zone between the face of the wall and a plane projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to traffic loads should include a uniform surcharge load equivalent to at least 2 feet of native soil (130 pcf unit weight). Retaining walls should be designed with a minimum factor of safety of 1.5. Frictional and Lateral Coefficients: • Resistance to lateral loads(including those due to wind or seismic forces) may be provided by frictional resistance between the bottom of concrete foundations and the underlying soil, and by passive soil pressure against the foundations. An allowable coefficient of friction of 0.35 may be used between cast-in-place concrete foundations and slabs and the underlying soil. An allowable coefficient of friction of 0.25 may be used between pre- cast or formed concrete foundations and slabs and the underlying soil • Allowable passive pressure may be taken as equivalent to the pressure exerted by a fluid weighing 300 pounds per cubic foot (pcf). The upper 1 foot of soil should not be considered when calculating passive pressure unless confined by overlying asphalt concrete pavement or Portland cement concrete slab. The soils pressures presented have considered onsite fill soils. Testing or observation should be performed during grading by the soils engineer or his representative to confirm or revise the presented values. • Passive resistance for thrust blocks bearing against firm natural soil or properly compacted backfill can be calculated using an equivalent fluid pressure of 300 pcf. The maximum passive resistance should not exceed 1,500 psf. • Construction employing poles or posts (i.e. lamp posts) may utilize design methods presented in Section 1807.3 of the CBC for Silty Sand (SM) material class. • The passive resistance of the subsurface soils will diminish or be non-existent if trench sidewalls slough, cave, or are overwidened during or following excavations. If this condition is encountered, our firm should be notified to review the condition and provide remedial recommendations, if warranted. 5.6 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the Elsinore, San Jacinto, or other regional faults. Engineered design and earthquake-resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the 2013 edition of the California Building Code and ASCE 7-10 using the seismic • coefficients given in the table below. EARTH SYSTEMS SOUTHWEST September 25, 2015 29 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • In developing site specific seismic design criteria,the characteristics of the earth units underlying the site are an important input to evaluate the site response at a given site. Based on the results of our field exploration at the site,the project site is underlain by medium dense alluvial deposits. The site is liquefiable. A site response analysis is typically required for liquefiable sites meeting the definition of Site Class F; however, we have classified this site as Site Class D as allowed in ASCE 7-10. This section permits the determination of a site class, such that a site-response analysis is not required to determine the spectral accelerations for liquefiable soils if the structure being designed has a fundamental period of vibration equal to or less than 0.5 seconds and the foundation soils are not subject to bearing failure from liquefaction. The site soils are not subject to liquefaction induced bearing failure if the recommended remedial grading is performed. The D characterization is defined as a soil profile consisting of stiff soil with shear wave velocities (Vs) between 600 and 1200 ft/s or SPT N =15 to 50 in the top 100 feet. Based upon blow count correlations of our deep borings at the site to shear wave velocity, the estimated Vs for this site is approximately 797 ft/s. Calculation data is presented in Appendix A. 2013 CBC (ASCE 7-05 w/March 2013 errata) Seismic Parameters http://earthquake.usgs.gov/designmaps/us/application.php Site Class: D* Latitude: 33.4838 Longitude: -117.0856 • Maximum Considered Earthquake [MCE] Ground Motion Short Period Spectral Response S,: 1.85 g 1 second Spectral Response, Si: 0.74 g PGAM: 0.75 g Design Earthquake Ground Motion Short Period Spectral Response, SDS 1.23 g 1 second Spectral Response, SDi 0.74 g The intent of the CBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The CBC lateral force requirements should be considered a minimum design. The owner and the designer may evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer should exercise special care so that all components of the design are fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. Actual accelerations may be more or less than estimated. Vertical accelerations are typically ''/3 to % of the horizontal accelerations, but can equal or exceed the horizontal accelerations, depending upon local site effects and amplification. EARTH SYSTEMS SOUTHWEST September 25, 2015 30 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • 5.7 Slope Construction Slopes are not generally proposed for this project; however, minor slopes (less than 5 feet in height) may be constructed. Where new slopes will be constructed against existing slopes, a series of level benches and keyways should be provided to seat the compacted fill. The benches should be a minimum of 5 feet in width and be constructed at approximately 2-foot vertical intervals or as dictated by topographic conditions, and be constructed in accordance with the California Building Code. Slopes should be constructed at inclinations no steeper than 3:1 (horizontal:vertical) such that the slope is comprised of fully compacted soil which is also is exposed at the surface. Such methods may include overfilling during construction and cutting back to expose a fully compacted soil, or track-walking or grid-rolling. Compacted fill should be placed at near optimum moisture content and compacted to a minimum 90 percent of the maximum dry unit weight, as measured in relation to ASTM D 1557 test procedures. The exposed face of any cut or fill slope (upper 12 inches) should have a minimum relative density of 90 percent of the maximum dry unit weight, as measured in relation to ASTM D 1557 test procedures, and be compacted at near optimum moisture content. 5.7.1 Surficial Slope Failures All slopes will be exposed to weathering, resulting in decomposition of surficial earth materials, thus potentially reducing shear strength properties of the surficial soils. In addition,these slopes . become increasingly susceptible to rodent burrowing. As these slopes deteriorate, they can be expected to become susceptible to surficial instability such as soil slumps, erosion, soil creep, and debris flows. Development areas immediately adjacent to ascending or descending slopes should address future surficial sloughing of soil material. Such measures may include debris fences, catchment areas or walls, ditches, soil planting or other techniques to contain soil material away from developed areas. Operation and maintenance inspections should be done after a significant rainfall event and on a time-based criteria (annually or less) to evaluate distress such as erosion, slope condition, rodent infestation burrows, etc. Inspections should be recorded and photographs taken to document current conditions. The repair procedure should outline a plan for fixing and maintaining surficial slope failures, erosional areas, gullies, animal burrows, etc. Repair methods could consist of excavating and infilling with compacted soil erosional features, track walking the slope faces with heavy equipment, as determined by the type and size of repair. These repairs should be performed in a prompt manner after their occurrence. Existing slope inclinations should be maintained and a maintenance program should include identifying areas where slopes begin to steepen. 5.8 Site Drainage and Maintenance Positive drainage in native soils should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts in conjunction with a 1 to 2% paved or hardscape grade should be considered as a means to convey water away from foundations if increased fall is not provided. EARTH SYSTEMS SOUTHWEST September 25, 2015 31 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Drainage should be maintained for paved areas. Water should not pond on or near paved areas or foundations. The following recommendations are provided in regard to site drainage and structure performance: • In no instance should water be allowed to flow or pond against structures, slabs or foundations or flow over unprotected slope faces. Adequate provisions should be employed to control and limit moisture changes in the subgrade beneath foundations or structures to reduce the potential for soil saturation. Landscape borders should not act as traps for water within landscape areas. Potential sources of water such as piping, drains, broken sprinklers,etc,should be frequently examined for leakage or plugging. Any such leakage or plugging should be immediately repaired. • It is highly recommended that landscape irrigation or other sources of water be collected and conducted to an approved drainage device. Landscaping and drainage grades should be lowered and sloped such that water drains to appropriate collection and disposal areas. All runoff water should be controlled, collected, and drained into proper drain outlets. Control methods may include curbing, ribbon gutters, 'V' ditches, or other suitable containment and redirection devices. • Maintenance of drainage systems and infiltration structures can be the most critical element in determining the success of a design. They must be protected and maintained from sediment-laden water both during and after construction to prevent clogging of the • surficial soils any filter medium. The potential for clogging can be reduced by pre-treating structure inflow through the installation of maintainable forebays, biofilters, or sedimentation chambers. In addition, sediment, leaves, and debris must be removed from inlets and traps on a regular basis. • The drainage pattern should be established at the time of final grading and maintained throughout the life of the project. Additionally, drainage structures should be maintained (including the de-clogging of piping, basin bottom scarification, etc.) throughout their design life. Maintenance of these structures should be incorporated into the facility operation and maintenance manual. Structural performance is dependent on many drainage-related factors such as landscaping, irrigation, lateral drainage patterns and other improvements. 5.9 Streets, Driveways, and Parking Areas Pavement structural sections for associated drive areas including recommendations for standard asphalt concrete, and Portland cement concrete are provided below. Pavement Area Preparation: In street, drive, and parking areas, the exposed subgrade should be overexcavated as recommended in Section 5.1, moisture conditioned, and compacted. Compaction should be verified by testing. Aggregate base should be compacted to a minimum 95% relative compaction (ASTM D 1557). Automobile Traffic and Parking Areas EARTH SYSTEMS SOUTHWEST September 25, 2015 32 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Pavement sections presented in the following Table for automobile type traffic areas and are based on assumed R-values and current Caltrans design procedures. Traffic Indices (TI) of 5 and 7 were used to facilitate the design of asphalt concrete pavements for parking and main drives. The TI's assumed below should be reviewed by the project Civil Engineer to evaluate the suitability for this project. All design should be based upon an appropriately selected Traffic Index. Changes in the traffic indices will affect the corresponding pavement section. Table 6 Preliminary Flexible Pavement Section Recommendations Onsite/Interior Automobile Drive Areas R-Value of Subgrade Soils - 16 (tested) Design Method —CALTRANS Flexible Pavements Traffic Asphaltic Aggregate Index Pavement Use Concrete Base (Assumed)* Thickness Thickness (ft) (ft) 5 Parking Areas 0.25** 0.65 5 Parking Areas 0.33** 0.50 7 Drive Areas 0.35 1.05 *The presented Traffic Indices should be confirmed by the project civil engineer. Changes to the Traffic Index will result in a differing pavement section required. **--City of Temecula minimum AC thickness is 0.33 feet,which shall govern. Conventional, rigid pavements, i.e. Portland cement concrete (PCC) pavements, can be used in areas subject to relatively high static wheel loads and/or heavy vehicle loading and unloading and turning areas (i.e. truck/bus lanes). The pavement section below is based upon the American Concrete Institute (ACI) Guide for Construction of Concrete Parking Lots, ACI 330R, and the assumptions outlined below. Table 7 Preliminary Portland Cement Concrete Pavement Sections Minimum Pavement PCC Minimum 28 Day Concrete Compressive Area Thickness Flexural Strength Strength (Psi) (psi) (inches) Truck Access or Loading/Unloading Areas 7 0* 500 3,250 (Traffic Category C, ADTT =100) isModulus of Subgrade Reaction drive area shallow fill,k=100 pci *Concrete Pavement may be placed directly on the compacted subgrade(minimum 95%relative compaction ASTM D 1557) EARTH SYSTEMS SOUTHWEST September 25, 2015 33 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R Should the actual traffic category vary from those assumed and listed above, these sections should be modified. All above recommended preliminary pavement sections are contingent on the following recommendations being implemented during construction: • Pavement should be placed upon compacted fill processed as described in Section 5.1. The upper 12 inches of subgrade soils beneath the asphalt concrete and conventional PCC pavement section should be compacted to a minimum of 95 percent relative compaction (ASTM D 1557), and at least 98 percent in paver areas. • Subgrade soils and aggregate base should be in a stable, non-pumping condition at the time of placement and compaction. Exposed subgrades should be proof-rolled to verify the absence of soft or unstable zones. • Aggregate base materials should be compacted at near optimum moisture content to at least 95 percent relative compaction (ASTM D 1557) and should conform to Caltrans Class II criteria. Compaction efforts should include proof-rolling of the aggregate base with heavy compaction-specific equipment (i.e. drum rollers). • All concrete curbs separating pavement from landscaped areas should extend at least 6 inches into the subgrade soils to reduce the potential for movement of moisture into the aggregate base layer (this reduces the risk of pavement failures due to subsurface water originating from landscaped areas). . • Asphaltic concrete should be Caltrans, %-in. or %-in. maximum-medium grading and compacted to a minimum of 95% of the 75-blow Marshall Density (ASTM D 1559) or equivalent. • Portland cement concrete pavements should be constructed with transverse joints at maximum spacing of 12 feet. A thickened edge should be used where possible and, as a minimum, where concrete pavements abut asphalt pavements. The thickened edge should be 1.2 times the thickness of the pavement (8.4 inches for a 7-inch pavement), and should taper back to the pavement thickness over a horizontal distance on the order of 3 feet. • All longitudinal or transverse control joints should be constructed by hand forming or placing pre-molded filler such as "zip strips." Expansion joints should be used to isolate fixed objects abutting or within the pavement area. The expansion joint should extend the full depth of the PCC pavement. Joints should run continuously and extend through integral curbs and thickened edges. We recommend joint layout be adjusted to coincide with the corners of objects and structures. In addition, the following is recommended for concrete pavements: 1. Slope pavement at least %: percent to provide drainage; 2. Provide rough surface texture for traction; 3. Cure PCC concrete with curing compound or keep continuously moist for a minimum of seven days; 4. Keep all traffic off concrete until PCC compressive strength exceeds 2,000 pounds per square inch (truck traffic should be limited until the concrete meets EARTH SYSTEMS SOUTHWEST September 25, 2015 34 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • the design strength (3,250 psi); and 5. Consideration should be given to having PCC construction joints keyed or using slip dowels on 24-inch centers to strengthen control and construction joints. Dowels placed within dowel baskets should be incorporated into the concrete at each saw-cut control joint (i.e. dowel baskets and dowels are set in place before placement of concrete). • Portland cement concrete placement and curing should, at a minimum, be in accordance with the American Concrete Institute [ACI] recommendations contained in ACI 211, 304, 305, 308, 309, and 318. • Within the structural pavement section areas, positive drainage (both surface and subsurface) should be provided. In no instance should water be allowed to pond on the pavement. Roadway performance depends greatly on how well runoff water drains from the site. This drainage should be maintained both during construction and over the entire life of the project. • Proper methods, such as hot-sealing or caulking, should be employed to limit water infiltration into the pavement base course and/or subgrade at construction/expansion joints and/or between existing and reconstructed asphalt concrete sections (if any). Water infiltration could lead to premature pavement failure. • To reduce the potential for detrimental settlement, excess soil material, and/or fill material removed during any footing or utility trench excavation, should not be spread or placed over compacted finished grade soils unless subsequently compacted to at least 95 percent of the maximum dry unit weight, as evaluated by ASTM D 1557 test procedure, at near optimum moisture content, if placed under areas designated for pavement. • Where new roadways will be installed against existing roadways, the repaired asphalt concrete pavement section should be designed and constructed to have at least the pavement and aggregate base section as the original pavement section thickness (for both AC and base) or upon the newly calculated pavement sections presented within, whichever is greater. The appropriate pavement design section depends primarily on the shear strength of the subgrade soil exposed after grading and anticipated traffic over the useful life of the pavement. R-value testing or observation of subgrade soils should be performed during grading to verify and/or modify the preliminary pavement sections presented within this report. Pavement designs assume heavy construction traffic will not be allowed on base cap or finished pavement sections. EARTH SYSTEMS SOUTHWEST September 25, 2015 35 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations Our evaluation of subsurface conditions at the site has considered subgrade soil and groundwater conditions present at the time of our study. The influence(s) of post-construction changes to these conditions such as introduction or removal of water into or from the subsurface will likely influence future performance of the proposed project. The magnitude of the introduction or removal, and the effect on the surface and subsurface soils is currently unknown. It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions due to the limitation of data from field studies. The availability and broadening of knowledge and professional standards applicable to engineering services are continually evolving. As such, our services are intended to provide the Client with a source of professional advice, opinions and recommendations based on the information available as applicable to the project location and scope. Recommendations contained in this report are based on our field observations and subsurface explorations, select published documents (referenced), and our present knowledge of the proposed construction. If the scope of the proposed construction changes from that described in this report, the conclusions and recommendations contained in this report are not considered valid unless the changes are reviewed, and the conclusions of this report are modified or approved in writing by Earth Systems. Findings of this report are valid as of the issued date of the report and are strictly for the client. Changes in conditions of a property can occur with passage of time, whether they are from natural processes or works of man, on this or adjoining properties. In addition, changes in applicable standards occur, whether they result from legislation or broadening of knowledge. Accordingly, 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 one year. Land use, site conditions (both on site and off site) or other factors may change overtime, and additional work may be required with the passage of time. If during construction, soil conditions are encountered which differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. In such an event, the contractor should promptly notify the owner so that Earth Systems geotechnical engineer can be contacted to confirm those conditions. We recommend the contractor describe the nature and extent of the differing conditions in writing and that the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction. If the scope of the proposed construction changes from that described in this report, the conclusions and recommendations contained in this report are not considered valid unless the EARTH SYSTEMS SOUTHWEST September 25, 2015 36 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • changes are reviewed, and the conclusions of this report are modified or approved in writing by Earth Systems. This report is issued with the understanding that the owner or the owner's representative has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are reviewed for applicability and conformance to the current design and incorporated into the plans for the project. The owner or the owner's representative also has the responsibility to take the necessary steps to see that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. Earth Systems has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee, express or implied, is made. This report was prepared for the exclusive use of the Client and the Client's authorized agents. Grading and compaction operations should be performed in conjunction with observation and testing. The recommendations provided in this report are based on the assumption that Earth Systems will be retained to provide observation during the construction phase to evaluate our recommendations in relation to the apparent site conditions at that time. If we are not accorded • this observation, Earth Systems assumes no responsibility for the suitability of our recommendations. In addition, if there are any changes in the field to the plans and specifications, the Client must obtain written approval from Earth Systems engineer that such changes do not affect our recommendations. Failure to do so will vitiate Earth Systems recommendations. These services will be performed on a time and expense basis in accordance with our agreed upon fee schedule once we are authorized and contracted to proceed. Maintaining Earth Systems as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Any party other than the client who wishes to use this report shall notify Earth Systems of such intended use. Based on the intended use of the report, Earth Systems may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Earth Systems from any liability resulting from the use of this report by any unauthorized party. 6.2 Additional Services This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining Earth System as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnicol Engineer of Record. Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify EARTH SYSTEMS SOUTHWEST September 25, 2015 37 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • assumptions made during the design process and to verify that our geotechnical recommendations have been properly interpreted and implemented during construction and is required by the 2013 California Building Code. Therefore, we recommend that Earth Systems be retained during the construction of the proposed improvements to provide testing and observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing our previous study. Additionally, the California Building Codes requires the testing agency to be employed by the project owner or representative (i.e. architect) to avoid a conflict of interest if employed by the contractor. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review,tests, and observations include, but are not necessarily limited to, the following: • Consultation during the final design stages of the project. • A review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. • Observation and testing during site preparation, grading, and placement of engineered fill as required by CBC Sections or local grading ordinances. • • Consultation as needed during construction. -000- Appendices as cited are attached and complete this report. EARTH SYSTEMS SOUTHWEST September 25, 2015 38 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • REFERENCES Al Atik, L., and Sita, N., 2010, Seismic Earth Pressures on Cantilever Retaining Structures, Journal of Geotechnical and Geoenvironmental Engineering,ASCE. American Society of Civil Engineers [ASCE], 2006, Minimum Design Loads for Buildings and Other Structures, ASCE 7-05. Bowles, J.E., 1988, Foundation Analysis and Design, Fourth Edition, McGraw-Hill Book Company. Bryant, W.A. and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Division of Mines and Geology, Special Publication 42. California Department of Water Resources, 2015, Groundwater Levels for Stations, http://www.water.ca.Rov/waterdataIibrary/groundwater/hydrographs/brr hydro.cfm?CF GRIDKEY=48768 . California Geologic Survey (CGS)-Note 48, Jennifer Thornburg Speaker, 2014, AEG Sponsored Seminar, May 2014. California Geologic Survey-SP117A, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California. California Geologic Survey [CGS], 1965, Geologic Map of California, Sana Ana Sheet, GAM019, • scale 1:250,000. Cao, T, Bryant, W.A., Rowhandel, B., Branum. D., and Wills, C., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geologic Survey [CGS],June 2003. City of Temecula, 2005, General Plan, Public Safety Element (downloaded September 2015). Coduto, P, Donald, 2001, Foundation Design Principles and Practices, Second Edition, Prentice Hall. County of Riverside, Geographic Information Services (GIS), Transportation and Land Management Agency, http://www3.tima.co.riverside.ca.us/pa/rclis/index.html. Dept. of the Navy, 1986, NAVFAC DM 7.01: Soil Mechanics, Naval Facilities Engineering Command, Alexandria, Virginia. Dept. of the Navy, 1986, NAVFAC DM 7.02: Foundations and Earth Structures, Naval Facilities Engineering Command, Alexandria, Virginia. Geocon, 2001, Geotechnical Investigation, Vail Ranch Towne Square, Temecula, California. Geocon Inc Geotechnical Consultants., Job No.: 20079-42-01, August 31, 2001. Geocon, 2004, Final Report of Testing & Observation Services Performed during site Grading & Improvements, Vail Ranch Towne Square, Temecula, California. Geocon Inland Empire Inc., Job No.: T2079-12-02, October 19, 2004. Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and . Safety General Plan Elements Technical Report, County of Riverside. EARTH SYSTEMS SOUTHWEST September 25, 2015 39 File No.: 50382-01 Revised January 5, 2017 Doc. No.: 15-09-724R • Interlocking Concrete Pavement Institute (ICPI), 2013, Tech Spec 18: Construction of Permeable Interlocking Concrete Pavement Systems, online, 16 pages. International Code Council [ICC], 2010, California Building Code, 2010 Edition. Jennings,C.W, 2010, Fault Activity Map of California and Adjacent Areas:California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Kennedy, Michael P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, CGS Special Report 131, 12 pp. Riverside County Transportation and Land Management Agency, 2015, Riverside County Land Information Service, www.tlma.co.riverside.ca.us/gis/gisdevelop.html. Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines and Geology Regional Map Series, scale 1:250,000. Southern California Earthquake Center (S.C.E.C.), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California: available at web site: http://www.scecdc.scec.org. Tokimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE,Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. United States Geological Survey, 2008, Documentation for the 2008 Update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 2008-1128, 61 p. United States Geologic Survey, 2015, National Seismic Hazards Mapping Project, 2008 PSHA Deaggregation, https://geohazards.usgs.gov/deaggint/2009/ US Army Corp of Engineers, 1994, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 9: Settlement Analysis, American Society of Civil Engineers, Wallace, R. E., 1990, the San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Working Group on California Earthquake Probabilities, 2008, The Uniform California Earthquake Rupture Forecast, Version 2 [UCERF 2]: U.S. Geological Survey Open-File Report 2007- 1437 and California Geological Survey Special Report 203, 104 p. Youd,T.L., and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, October 2001. Yasushi Sasaki, Seiji Kano, and Tomoharu, Embankment Reinforcement by Geogrid to Reduce its Settlement During Earthquakes, 13th World Conference on Earthquake Engineering, Vancover, B.C., Canada, August 1-6, 2004, Paper No. 642. EARTH SYSTEMS SOUTHWEST APPENDIX A Plate 1 —Site Location Map Plate 2—Boring Location Map with Overlay Table 1 Fault Parameters Terms and Symbols Used on Boring Logs Soil Classification System Logs of Borings Site Class Estimator B-1 and B-4 Evaluation of Liquefaction Potential and Induced Subsidence Settlement Continuous Footing B-1 Settlement Spread Footing B-1 Settlement Mat Foundation X-392 Wall EARTH SYSTEMS SOUTHWEST �, 4� t "ems" T I ; 11, _ ; ��,•ri l f:{+ .0 e` Air Lr A. - `Approximate _ `r A 1, .� 'a . H� - Site Location -- - - r Nt�e t9 or 4' ` ' ! [ s \\ nhrn/n 6- as Source:Google Earth satellite image with USGS Historical Topographic Map Overlay Plate 1 LEGEND Site Location Ma Vail Ranch Towne Square Approximate Site Location 32605 Temecula Parkway Temecula, Riverside County, California ID Approximate Scale: 1" = 1 Mile N e Earth Systems 11 I Southwest 0 1 Mile 2 Miles 9/23/2015 1 File No.: 50382-01 : . _Approximate — Temecula Parkway -- _ _ — _ Site rea t. - ��L •.. �� - •1-.T1 .C� !� 1 tyy�� L E _ = J B_s - J sh #� _ x ) _ J r" I (t!PLARGEDNEWC TRUCTIDN SIDE PU l lr� - 1 r Y �y Source:Google Earth satellite image dated 4/27/2014,with Bundy-Finkel Architects Sheet A-3 Enlarged New Construction Site Plan dated 6/12/15. L Plate 2 LEGEND Boring Location Ma Approximate Boring Locations Vail Ranch Towne Square B-6 32605 Temecula Parkway 0 Approximate Percolation Test Locations Temecula, Riverside County,California P-2 Approximate Scale: 1" = 90' Earth SySteMS %MMMMM =0 / Southwest 0 90, 180' 9/23/2015 File No.: 50382-01 Vail Ranch Town Square 50382-01 Table 1 • Fault Parameters Avg Avg Avg Trace Mean Dip Dip Rake Length Fault Mean Return Slip Fault Section Name Distance Angle Direction Type Mag Interval Rate (miles) (km) (deg.) (deg.) (deg.) (km) (years) (mm/yr) Elsinore(Temecula)rev 1.6 2.6 90 230 180 40 A 7.4 431 5 Elsinore(Julian) 10.8 17.4 84 36 180 75 A 7.6 725 3 Elsinore(Stopovers Combined) 14.3 23.0 90 224 180 12 B' 6.3 Elsinore(Temecula stopover) 14.3 23.0 90 212 180 12 A 7.6 725 2.5 Elsinore(Glen Ivy stopover) 14.7 23.6 90 216 ISO I I A 7.1 322 2.5 Earthquake Valley(No Extension) 15.4 24.8 90 221 180 33 B' 6.9 San Jacinto(Anza)rev 20.0 32.3 90 216 180 46 A 7.6 151 18 San Jacinto(Stopovers Combined) 20.0 32.3 90 229 180 25 B' 6.7 San Jacinto(Anza,stopover) 20.3 32.6 90 224 180 25 A 7.6 151 9 San Jacinto(San Jacinto Valley,stopover) 21.5 34.6 90 224 180 24 A 7.4 199 9 Elsinore(Glen Ivy)rev 21.6 34.7 90 218 180 26 A 7.0 222 5 San Jacinto(San Jacinto Valley)rev 29.1 46.8 90 223 180 18 A 7.4 199 18 Newpon-Inglewood(Offshore) 29.6 47.6 90 227 180 66 B 6.9 1.5 San Jacinto(Coyote Creek) 31.3 50.3 90 223 180 43 A 7.3 259 4 Rose Canyon 31.6 50.9 90 68 180 70 B 6.8 1.5 San Gorgonio Pass 32.4 52.1 60 11 na 29 B' 6.9 San Jacinto(Clark)rev 33.0 53.1 90 214 ISO 47 A 7.6 211 14 San Joaquin Hills 34.7 55.9 23 204 90 27 B 7.0 0.5 Earthquake Valley 35.6 57.4 90 217 180 20 B 6.7 2 • San Andreas(San Gorgonio Pass-Garnet Hill) 36.0 57.9 58 20 180 56 A 7.6 219 10 San Andreas(San Bernardino S) 36.2 58.3 90 210 180 43 A 7.6 150 16 Chino,alt 2 36.2 58.3 65 234 150 29 B 6.7 1 Whittier,all 1 37.5 60.4 70 24 150 46 A 7.1 530 2.5 Whittier,alt 2 37.5 60.4 75 24 150 46 A 7.1 530 2.5 San Jacinto(San Bernardino) 37.9 60.9 90 225 180 45 A 7.4 205 6 Carlsbad 37.9 61.0 37 71 na 33 B' 6.6 Chino,aft 1 38.8 62.5 50 236 150 24 B 6.6 1 Mission Creek 38.9 62.6 65 5 180 31 B' 6.9 Oceanside 39.5 63.5 23 69 na 120 B' 7.5 San Andreas,(North Branch, Mill Creek) 42.3 69.1 76 204 180 106 A 7.5 110 17 Pinto Mtn 44.7 71.9 90 175 0 74 B 7.2 2.5 Peralta Hills 44.9 72.2 50 3 na 14 B' 6.5 Fontana(Seismicity) 45.3 73.0 80 313 na 24 B' 6.7 San Andreas(San Bernardino N) 46.7 75.1 90 212 ISO 35 A 7.5 103 22 Coronado Bank 46.9 75.5 90 237 180 186 B 7.4 3 Yorba Linda 47.7 76.8 90 153 na IS B' 6.5 Earthquake Valley(So Extension) 49.2 77.5 90 204 180 9 B' 6.3 Newport-Inglewood, aft 2 49.0 78.9 90 49 180 66 B 7.2 1 Richfield 49.0 78.9 28 353 na 6 B' 6.2 Newport-Inglewood,alt 1 49.6 79.8 88 49 180 65 B 7.2 1 Reference: USGS OFR 2007-1437 (CGS SP 203) Based on Site Coordinates of 33.48366 Latitude,-1 17.085918 Longitude Mean Magnitude for Type A Faults based on 0.1 weight for unsegmented section,0.9 weight for segmented model(weighted by probability of each scenario with section listed as given on Table 3 of Appendix G in OFR 2007-1437).Mean magntude is average of Ellworths-B and Hanks R Bakun moment area relationship. DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488(Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. 110 SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 GRAVEL SAND BOULDERS COBBLES COARSE FINE COARSE MEDIUM FINE SILT CLAY 305 76.2 19.1 4.76 2.00 0.42 0.074 0.002 SOIL GRAIN SIZE IN MILLIMETERS RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS,AND NON-PLASTIC SILTS) Very Loose 'N=0-4 RD=0-30 Easily push a 1/2-inch reinforcing rod by hand Loose N=5-10 RD=30-50 Push a 1/2-inch reinforcing rod by hand Medium Dense N=11-30 RD=50-70 Easily drive a 1/2-inch reinforcing rod with hammer Dense N=31-50 RD=70-90 Drive a 1/2-inch reinforcing rod 1 foot with difficulty by a hammer Very Dense N>50 RD=90-100 Drive a 1/2-inch reinforcing rod a few inches with hammer 'N=Blows per foot in the Standard Penetration Test at 60%theoretical energy. For the 3-inch diameter Modified California sampler, 140-pound weight, multiply the blow count by 0.63(about 2/3)to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density(%). C=Undrained shear strength(cohesion). CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) Very Soft 'N=0-1 'C=0-250 psf Squeezes between fingers soft N=24 C=250-500 psf Easily molded by finger pressure Medium Stiff N=5-8 C=500-1000 psf Molded by strong finger pressure Stiff N=9-15 C=1000-2000 psf Dented by strong finger pressure Very Stiff N=16-30 C=20004000 psf Dented slightly by finger pressure Hard N>30 C>4000 Dented slightly by a pencil point or thumbnail MOISTURE DENSITY Moisture Condition: An observational term;dry,damp, moist,wet,saturated. Moisture Content: The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. Dry Density: The pounds of dry soil in a cubic foot. MOISTURE CONDITION RELATIVE PROPORTIONS Dry.......... .........Absence of moisture,dusty,dry to the touch Trace.............minor amount(<5%) Damp................Slight indication of moisture with/some......significant amount Moist.................Color change with short period of air exposure (granular soil) modifier/and...sufficient amount to Below optimum moisture content(cohesive soil) influence material behavior Wet....................High degree of saturation by visual and touch(granular soil) (Typically>30%) Above optimum moisture content(cohesive soil) Saturated..........Free surface water LOG KEY SYMBOLS PLASTICITY ' Bulk, Bag or Grab Sample DESCRIPTION FIELD TEST Standard Penetration Nonplastic A 1/8 in. (3-mm)thread cannot be rolled S at any moisture content. Split Spoon Sampler I p p p Low The thread can barely be rolled. (2"outside diameter) Medium The thread is easy to roll and not much 1 Modified California Sampler time is required to reach the plastic limit. High The thread can be reroiled several times (3"outside diameter) after reaching the plastic limit. No Recovery GROUNDWATER LEVEL Water Level (measured or after drilling) Terms and Symbols used on Logs Water Level (during drilling) (g4 Earth Systems b Southwest MAJOR DIVISIONS GRAPHIC LETTER TYPICAL DESCRIPTIONS SYMBOL SYMBOL Well-graded gravels, gravel-sand CLEAN GW mixtures, little or no fines 110 GRAVELS <5% FINES +riri �+ri•. Poorl -graded ravels, ravel-sand GRAVELAND +.•.+.•.•.•.•:••. Y-9 9 9 r:r�. C'P mixtures. Little or no fines GRAVELLY r:r.r.rr.rr:r SOILS ................ "'°d Silty gravels,gravel-sand-silt More than GRAVELS rrr�� GM mixtures COARSE WITH FINES GRAINED SOILS on coarse fraction >12°/ FINES retained on No. 4 Clayey gravels, gravel-sand-clay sieve GC mixtures SW Well-graded sands, gravelly sands. SAND AND little or no fines CLEAN SAND SANDY SOILS (Little or no fines) < 5% SP Poorly-graded sands, gravelly More than 50%of sands, little or no fines material is larger than No.200 sieve size SAND WITH FINES SM Silty sands, sand-silt mixtures More than 50%of (appreciable coarse fraction amount of fines) :: sm��;i : coarse oassi a No.act 4 sieve ' 1 of SC Clayey sands, sand-clay mixtures Inorganic silts and very fine sands, MIL rock flour, silty low clayey fine sands or clayey silts with slight plasticity LIQUID LIMIT Inorganic clays of low to medium FINE-GRAINED LESS THAN 50 CL plasticity, gravelly clays, sandy SOILS _ clays, silty clays, lean clays OL Organic silts and organic silt clays of low plasticity SILTS AND CLAYS Inorganic silty, micaceous, or 011111 MH diatomaceous fine sand or silty soils 50%or more of material is smaller LIQUID LIMIT CH Inorganic clays of high plasticity, than No.200 GREATER fat clays sieve size THAN 50 Organic clays of medium to high OH plasticity, organic silts y .rrrr.r.r.rrrY.rr ,,•,,yy,,yyyyyyy Peat, humus, swamp soils with HIGHLY ORGANIC SOILS r y� PT hi h organic contents yyrrrrr.rr.rr 9 9 yyyyyyyyyyyy VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System Earth Systems Southwest eartn uystems 1680111inuisAve..Perris.CA92571 � Southwest Phone(951)928-9799,Fax(951)928-9948� Boring No B-1 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50382-01 Drill Type: Mobile B-61 Boring Location:See Plate 2 Logged By:B. Barnhart Sample Penetration 3 Page 1 of 1 Type - Description of Units 0 v c t Resistance Note: The stratification lines shown represent the m E. �,� — approximate boundary between Soil and/or rock types p y p (Blows/6") N an t4 p U and the transition may be gradational. Graphic Trend :D Blow Count Dry Density 0 SM SILTY SAND:brown,moist,fine to coarse grained sand,with I' some fine gravel.fill 10,17.22 122 9 dark brown,medium dense 5 11.22.33 128 7 8 1 115 SM 100 21 SILTY SAND:brown,very moist,fine to coarse grained sand, with some fine gravel,native 10 3,4,6 86 11 moist 4,6,9 102 9 fine grained sand 15 4,10,15 105 3 SP SAND:light gray,medium dense,moist,fine to coarse grained sand 20 8.14,19 106 2 .'i 25 9,14,16 109 3 30 4,9,10 98 18 SM SILTY SAND:dark brown,medium dense,very moist,fine grained sand 35 8 8 15 108 5 SP SAND:light gray.medium dense.moist,fine to coarse grained sand .'i 40 4.8.16 i i 108 IG SM SILTY SAND:olive,medium dense,very moist, fine to medium grained sand,with some clay,capillary fringe 45 9,12,17 107 18 III SP-SM SAND WITH SILT:light gray,medium dense,wet,fine to coarse = grained sand 50 15,21,15 115 16 with trace of fine gravel 55 Boring completed at 5 1-1/2 feet Groundwater encountered at 47 feet Backfilled with native cuttings 60 earm systems 1680 Illinois Ave.Perris,CA 92571 Southwest Phone(951)928-9799.Fax(951)928-9948 Boring No B-2 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50382-01 Drill Type: Mobile B-61 Ak Boring Location:See Plate 2 Logged By:B. Barnhart Sample Penetration �` Pa e 1 of I Type �= Description of'Units g o vC 3c JResistance c o y Note: The stratification lines shown represent the u m r i:�— approximate boundary between soil and/or rock types p _ p (Blows/6 ) ti p U and the transition may be gradational. Graphic Trend Blow Count Dry Density 0 SM SILTY SAND:brown,fine to coarse grained sand,fill 25,20.27 123 8 dark brawn,dense,damp,non plastic,no voids 1 5 13,18.19 120 6 1 ML SANDY SILT:dark brown,hard,moist,fine grained sand,non 9,21,34 plastic,no voids,native 10 10,14,18 SP SAND:light gray,medium dense,damp.fine to medium grained sand 15 20 25 30 35 40 45 50 55 Boring completed at I I-1/2 feet No groundwater encountered f3ackfilled with native cuttings 60 (elm) harm systems 1680 Illinois Ave..Penis.CA 92571 IMF Southwest Phone(951)928-9799,Fax(951)928-9948 Boring No B-3 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50382-01 Drill Type: Mobile B-61 Boring Location:See Plate 2 Logged By:B. Barnhart Sample T a Type Penetration _ ��° Description of Units Page I of I t - Resistance �° m p� Note: The stratification lines shown represent the u Y e E, approximate boundary between soil and/or rock types p i p (Blows/6") m p L and the transition may be gradational. Graphic Trend Blow Count Dry Density 0 SM SILTY SAND:dark brown,fine to coarse grained sand,with fine gravel,fill 16,25.28 6 5 12,18.23 125 6 CL SANDY LEAN CLAY:dark brown,hard,moist,fine to medium 7 1 112' 111 14 grained sand,medium plasticity,no voids,native,interbedded silty sand 10 11,11,15 115 8 very stiff,high plasticity ML SANDY SILT: light gray,very stiff,moist,line to medium 2,8. 10 107 4 grained sand CI. LEAN CLAY:dark brown,stiff,moist,no voids,interbedded 15 3,6,10 104 II silty sand CL SANDY LEAN CLAY:dark brown,fine to medium grained sand, medium to high plasticity,no voids 20 6,12,16 102 1 SP SAND:light gray,medium dense,damp,fine to coarse grained sand 25 10,15,16 30 4,10,11 ML SANDY SILT:dark brown,very stiff,moist,fine grained sand, non plastic,no voids 35 40 45 50 55 Boring completed at 31-1/2 feet No groundwater encountered Backfllled with native cuttings 60 t&w% eartn systems 1680 Illinois Ave..Perris,CA 92571 � .Southwest Phone(951)928-9799,Fax(951)928-9949 Boring No B-4 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50382-01 Drill Type: Mobile B-61 gel Boring Location:See Plate 2 Logged By:B. Barnhart Sample Penetration ? [Nagel of] Type o �� 5 Description of Units cU Resistance E m c o : Note: The stratification lines shown represent the o Y ❑ T co �." e approximate boundary between soil and/or rock types p a p (Blows/6 ) N N p U and the transition may be gradational. Graphic Trend Blow Count Dry Density 0 Sc CLAYEY SAND:dark brown,moist,fine to coarse grained sand. fill 8,10.21 II6 7 medium dense 5 9,20,33 122 4 SP-SM SAND WI'Fit SILI':light gray,dense,moist,fine to coarse 6,20,20 ML 115 13 grained sand,fill 10 SANDY SILT:dark brown,hard,moist,non plastic,no voids. 8.11,15 114 9 native 6,6,7 SP 99 5 POORLY GRADED SAND:brown,medium dense,moist,fine grained sand IS 4,4,5 93 7 SP-SM POORLY GRADED SAND WITII SILT:light gray,medium dense,moist,fine to medium grained sand 20 11,12,13 Sp POORLY GRADED SAND:light gray,medium dense,moist, fine to coarse grained sand 25 11,12.19 115 3 30 7,10.12 35 7.7,12 117 7 SM SILTY SAND:dark gray,medium dense,moist,fine to medium grained sand,no voids 40 GJ,11 SP-SM SAND WITIi SILT: light gmv,medium dense,moist,fine to coarse grained sand 45 11,17,23 112 16 wet 50 7.11.12 55 Boring completed at 51-1/2 feet Groundwater encountered at 45 feet Backlilled with native cuttings 60 eartn uystems 1680111inoisAve..Perris,CA92571 Southwest Phone(951)928-9799,Fax(951)928-9948 Boring No B-5 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50392-01 Drill Type: Mobile B-61 Ask Boring Location:See Plate 2 Logged By:B. Barnhart Sample Penetration '—` "" Pa e I of I Type . 0 .7, U.__ Description of Units g aU Resistance = m a o ` Nate: The stratification lines shown represent the v .m a >, r" o approximate boundary between soil and/or rock types �- (Blows/6") rn c? 0 to U and the transition may be gradational. Graphic Trend Blow Coma Dry Density 0 SP-SM POORLY GRADED SAND WITH SILT:brown,moist,fine to coarse grained sand,fill 162725 118 5 trace gravel,no voids 5 7,15.24 117 14 ML SANDY SILT:dark brown,hard,moist,fine to coarse grained 6,9,25 115 14 sand,non plastic,no voids,native 10 9,12.16 116 9 5.5,6 96 17 black,stiff,moist,slightly plastic,with organic odor 15 6,12,16 105 4 Sp POORLY GRADED SAND:olive,medium dense,moist,fine to coarse grained sand 20 9.11,15 'i• 111 4 25 30 35 40 45 50 55 Boring completed at 21-1/2 feet No groundwater encountered Backfilled with native tunings 60 farm systems 1680 Illinois Ave.,Perris.CA 92571 Z Southwest Phone(951)928-9799.Fax(951)928-9948 Boring No B-6 Drilling Date: August 4,2015 Project Name: Vail Ranch Towne Square Drilling Method:8" HSA w/autohammer Project Number:50392-01 Drill Type: Mobile B-61 Boring Location:See Plate 2 Logged By:B. Barnhart Sample a Penetration .- Pa e I of I V Type � '� _= Description of Units g r U Resistance c m C y Note: The stratification lines shown represent the u m e S. UO � L approximate boundary between soil and/or rock types p 3 e, p (Blows/6') rn U �j and the transition may be gradational. Graphic Trend Blow Count Dry Density 0 SM sii-fY SAND:brown,moist,fine to coarse grained sand,with clay inlays,non plastic to slight plasticity.fill �3, 3,19,27 129 6dark brown,dense,no voids 5I8,27 116 9 10 15 20 25 30 35 40 45 50 55 Boring completed at feet No groundwater encountered Backfilled with native cuttings 60 Bodna No.I B 1 11oroject and Number Va0 RaaN Taxm594 122 ESSW FAM SW M Dep01 Ifs 6pow Types 4 Nr Naas Vw- V. 41 all dNw d^ Consistency ConFlFbnryN DN,Company CkPx Count Swnpter UMI blows"I01ona01) Magic) ileac) daymeas Coarse Grained Fine Grained Dnllinp MaMotl 8'XSN 2.5 39 2.5 22.f M49 2M74 W02 34.40 111A2Ol OD02M 0.012666 Medium Elena Very SfiM SM laWuda lNam) MlMltea eKolga DacteW)da0. S.0 55 c 2.5 32.24 42.99 299.12 981.12 36.35 O.OS135 0.00255 O.OfiB769 Dense Hand 33 29 1.52 33.1838 8.0 26 c 30 15.14 ZM32 2M..70 289.51 3234 O.IQfil OA03M 0A92DB Medium Oense Very Stiff MD 10 1 10 5.86 7.82 1MA5 5911.43 M" 0.255M D00334 0.0) loose firm Site LanpHudea l3Veaat1 DaOraeea BW te wt Racal DaaMW l4ra. 110 15 L0 9.T 11.73 205.21 6)3.10 29.M O.1M58 MM297 0.0 Wit lone SOH 117 Is I&M 112.06% 11 3.0 16.61 19.54 237.M 780.58 3LU 0,15352 0.003M 0.NM2 Medium Dense Ver,SON 10D 33 1 5.0 24.51 25.W W.% W03 33.52 0.193M 0M91 0.149152 Medium Dense Very SON OW DWINd An.BPT NrMua btewM) 25.0 30 c 5.0 ZL29 23.45 250.90 822.96 33.M 0.21322 O.OMOB 0.151339 Medium[Anse Very SOH 8tal 20 30.0 19 c 5.0 14A5 M.M W.)a )20.8) 30.89 0.33666 G006M 0.161865 Medium Dense Stiff MD 13 c SD 1798 17.% 232M 761.93 3LINS 421811 0.0115% 0.1S7455 MMum Dmse VeriWff Ilwmrr Aaa.911aR Wan",l veK T' 40.0 24 c 5.0 18.26 1476 23S.18 711.40 31.9S 036652 0.M O.15M74 Medium Dense Very SUR 791 (Upper 50 feel 45D 29 c 1 5.0 22.67 22.67 2a8A5 914.91 32.83 0.220 7 O.OM14 13.152118 Medium Dense Ver,SOH 50.0 36 c SA M14 M14 2M.S3 W.65 33.911 MIT3M 0.0051M, 0914716 Medium Dense Very%ff IlwsMwr rlrUy Incbul IA.FrMion M9le ldeanr 30 32 M OaUo% 4o0 Pro weer T M CInea fbnWate Correlation jcbr jEavarnewhad Snsar Wane Velocity" 1 SpmadsMel Version 2.2.1,2011:Prepared WY KeWnL Paul,PIE,GE lea'W fed) n.yw M U feed) SamplerUror ComNon Ca off ProflNT "HeCIau Twl: 50.0 Taal. 2554M 0.06318 3.510685 1.2 Applled'd SPT Sampler Usetl D LO cdff[y M US "Cal Vans GealeNniW krvim DesiOi Manual.Verdun l.O,Nuauic 3009 _-_ - urin8 N60HE correi only for Hammer Energy Rod L• More Ground yew r.r rr e - _ u.ru�p� r Convitengdassifir oribasedupon ASCE1996 m EWnate Vea Err rc. •.nr� 'r 4 rr� `Calbans ESOmallon Metrod a.narNaa4 .w so Wb�a btA Tm4 1nYmMpn,1a61 MbrA Bo ,No.I BA Project and Num"r Vail RMUT Tomin Sgol3A3B2-01 ESSW Fields BB DOPM(I) Elw' T,,l 4 M. Nam. V- V. 'P. 4A. dlVe d^ ConoNamicV E CombbncVN DNllirq Comps calpas CtwM S 1 ("1 (M.) *11" a Coarse G.InM Rne Grained D0111n0 McMod 181149 2S 31 2.5 16I7 2<.23 253.W M.M 33.20 DAM17 O.WM3 0.025293 M"um Dense Very So" SNaL uda(Na1N) papraea MImM 4cat0a IN"Fir Will. 5.0 53 1 2.5 31.W alA3 m5.93 9M.M %13 006035E01317 8 D.099196 Omoe Ham 33 T9 an 33.U36 7.5 b 1 2.5 23A5 31.2) 2)2A SM.9 M.M O.W996 0,0)23D Mel8um Mmw Very Stiff m0 26 1 2.5 35.2a 2032 2*170 7M 51 32M D.12W11) 0OP315 Medium Dense Very Stiff BNalpgMrge N3aN19acelt0aOacanal(M9as m c 2.5 8." M16 1%.e) 6a5.)a 29.30 0.2 W2 ) ODa531 boce SUN Ill5 m.% .TI 15.0 9 1 2.5 5.98 )Aa 1)6% SW.a3 2).92 0.3553T31 OOB9529 Lome Firm W.o 25 1 SA M.25 29.1) 26)29 8)6.2f X1) 01)103 QMM2 Den. Hard AM.SPT WVNw(EIowT2 25A 31 c so m02 2a.m 1S3.M SWA3 33.20 0.m6M2 0150586 McM1umDance VerySW 21 W.0 22 1 5.0 W.W 25.6) 25).% Baa.B2 33.W 0AMI92 0149267 Den. Hard M.0 >9 so A 18.85 219.)8 )20,8) We O.m6669a D.161%5 Medium Den. 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Ve 50 lb B09 U 50 feet a5.0 b c 5.0 31.2T 31.2) 2)2)3 89a.5) M.Sa 0.1599159 0.1M)55 Den. mind 500 23 SA 32.20 26.m MO.W a55.P 33)3 01%MM U.lMM Denyr, Hard 34pmmr lI 1 IA..FdoOon Mlgp dbrwl 30 133 E0 Rada(% SWI Pro T wCpM o cliy m Ym(Cer SMr Waw vMuy� I aaedon 1m Mm 1Gtl IM�n u.wr.o1.a3r nMPlqM li ne r Nel Cm Ca Vb o : oO Total: 2A3M5 008 1525 WNS N ID I.OAppliedIfU UwrpWU.d "Gltrons Geutedmi.1 Service.Decidn Manual,Version 1.0.puauet 2U09 onaaeera�so�nsraas Wiry NrglE rwrMed only Mr Hammer Emw Rool UrniO R6oW OroundR) . ry.r.r�er 3 a+.a� af'iu 'u� '� Conti en,dnorifi[atim baud union 5 f1996 MMpin cO EfIMpb Va Oyer _ . --, a�rrr �s Syrealmt Version 2.2.1,2011:Prepared by aeidn L.Paul,PE,GE 'Caitram Ecdm ition MCMod aaY a�.y latl.aer ppnrM MW ronlm *ro IL4. .00 lsranPlm.ipel 9u.n.m�. mHrao EARTH SYSTEMS - EVALUATION OF LIQUEFACTION POTENTIAL AND INDUCED SUBSIDENCE Vail Ranch Towne Square Project No: 50382-01 1996/1998 NCEER Method Boring: B-1 Earthquake Magnitude: 7.6 PGA, : 0.75 Calc GWT (feet): 17 Cyclic Stress Ratio Factor of Safety Volumetric Strain (%) SPT N 0.0 0.2 0.4 0.6 0.8 0.0 1.0 2.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 0 10 20 30 40 50 60 70 0 0 0 0 10 10 10 10 -A 20 20 20 20 wrl Im w z c y ya, a &0 �30 w'0 p 30 40 40 40 40 50 50 50 50 -�ECI CSR tCRR tSPT N tN1(60) Total Thickness of Liquefiable Layers: 35.0 feet Estimated Total Ground Subsidence: 7.1 inches 0 a EARTH SYSTEMS - EVALUATION OF LIQUEFACTION POTENTIAL AND INDUCED SUBSIDENCE Vail Ranch Towne Square Project No: 50382-01 1996/1998 NCEER Method Boring: B-4 Earthc uake Magnitude: 7.6 PGA, : 0.75 Calc GVYT feet): 17 Cyclic Stress Ratio Factor of Safety Volumetric Strain (%) SPT N 0.0 0.2 0.4 0.6 0.8 0.0 1.0 2.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 0 10 20 30 40 50 60 70 0 0 p p 41 10 10 10 10 OOOFW 20 20 20 20 d w w L t L v a 4� &0 030 &0 p 30 40 40 40 40 50 50 50 50 -!:EQ CSR -�CRR [ -SPTN tNi(60 Total Thickness of Liquefiable Layers: 30.0 feet Estimated Total Ground Subsidence: 5.0 inches EARTH SYSTEMS - EVALUATION OF LIQUEFACTION POTENTIAL AND INDUCED SUBSIDENCE Vail Ranch Towne Square Project No: 50382-01 1996/1998 NCEER Method Boring: B-1 Earthquake Magnitude: 7.6 PGA, g: 0.50 Calc GWT (feet): 17 Cyclic Stress Ratio Factor of Safety Volumetric Strain (%) SPT N 0.0 0.2 0.4 0.6 0.8 0.0 1.0 2.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 0 10 20 30 40 50 60 70 0 0 0 0 10 10 10 10 20 20 20 20 n � n m0 030 °d10 030 40 40 40 40 50 50 50 50 �EQ CSR tCRR tSPTN tN1(60) Total Thickness of Liquefiable Layers: 0.0 feet Estimated Total Ground Subsidence: 0.2 inches 0 s 0 EARTH SYSTEMS - EVALUATION OF LIQUEFACTION POTENTIAL AND INDUCED SUBSIDENCE Vail Ranch Towne Square Project No: 50382-01 1996/1998 NCEER Method Boring: B-4 Earthquake Magnitude: 7.6 PGA, g: 0.50 Calc GWT (feet): 17 Cyclic Stress Ratio Factor of Safety Volumetric Strain (%) SPT N 0.0 0.2 0.4 0.6 0.8 0.0 1.0 2.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 0 10 20 30 40 50 60 70 0 0 0 0 10 10 10 10 20 20 20 20 L L L t n d wn, a &0 030 °1'0 030 40 40 40 40 50 50 50 50 �EQ CSR tCRR - -SPTN tN1(60) Total Thickness of Liquefiable Layers: 0.0 feet Estimated Total Ground Subsidence: 0.8 inches 0 . 0 EARTH SYSTEMS SOUTHWEST - SETTLEMENT ANALYSES Vail Ranch Towne Square 50382-01 Width, ft: 1.5 Length, ft: 40.0 Net pressure, ksf: 2.00 Settlement, inches: 0.7 Influence Factor Vetical Stresses (ksf) Settlement (% of layer) SPT N Values 0.0 0.2 0.4 0.6 0.8 1.0 0 1 2 3 4 5 6 7 8 91011 0 1 2 0 10 20 30 40 50 0 0 0 0 5 5 5 5 10 10 10 10 15 15 15 15 20 _20 20 20 N N 925 5 25 t-Q5 L L L p_ 1Z d p30 0 30 p030 35 35 35 35 40 40 40 40 45 45 45 45 —Schmertman —Applied 50 50 50 50 Consolidation -- -Effective Load, Q: 3 kpf Embedment, feet: 1.5 Boring: B-1 EARTH SYSTEMS SOUTHWEST - SETTLEMENT ANALYSES Vail Ranch Towne Square 50382-01 Width, ft: 5.0 Length, ft: 5.0 Net pressure, ksf: 2.00 Settlement, inches: 0.8 Influence Factor Vetical Stresses (ksf) Settlement (% of layer) SPT N Values 0.0 0.2 0.4 0.6 0.8 1.0 0 1 2 3 4 5 6 7 8 91011 0 1 2 0 10 20 30 40 50 0 0 0 0 5 5 5 5 10 10 10 10 15 15 15 15 20 20 20 20 a) N a� �=25 �5 25 t:25 a p O p30 C�10 30 030 35 35 35 35 IN 1111111 40 40 40 40 45 45 45 45 Schur rtnnan Applied 50 50 50 50 --Lk:E - Consolidation -Effective Load, Q: 50 kips Embedment, feet: 2.0 Boring: B-1 0 . 0 EARTH SYSTEMS SOUTHWEST - SETTLEMENT ANALYSES Vail Ranch Towne Square 50382-01 Width, ft: 100.0 Length, ft: 100.0 Net pressure, ksf: 0.50 Settlement, inches: 0.9 Influence Factor Vetical Stresses (ksf) Settlement (% of layer) SPT N Values 0.0 0.2 0.4 0.6 0.8 LO 0123456789101121314196 0 1 2 0 10 20 30 40 50 0 0 0 0 5 5 5 5 10 10 10 10 15 15 15 15 20 20 20 _20 � N � N =25 5 25 t25 L L L a n n §0 �;30 30 (D30 35 35 35 35 40 40 40 40 45 45 45 45 50 —Schmertman Applied 50 50 50 Consolidation Effective Preload Fill Boring: B-1 • APPENDIX B Laboratory Test Results M EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 • UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: Vail Ranch Towne Square Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B1 2.5 122 9 SM B1 5 128 7 SM B1 7.5 100 21 SM B1 10 86 11 SM B1 12.5 102 9 SM B1 16 105 3 SP B1 20 106 2 SP B1 25 109 3 SP B1 30 98 18 SM B1 35 108 5 SM B1 41 108 16 SM B1 45 107 18 SM 131 50 115 16 SP-SM B2 2.5 123 8 SM B2 5 120 6 SM B3 2.5 --- 6 SM B3 5 125 6 SM B3 7.5 111 14 CL B3 11 115 8 ML B3 12.5 107 4 ML B3 15 104 11 CL B3 21 102 1 SP File No.: 50382-01 September 25, 2015 Lab No.: 15-131 • UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: Vail Ranch Towne Square Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) N Symbol B4 2.5 116 7 Sc B4 5 122 4 SC B4 7.5 115 13 SP-SM/ML B4 10 114 9 ML B4 12.5 99 5 SP B4 16 93 7 SP-SM B4 25 115 3 SP B4 36 117 7 SM B4 45 112 16 SP-SM • B5 2.5 118 5 SP-SM B5 6 117 14 ML B5 7.5 115 14 ML B5 10 116 9 ML B5 12.5 96 17 ML B5 16 105 4 SP B5 20 111 4 SP B6 2.5 129 6 SM B6 5 116 9 SM File No.: 50382-01 September 25, 2015 Lab No.: 15-131 PLASTICITY INDEX ASTM D 4318 • Job Name: Vail Ranch Towne Square Sample ID: B1 @ 10 Soil Description: Silty Sand (SM) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV/0! Water Content, % #DIV/0! #DIV/O! PLASTIC LIMIT #DIV/01 PLASTICITY INDEX #DIV/0! Flow Index 1 ae 1 c Y C O u 0 a Y 3 0 • 0 10 Number Ll I of Blo 1 asticity Chart 7 0 H 30 CL a' 20 H 10 0 57 ML 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 PLASTICITY INDEX ASTM D4318 • Job Name: Vail Ranch Towne Square Sample ID: B3 @ 5 Soil Description: Silty Sand (SM) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV O! Water Content, % #DIV/0! #DIV/O! PLASTIC LIMIT #DIV/O! PLASTICITY INDEX #DIV/0! Flow Index 1 1 « C C Q u 0 a m 3 0 • o 10 Number of AL Plasticity Chart H 75 30 CL °' 20 H 10 ML 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit 0 EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 PLASTICITY INDEX ASTM D 4318 • Job Name: Vail Ranch Towne Square Sample ID: B3 @ 12.5 Soil Description: Sandy Silt (ML) DATA SUMMARY TEST RESULTS Number of Blows: 0 0 0 LIQUID LIMIT #DIV 0! Water Content, % #DIV/01 #DIV/0! PLASTIC LIMIT #DIV/0! PLASTICITY INDEX #DIV/0! Flow Index 1 1 Y C c 1 0 v 0 L d Y 3 0 0 10 Number of 10 **la icity Chart 70 50 H 30 CL a 20 H 10 ML 0 1!7E; 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Job Name: Vail Ranch Towne Square • Lab Number: 15-131 AMOUNT PASSING NO. 200 SIEVE ASTM D 1140 Fines USCS Sample Depth Content Group Location (feet) N Symbol Bl 0-5 48 SM B1 10.5 17 SM 81 12.5 32 SM 131 20 4 SP 131 30 45 SM 131 41 19 SM 131 50 6 SP-SM B2 5 23 SM B4 0-5 34 Sc File No.: 50382-01 September 25, 2015 Lab No.: 15-131 CONSOLIDATION TEST ASTM D 2435 Vail Ranch Towne Square Initial Dry Density: 74.8 pcf B1 @ 7.5 feet Initial Moisture, %: 20.6% Silty Sand (SM) Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.229 Ring Sample % Change in Height vs Normal Presssure Diagram Before Saturation oHydrocollapse ■ After Saturation —m--Rebound 2 1 0 • -1 -2 L -3 rn x c -4 c -5 m L U -6 c v u -7 N a -e -9 -10 11 -12 0.1 1.0 10.0 Vertical Effective Stress,ksf • EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 CONSOLIDATION TEST ASTM D 2435 & D 5333 Vail Ranch Towne Square Initial Dry Density: 73.8 pcf B3 @ 10 feet Initial Moisture, %: 10.6% Silty Sand ISM) Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.260 Ring Sample Hydrocollapse: 0.5% @ 2.3 ksf % Change in Height vs Normal Presssure Diagram Before Saturation �Hydr000llapse ■ After Saturation --m—Rebound Poly.(After Saturation) 2 1 0 -1 _2 -C C -3 CD x c C. -4 tM r -S M L U -6 C W -7 41 a -8 -9 -10 -11 -12 0.1 1.0 10.0 Vertical Effective Stress,ksf • EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 CONSOLIDATION TEST ASTM D 2435 & D 5333 Vail Ranch Towne Square Initial Dry Density: 78.9 pcf 81 @ 31 feet Initial Moisture, %: 17.9% Silty Sand (SM) Specific Gravity (assumed): 2.67 Initial Void Ratio: 1.113 Ring Sample Hydrocollapse: 0.4% @ 2.3 ksf % Change in Height vs Normal Presssure Diagram Before Saturation + Hydrocollapse ■ AfterSaluradon ter-Rebound —Poly.(After Saturation) 2 1 0 -1 -2 L -3 rn x C -4 c -5 m L U -6 C N -7 N a -8 -9 -10 -11 -12 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 CONSOLIDATION TEST ASTM D 2435 & D 5333 Vail Ranch Towne Square Initial Dry Density: 108.7 pcf B2 @ 5 feet Initial Moisture, %: 6.4% Silty Sand (SM) Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.533 Ring Sample Hydrocollapse: 2.3% @ 2.3 ksf % Change in Height vs Normal Presssure Diagram Before Saturation � Hydrocollapse ■ After Saturation —ss—Rebound —Poly.(After Saturation) 2 1 0 • 1C. -2 L -3 rn x c -4 W r -5 m t U -6 c m u 7 m a 8 -9 -10 -11 -12 0.1 1.0 10.0 Vertical Effective Stress,ksf • EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 . CONSOLIDATION TEST ASTM D 2435 & D 5333 Vail Ranch Towne Square Initial Dry Density: 89.8 pcf B4 @ 12.5 feet Initial Moisture, %: 4.9% Sand (SP) Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.857 Ring Sample Hydrocollapse: 0.5% @ 2.3 ksf % Change in Height vs Normal Presssure Diagram r—Before Saturation �Hydrocollapse ■ After Saturation �Rebound —Poly. (After Saturation) 2 1 0 _1 _p L -3 rn 4) 2 c -4 c -6 m r U -6 c a ar -7 a _g -g -10 -11 -12 0.1 1.0 10.0 Vertical Effective Stress,ksf EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 • CONSOLIDATION TEST ASTM D 2435 & D 5333 Vail Ranch Towne Square Initial Dry Density: 98.9 pcf B5 @ 20 feet Initial Moisture, %: 3.8% Sand (SP) Specific Gravity (assumed): 2.67 Initial Void Ratio: 0.686 Ring Sample Hydrocollapse: 0.5% @ 2.3 ksf Change in Height vs Normal Presssurc Diagram — �BeforeSaturation + Hydrocollapse is After Saturation - -Rebound Poly.(After Saturation) 2 1 0 -1 -2 L -3 rn 2 c -4 4) c -5 m t C� -6 C c m m -7 a -8 -9 -10 -11 -12 0.1 1.0 10.0 Vertical Effective Stress,ksf EARTH SYSTEMS SOUTHWEST • File No.: 50382-01 September 25, 2015 Lab No.: 15-131 EXPANSION INDEX ASTM D-4829 Job Name: Vail Ranch Towne Square Sample ID: B4 @ 0-5 feet Soil Description: Brown Clayey Sand (SC) Initial Moisture, %: 9.1 Initial Compacted Dry Density, pcf: 116.4 Initial Saturation, %: 55 Final Moisture, %: 15.0 Volumetric Swell, %: 1.0 Expansion Index, El: 12 Very Low El ASTM Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High >130 Very High • EARTH SYSTEMS SOUTHWEST File No.: 50382-01 September 25, 2015 Lab No.: 15-131 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE ASTM D 1557(Modified) • Job Name: Vail Ranch Towne Square Procedure Used: A Sample ID: B1 @ 0-5 feet Preparation Method: Moist Location: Native RammerType: Mechanical Description: Brown, Silty F to C Sand (SM) Lab Number: 15-131 Sieve Size % Retained (Cumulative) Maximum Dry Density: 131.9 pcf 3/4" 0.0 Optimum Moisture: 7.5% 3/8" 0.8 #4 2.1 140 135 130 <--Zero Air Voids Lines, sg=2.65,2.70, 2.75 • 125 w COL. y 120 C d ❑ ❑ 115 110 105 100 -— F T-T If- 0 5 10 15 20 25 30 35 Moisture Content, percent • Job Name: Vail Ranch Towne Square September 25, 2015 File No.: 50382-01 Lab Number: 15-131 Organic Impurities Sample Number Percent Loss % B5 @ 12 1/2 feet 2.4 • File No.: 50382-01 9/25/2015 Lab No.: 15-131 SOIL CHEMICAL ANALYSES Job Name: Vail Ranch Towne Square Job No.: 50382-01 Sample ID: B1 B4 Sample Depth, feet: 0-5 0-5 DF RL Sulfate, mg/Kg (ppm): 174 328 10 5.00 (ASTM D 4327) Chloride, mg/Kg (ppm): 40 36 10 1.00 (ASTM D 4327) pH, (pH Units): 8.57 10.68 1 --- (ASTM D 1293) Resistivity, (ohm-cm): 2,387 1,730 --- --- Conductivity, (mmhos-cm): 419 578 1 2.00 (ASTM D 1125) Note: Tests performed by Subcontract Laboratory: Truesdail Laboratories, Inc. DF: Dilution Factor • 14201 Franklin Avenue RL: Reporting Limit Tustin, California 92780-7008 Tel: (714) 730-6462 N.D.: Not Detectable General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0-1,000 mg/Kg(ppm) [0-.1%] Low Sulfated 1,000-2,000 mg/Kg(ppm) [0.1-0.2%] Moderate 2,000-20,000 mg/Kg(ppm) [0.2-2.0%] Severe >20,000 mg/Kg(ppm) [>2.0%) Very Severe Resistivity= F�35,"000 900 ohm-cm Very Severely Corrosive 300 ohm-cm Severely Corrosive ohm-cm Moderately Corrosive 000 ohm-cm Mildly Corrosive 00+ ohm-cm Progressively Less Corrosive 1-General corrosivity to concrete elements. American Concrete Institute ACI Water Soluble Sulfate in Soil by Weight,ACI 319,Tables 4.2.2-Exposure Conditions and Table 4.3.1-Requirements for Concrete Exposed to Sulfate-Containing Solutions. It is recommended that concrete be proportioned in accordance with the requirements of the two ACI tables listed above(4.2.1 and 4.3.I). The current ACI should be referred to for further information. 2-General corrosivity to metallic elements(iron,steel,etc.). Although no standard has been developed and accepted by corrosion engineering organizations,it is generally agreed that the classification shown above, or other similar classifications, reflect soil corrosivity. Source:Corrosionsource.com. The • classification presented is excerpted from ASTM STP 1013 titled "Effects of Soil Characteristics on Corrosion"(February, 1989) EARTH SYSTEMS SOUTHWEST September 25, 2015 File No.: 50382-01 EXUDATION PRESSURE CHART • 100 1 80 -::#-- 1 1111 -- -VIf ---- iii HIM -- ---- 60 ini +� - . . m I u 40 n 20 IT B00 700 600 500 400 300 200 100 Exudation Pressure EXPANSION PRESSURE CHART 2.00 a� z 1.50 E 0 1.00 T N LL 0.50 ; to N C 0.00 F 0.00 0.50 1.00 1.50 2.00 oCover Thickness by Expansion Pressure(Ft) U JOB NAME: Vail Ranch Town Square SAMPLE 1. D.: B4 @ 0-5' SOIL DESCRIPTION: Clayey Sand (SC) SPECIMEN NUMBER A B C EXUDATION PRESSURE 511 318 145 RESISTANCE VALUE 21 17 5 EXPANSION DIAL(0.0001") 3 2 1 EXPANSION PRESSURE (PSF) 13.0 8.7 4.3 % MOISTURE AT TEST 11.3 12.5 14.2 DRY DENSITY AT TEST 121.4 1 120.3 1 118.2 R-VALUE @ 300 PSI EXUDATION 16 R-VALUE by Expansion Pressure" 100 • Based on a Traffic Index of 5.0 and a Gravel Factor of 1.70 Earth Systems Southwest Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 4: Historical Site Conditions Phase I Environmental Site Assessment or Other Information on Past Site Use The site had been vacant prior to construction of the Vail Ranch Towne Center in 2011. This portion of the site includes a portion of vacant land and a portion that is a parking lot for the center. -44- Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis The minimum infiltration rate necessary in order to implement infiltration BMPs is 1.6 in/hr. Testing of the soils at this site has demonstrated that the rates are much less than 1.6 in/hr. Testing was conducted at 2 borings on the site and the values were determined to be 0.08 and 0.34 in/hr at the two boring locations. Therefore infiltration BMPs have been determined to be technically infeasible and alternative BMPs are proposed to meet the NPDES criteria. DMA 1 will utilize a bioretention basin to meet the requirements. The basin is designed in accordance with the RCFC&WCD LID BMP Design Handbook. This LID BMP will receive tributary waters and absorb the waters into a soil media prior to being slowly discharged through a subdrain system that connects to an existing on-site drainage system. DMA 2 will consist of areas of permeable pavers as the LID BMP to treat some of the tributary flows. The site'grades have been designed to direct flows to the paver areas to maximize the opportunity for the pavers to absorb as much of the water as possible. The pavers have an underdrain system that then connects to a Modular Wetlands System (MWS) unit for additional • treatment of pollutants prior to discharge into the existing drainage system on the site. • -46- Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 6: BMP Design Details BMP sizing, Design Details and other5upporting Documentation • -46- T --- -- -------------=------------- -; -- - -- ------ -- --------------- -----------------;------------------; ------------- ---------------- ; ---------------- ----- R07W ; R06W R05W R04W R03W R02W R01W R01E R02E R03E R04E R05E I T01S 1 1 I 1 ' ------- -__-.-__ —_- , 0.85 I I Mir,a Loma �+ c .• «� _ _. ._ ,. j I • i i ,I /Ufi1 - T 02 S RiversideNorth� ' 'r"♦ ' I oso 0.68 `"" �• PigeonP.ass /0.54 A 085 or8o f oa5 065 RiversideSouth 0 66 0.75 :--• - 0•70 MorehoFast •0:85" , T 03 S ««E r 0s5 r Beaumont �•� ..`� 1 080 •fru• �.- ; 0.88 0 70 ; ; Woodcrest - - ------------, ---- • ------- ----- '- - a _ oso 0.68 �� ; \0.50 1 PerrisReservoir _ f 0.90 •". LakeMathews • X•y••�"ti T 04 S ` V,istaGrandeGSo ss �e \ 055 i . r0 0.75 y 1 KPNp • ' I • w-r_ •l� .0?60 ; 0:740' -, • - - 0 0 7 6 -- SanJacmfoNWS 85 0 805 05 + ...o • 0s50so Q l T OS S oso 0 80 /'•, .t i • ) o so. Idyf�wild o•soJ ;. SuQty per• , 85 { II , 0.58 0 W ncfiester • 070 — • -- ----- ---a *. \ 0. ,• I --------------- - .` RICwE 1lMtE � , �•/ •• , 1. 0.701W r..�r •; Santa Ana River Watershed 'HurkeyCreek ono 0.6s �• T 06 S . -ElsinoreNWS .• ; .r F El6arisoStation� •y� ► 0'60 • ' r r�,r\..e /Or75'' k 1 1 065 r r r r a a C . © • �,• ,0-80V ♦ ____ ------0 0:55)r Santa Margarita'WateBhd 070 J. .. o r r » n u 0.77 065 ti•.r ♦. •M a WlldomarLaCrests 0I • „ » i 1 0'.8o SkinnerLake • —� T07 $ » r n a n r 1 ` \ 0.65 nza u a a r r r I ••� • • - �_ 85 0.75 O60 0:70 Air.,.�• •� • ' - - — 0.85 � 065 P T 08 S 0.77 • 0:70 Rain Gage Locations taRosaPlsteau; Tee 0 ,0 m i -0.so - _ �y —N RIVERSIDE COUNTY FLOOD s.cu ; CONTROL AND WATER SITE 0.92 •♦ CONSERVATION DISTRICT % . ; A9ua4Vaney lsohyetal Map R,07W R06W R05W R04W I R03W R02W R01W ROLE R02E R03E for the 85th Percentile 24 hour Storm Event - _ - ---- Ju1y201t Bioretention Facility -Design Procedure BMP ID Legend: Required Entries Calculated Cells pany Name: Sessions Consulting Engineer Date: 6/14/2019 Designed by: Kerry Sessions County/City Case No.: Design Volume Enter the area tributary to this feature AT= 0.97 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP 2,359 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= 99.0 ft Total Effective Depth, dE dE= (0.3) x ds +(0.4)x 1 - (0.7/WT)+ 0.5 dE = ft Minimum Surface Area, Am _ VBMP 00 AM=�ftV AM (ft2) dE(ft) Proposed Surface Area A= 1,947 ft' Bioretention Facility Properties Side Slopes in Bioretention Facility z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 0 % 6" Check Dam Spacing 0 feet Describe Vegetation: Natural Grasses Notes: Proposed Volume is determined by multiplying the Effective Depth by th Proposed Surface Area: 1.49 * 1,847=2,752 Riverside County Best Management Practice Design Handbook JUNE 2010 MWS Linear 2.0 Flow Based Sizing Calculations - California Region (Northern, Central, and Southern Regions) Physical Depth of Model Treatment Capacity for Flow Based Design m Model 9 fro TC,FS, or TC to Welland Chamber -Watiand Chamber Maa Wattind Chamber -FLOW DESIGN^ INVERT OUT Parameter(it) Hi Height(R) Surface Area(nq R) GPM CIS MWS-Ld+t 4.13' fi] 3 40 22 76 23.46 0.052 MWS-L48 4.13' 9.4 3.40 31.96 32.92 0.073 MWS-L-4-8 C13' 14.0 340 50.32 51.83 0.115 MWS-L413 4.13' 18.4 3.40 62.56 64.44 0.1" MWS-L415 4.13' 22.4 3.40 76.16 78.41 0.175 MW&L-417 4.13' 26.4 3.40 89.76 92.45 0.206 MWSL419 4.1T 30.4 3.40 103.36 106.46 0.237 MWSL421 4.13' 34.4 3.40 116.96 120.47 0.268 i MWS-L-e-e 4,13' 18.8 340 03.92 65.84 0.147 MWS-L-8-8 4.13' 29.6 3.40 100.64 103.66 0.231 MWS-L-8-12 4.13' 44.4 3.40 150.96 155.49 0.346 MWS-L-0-16 4.13' 59.2 3.40 201.28 207.32 0,462 MWS-L$20 4,13' 740 3.40 251.60 259.15 0.577 MWS-L-B-24 4.13' 88a 3.40 301.92 310.98 0.693 Shallow or Deeper Units "Not the physical height of Based on loading rate of 1W Available.Change in Haight the unit out tee max HGL In kvhr or 1.03 gpWsq 6 VAll Affect Treatment Capedty me system at peak treatment flow hate WETLANDS Modular Wetland Systems, Inc. Copyright 2013 www.modularwetlands.com info@modularwetlands.com P: 760-433-7640 2972 San Luis Rey Rd, Oceanside CA 92058 NAF IX6m NIAIf O FP ANiFXt OF ECOLOGY December 2015 GENERAL USE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND PHOSPHORUS TREATMENT For the MWS-Linear Modular Wetland !Ecology's Decision: Based on Modular Wetland Systems, Inc. application submissions, including the Technical Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level idesignation: 1. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Basic treatment • Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area. 2. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Phosphorus treatment • Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area. 3. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Enhanced treatment • Sized at ahydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins),size the Prefilters at 2.1 gpm/sq ft of cartridge surface area. • • 4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units for Basic,Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above. Designers shall calculate the water quality design flow rates using the following procedures: • Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. • Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. • Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 5. These use level designations have no expiration date but may be revoked or amended by Ecology, and are subject to the conditions specified below. Ecolot!y's Conditions of Use: Applicants shall comply with the following conditions: 1. Design, assemble, install, operate, and maintain the MWS —Linear Modular Wetland Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc. • applicable manuals and documents and the Ecology Decision. 2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before site installation. This ensures that site grading and slope are appropriate for use of a MWS —Linear Modular Wetland Stormwater Treatment System unit. 3. MWS —Linear Modular Wetland Stormwater Treatment System media shall conform to the specifications submitted to, and approved by, Ecology. 4. The applicant tested the MWS—Linear Modular Wetland Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This GULD applies to MWS —Linear Modular Wetland Stormwater Treatment Systems whether plants are included in the final product or not. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a"one size fits all"maintenance cycle for a particular model/size of manufactured filter treatment device. • Typically, Modular Wetland Systems, Inc. designs MWS -Linear Modular Wetland systems for a target prefilter media life of 6 to 12 months. • Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels. • Owners/operators must inspect MWS -Linear Modular Wetland systems for a minimum • of twelve months from the start of post-construction operation to determine site-specific • maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According, to SWMMEW, the wet season in eastern Washington is October I to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. • Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. • When inspections are performed, the following findings typically serve as maintenance triggers: • Standing water remains in the vault between rain events, or • Bypass occurs during storms smaller than the design storm. • If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement. • Additional data collection will be used to create a correlation between pretreatment chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the Company section below) • 6. Discharges from the MWS - Linear Modular Wetland Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Modular Wetland Systems, Inc. Applicant's Address: PO. Box 869 Oceanside, CA 92054 Application Documents: • Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011 • Quality Assurance Project Plan: Modular Wetland system — Linear Treatment System performance Monitoring Project, draft, January 2011. • Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011 • Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data, April 2014 • Technical Evaluation Report: Modular Wetland System Stormwater Treatment System Performance Monitoring, April 2014. • Applicant's Use Level Request: General use level designation as a Basic, Enhanced, and Phosphorus treatment device in accordance with Ecology's Guidance for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol—Ecology(TAPE) January 2011 Revision. Applicant's Performance Claims: • The MWS —Linear Modular wetland is capable of removing a minimum of 80-percent of TSS from stormwater with influent concentrations between 100 and 200 mg/l. • The MWS —Linear Modular wetland is capable of removing a minimum of 50-percent of Total Phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/l. • The MWS —Linear Modular wetland is capable of removing a minimum of 30-percent of dissolved Copper from stormwater with influent concentrations between 0.005 and 0.020 mg/l. • The MWS—Linear Modular wetland is capable of removing a minimum of 60-percent of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30 mg/l. Ecology Recommendations: • Modular Wetland Systems, Inc. has shown Ecology, through laboratory and field- testing,that the MWS - Linear Modular Wetland Stormwater Treatment System filter system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced treatment goals. Findings of Fact: Laboratory Testing The MWS-Linear Modular wetland has the: • Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L. • Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L. • Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent • concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media. • Field Testing • Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model #MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite samples of the system's influent and effluent during 28 separate storm events. The system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period.The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter). • Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TSS removal for influent concentrations greater than 100 mg/L (n=7) averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was 12.8 mg/L. • Total phosphorus removal for 17 events with influent TP concentrations in the range of 0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit(LCL95) of the mean total phosphorus reduction was 58 percent. • The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L(n=11). The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented • the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L). Issues to be addressed by the Company: 1. Modular Wetland Systems, Inc. should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land uses in the region. Modular Wetland Systems, Inc. should use these data to establish required maintenance cycles. 2. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Modular Wetland Systems, Inc. will use these data to create a correlation between sediment depth and pre-filter clogging. Technology Description: Download at http://www.modularwetlands.com/ Contact Information: Applicant: Greg Kent Modular Wetland Systems, Inc. P.O. Box 869 Oceanside, CA 92054 gkent@biocleapzetivironinental.net • • Applicant website: http://www.modularwetlands.com/ Ecology web link: http://www.ecv.wa.gov/programs/wg/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360)407-6444 douglas.howie(a-)ecv.wa.gov Revision History Date Revision June 2011 Original use-level-designation document September 2012 Revised dates for TER and expiration January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard December 2013 Updated name of Applicant April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment December 2015 Updated GULD to document the acceptance of MWS-Linear Modular Wetland installations with or without the inclusion of plants. • Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 7: Hydromodification Supporting Detail Relating to compliance with the HMP Performance Standards As shown in Table A.2, the project discharges into waters that are exempt from hydromodification requirements. The Santa Margarita Watershed Map on the following page identifies the location of the tributary waters downstream of the site. -48 - ••• rn • 0 • i ..1896 ILDO A R f - (aca�o aU`de i > BRIE u e r _ t n s G Latin n _ c r I I ]Mrs¢,'' 'r. rl Est ,I�wnr� � w m'.. i r �� /.. E fr �',<s,��-. 1� 1 ,Fr • h1�� .hI `a� . ua\S J� f y { - _ .�t - +• f tot C G'e1tt ._. i•�- \ T"� �� t /oe d e v 1 +" \— / '� ., I r. 1INDI 5 � d06e Creek U MY C• oa9 Cynyon h o m v I 1 • l< .. I"'`y.? y 6 ••. •-l•'..r. ~' �r' �- \ � / m �I f caster ecule`C+YBe�. ;-E'.•H t � I .. r Mr _ � � •� •s•s• �r� . �'A '14 I _ , r. `T1� `f4 , am V ••'•� .••• _ 1 y4> �` /\ SITE J 1 \`la , \O\t. . �. .'�aL. '/ ,r►,rr Mmtg wow Irk,Ydls�r\ � y. Is Tate Ira ' '••.•s ',��a�a r ' .`V PECMW4q ii'R . A a • lam *ro INDIAN 9 a _ n/ co _ Cr K srnur ' ha, rr3, ee se a �a Santa Margarita %esss .rs......... ...«.� ... 5ti` �.• ° v �. River Temecula Creek Legend pwstar hats, RIVERSIDE COUNTY BOUNDARY �-------------- 4 SANTA MARGARITA RIVER MS4 PERMIT AREA BOUNDARY O SANTA MARGARITA RIVER WATERSHED BOUNDARY .c ^� The graphical and tabular intimation shown on this document may be derived from a variety of public agency and/or private RIVERSIDE COUNTY FLOOD CONTROL commercial sources suchas Riverside County Transportationand Lard Management Agency,Thomas Brothers Mapping. the Stephen P.Tile Csta Center,GIS Technology Center,State of Calfforno.the United States Geologic Survey and the United States Santa Margarita ` AND WATER CONSERVATION DISTRICT National Atlas. These sources may possess varying level Of accuracy and precision and this product is meant orly as a guide to the Lagoon GEOGRAPHIC INFORMATION SYSTEM relative position and scele of the depicted features. This GIS document is in no case to be Interpreted as fundamental or decisive for November 2013 purposes of land surveying,fled engineering,plan drafting,code enforcement,land boundary determination and/or land acquisition. Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 8: Source Control Pollutant SourceslSource Control Checklist -48 - STORMWATER POLLUTANT SOURCES I SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative X A On-site storm drain inlets Locations of inlets. Mark all inlets with the words"Only C Maintain and periodically repaint or Rain Down the Storm Drain"or similar. replace inlet markings. Catch Basin Markers may be available from the Riverside County Flood Control E Provide stormwater pollution prevention and Water Conservation District,call information to new site owners,lessees,or 951.955.1200 to verify. operators. [ See applicable operational BMPs in Fact Sheet SC-44,"Drainage System Maintenance,"in the CASQA Stormwater Quahty Handbooks at www.cabruphandbooks.com C Include the following in lease agreements:"Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential dischar a to storm drains." State that interior floor drains and Inspect and maintain drains to prevent ❑ B.Interior floor drains and elevator shaft sump pumps will be blockages and overflow. elevator shaft sump pumps plumbed to sanitary sewer. [ C.Interior parking garages Inspect and maintain drains to prevent State that parking garage floor drains blockages and overflow. will be plumbed to the sanitary sewer. STORMWATER POLLUTANT SOURCES I SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative rJ Note building design features that Provide Integrated Pest Management LJ D1.Need for firture indoor& discourage entry of pests. information to owners,lessees,and structural pest control operators. D2.Landscape/Outdoor C Show locations of native trees or areas State that final landscape plans will ❑ Maintain landscaping using minimum or Pesticide Use of shrubs and ground covet to be accomplish all of the following. no pesticides. undisturbed and retained. L Preserve existing native trees,shrubs, L Show self-retaining landscape areas,if and ground cover to the maximum [I Seeapplicable howloperational BMPs in youshould any. extent possible. `What you d know for.....Landscape and Gardening"at http: E Show stormwater treatment and L Design landscaping to minimize Land cape ardenBroch re.pdfDownloads/ hydrogtaph modification management irrigation and runoff,to promote surface LandscapeGardenBrochure.pdf BMPs.(See instructions in Chapter 3, infiltration where appropriate,and to ❑ Provide IPM information to new owners, Step 5 and guidance in Chapter 5.) minimize the use of fertilizers and lessees and operators. pesticides that can contribute to stormwaterpollution. E Where landscaped areas are used to retain or detain stormwatey specify plants that are tolerant of saturated soil conditions. 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 interactions. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative ❑ E.Pools,spas,ponds,decorative CI Show location of water feature and a If the Co-Permittee requires pools to be ❑ See applicable operational BMPs in fountains,and other water features. sanitary sewer cleanout in an accessible plumbed to the sanitary sewer,place a "Guidelines for Maintaining Your area within 10 feet. (Exception:Public note on the plans and state in the Swimming Pool,Jacuzzi and Garden pools must be plumbed according to narrative that this connection will be Fountain'at County Department ofFnviconmental made according to local requirements. http://rcflood.org/stormwater/ Health Guidelines.) rK F. Food service I I For restaurants,grocery stores,and I Describe the location and features of E See the brochure,"The Food Service other food service operations,show the designated cleaning area. Industry Best Management Practices for: location(indoors or in a covered area Restaurants,Grocery Stores,Delicatessens outdoors)of a floor sink or other area for E Describe the items to be cleaned in and Bakeries"at cleaning floor mats,containers,and this facility and how it has been sized to http://rcflood.org/stormwater/Provide equipment. insure that the largest items can be this brochure to new site owners,lessees, accommodated. and operators. E On the drawing,show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. El G.Refuse areas E Show where site refuse and recycled 7 State how site refuse will be handled State how the following will be materials will be handled and stored for and provide supporting detail to what is implemented: pickup.See local municipal requirements shown on plans. for sizes and other details of refuse areas. E Provide adequate number of receptacles. E State that signs will be posted on or Inspect receptacles regularly;repair or E If dumpsters or other receptacles are near dumpsters with the words"Do not replace leaky receptacles.Keep receptacles outdoors,show how the designated area dump hazardous materials here"or covered.Prohibit/prevent dumping of will be covered,graded,and paved to similar. liquid or hazardous wastes.Post"no prevent run-on and show locations of hazardous materials"signs.Inspect and berms to prevent runoff from the area. pick up litter daily and clean up spills immediately.Keep spill control materials E Any drains from dumpsters, available on-site.See Fact Sheet SC-34, compactors,and tallow bin areas shall be "Waste Handling and Disposal'in the connected to a grease removal device CASQA Stormwater Quality Handbooks at before discharge to sanitary sewer. uumw.cabmphandbooks.cont STORMWATER POLLUTANT SOURCES I SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WOMP Permanent Controls—Listed in WOMP Operational BMPs—Included in WOMP Pollutants Drawings Table and Narrative Table and Narrative f H.Industrial processes. Show process area. If industrial processes are to be C See Fact Sheet SC-10,"Non-Stormwater located on site,state:"All process Discharges"in the CASQA Stormwater activities to be performed indoors.No Quality Handbooks at processes to drain to exterior or to storm www.cabmphandbooks.com See the drain system." brochure"Industrial&Commercial Facilities Best Management Practices for: Industrial,Commercial Facilities"at http://rctlood.org/stormwater/ 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WOMP Permanent Controls—Listed in WOMP Operational BMPs—Included in WOMP Pollutants Drawings Table and Narrative Table and Narrative C (.Outdoor storage of equipment L Show any outdoor storage areas, Include a detailed description of L See the Fact Sheets SC-31,"Outdoor or materials.(See rows J and K for including how materials will be covered. materials to be stored,storage areas,and Liquid Container Storage"and SC-33, source control measures for vehicle Show how areas will be graded and structural features to prevent pollutants "Outdoor Storage of Raw Materials"in the cleaning,repair,and maintenance.) bermed to prevent run-on or run-off from from entering storm drains. CASQA Stormwater Quality Handbooks at area. www.cabmphandbooks.com Where appropriate,reference L Storage of non-hazardous liquids shall documentation of compliance with be covered by a mof and/or drain to the therequirements of Hazardous Materials sanitary sewer system,and he contained Programs for. by berms,dikes,liners,or vaults. • Hazardous Waste Generation • Hazardous Materials Release L Storage of hazardous materials and Response and Inventory wastes must be in compliance with the • California Accidental Release local hazardous materials ordinance and (CatARP) a Hazardous Materials Management • Aboveground Storage Tank Plan for the site. • Ur.iform Fire Code Article 80 Section 103(b)&(c)1991 • Underground Storage Tank www.cchealth.otg/groups/haz mat/ STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative J.Vehicle and Equipment ❑ Show on drawings as appropriate: [I If a car wash area is not provided, Describe operational measures to Cleaning describe any measures taken to implement the following(if applicable): (1)Commercial/industrialfacilities discourage on-site car washing and having vehicle/equipment cleaning explain how these will be enforced. ❑ Washwater from vehicle and equipment needs shall either provide a covered, washing operations shall not be discharged bermed area for washing activities or to the storm drain system. Refer to discourage vehicle/equipment washing "Outdoor Cleaning Activities and by removing hose bibs and installing Professional Mobile Service Providers"for signs prohibiting such uses. many of the Potential Sources of Runoff Pollutants categories below. Brochure can (2) Multi-dwelling complexes shall have be found at http://rcflood.org/stormwater/ a paved,bermed,and covered car wash area(unless car washing is prohibited ❑Car dealerships and similar may rinse on-site and hoses are provided with an cars with water only. automatic shutoff to discourage such use). (3)Washing areas for cars,vehicles,and equipment shall be paved,designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system.Wastewater from the facility shall discharge to the sanitary sewer,or a wastewater reclamation system shall be installed. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative C K.Vehicle/Equipment Repair L Accommodate all vehicle equipment L State that no vehicle repair or In the Stormwater Control Plan,note that and Maintenance repair and maintenance indoors.Or maintenance will be done outdoors,or all of the following restrictions apply to use designate an outdoor work area and else describe the required features of the the site: design the area to prevent run-on and outdoor work area. runoff of stormwater. E No person shall dispose of,nor permit L State that there are no floor drains or if the disposal,directly or indirectly of vehicle L Show secondary containment for there are floor drains,note the agency fluids,hazardous materials,or rinsewater exterior work areas where motor oil, from which an industrial waste from parts cleaning into storm drains. brake fluid,gasoline,diesel fuel,radiator discharge permit will be obtained and fluid,acid-containing batteries or other that the design meets that agency's C No vehicle fluid removal shall be hazardous materials or hazardous wastes requirements. are used or stored.Drains shad not be performed outside a building,nor installed within the secondary L State that there are no tanks, asphalt or ground surfaces,whetherr inside or containment areas. containers or sinks to be used for parts outside a building,except in such a m cleaning or rinsing or,if there are,note manner as to ensure that any spilled fluid will he L Add a note on the plans that states the agency from which an industrial of secondary containment. either(1)there are no floor drains,or(2) waste discharge permit will be obtained Leakingg eh area vehicle fluids sham be contained or floor drains are connected to wastewater and that the design meets that agency's drained from the vehicle immediately. pretreatment systems prior to discharge requirements. to the sanitary sewer and an industrial C No person shall leave unattended drip waste discharge permit will be obtained. parts or other open containers containing vehicle fluid,unless such containers are in use or in an area of secondary containment. Refer to"Automotive Maintenance&Car Care Best Management Practices for Auto Body Shops,Auto Repair Shops,Car Dealerships,Gas Stations and Fleet Service Operations". Brochure can be found at http://rcflood.org/stormwater/Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers for many of the Potential Sources of Runoff Pollutants categories below.Brochure can be found at http://rcflood.org/stormwater/ STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WOMP Permanent Controls—Listed in WOMP Operational BMPs—Included in WOMP Pollutants Drawings Table and Narrative Table and Narrative ❑ L. Fuel Dispensing Areas C Fueling areas shall have impermeable C The property owner shall dry sweep the floors(i.e.,Portland cement concrete or fueling area routinely. equivalent smooth impervious surface) that are:a)graded at the minimum slope ❑ See the Fact Sheet SD-30,"Fueling necessary to prevent ponding;and b) Areas"in the CASQA Stormwater Quality separated from the rest of the site by a Handbooks at www.cabmphandbooks.com grade break that prevents run-on of stormwater to the maximum extent practicable. Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative:The fueling area must be covered and the cover's minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing areal.]The canopy [or cover] shall not drain onto the fueling area. (,The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly maybe operated plus a minimum of one foot, whichever is greater. • 0 0 STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative ❑ M.Loading Docks C Show a preliminary design for the E Move loaded and unloaded items loading dock area,including roofing and indoors as soon as possible. drainage.Loading docks shall be coveted and/or graded to minimize run-on to and ❑ See Fact Sheet SC-30,"Outdoor Loading runoff from the loading area. Roof downspouts shall be positioned to direct and Unloading,"in the CASQA Stormwater stormwater away from the loading area. Quality Handbooks at wnaw.cabmphandbooks.coin Water from loading dock areas shall be drained to the sanitary sewer,or diverted and collected for ultimate discharge to the sanitary sewer. C Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device,which shall be kept closed during periods of operation. C Provide a roof overhang over the loading area or install door skins (cowling)at each bay that enclose the end of the trailer. • i i STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WQMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative ❑ N.Fire Sprinkler Test Water ' ' Provide a means to drain fire sprinkler [ See the note in Fact Sheet SC-41, test water to the sanitary sewer. "Building and Grounds Maintenance,"in the CASQA Stormwater Quality Handbooks at%v�vw.cabmphandbooks.com O.Miscellaneous Drain or Wash Boiler drain lines shall be directly or Water or Other Sources indirectly connected to the sanitary sewer system and may not discharge to ❑ Boiler drain lines the storm drain system. ❑ Condensate drain lines [ Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. ❑ Rooftop equipment Condensate drain lines may not discharge to the storm drain system. Drainage sumps [ Rooftop equipment with potential to V Roofing,gutters,and trim. produce pollutants shall be roofed and/or have secondary containment. ❑ Other sources [ Any drainage sumps on-site shall feature a sediment sump to reduce the quantity of sediment in pumped water. [ Avoid roofing,gutters,and trim made of copper or other unprotected metals that may leach into mnof.. [ Include controls for other sources as specified by local reviewer. STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST 1 2 3 4 Potential Sources of Runoff Permanent Controls—Shown on WOMP Permanent Controls—Listed in WQMP Operational BMPs—Included in WQMP Pollutants Drawings Table and Narrative Table and Narrative ❑ P.Plazas,sidewalks,and I. 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 to a storm drain. Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms • -50- RECORDING REQUESTED BY: 79 Temecula Plaza, LLC - Attn: Lynn Chao (Property Owner's Name) AND WHEN RECORDED MAIL TO: 650 Camino de Gloria (Property Owner's Mailing Address) Walnut, CA 91789 SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR Vail Ranch Towne Center (Name of Project) 43975 Mahlon Vail Road, Temecula, CA 92952 (Address or Tract Map/Lot No.) Page 1 - -- Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: 79 Temecula Plaza, LLC, Lynn Chao Property Owner Mailing Address: 650 Camino de Gloria Walnut, CA 91769 Project Address or Location: 43975 Mahlon Vail Road, Temecula, CA 92592 Project's Assessor Parcel Number: 960-020-046, 960-020-047 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 (insert property owner)79 Temecula. LLC (Owner), this (insert day) of (insert month and year) WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and depicted in Exhibit "B", each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals issued by the City and other agencies having jurisdiction over the Property; WHEREAS, at the time of initial approval of the development project (Project) known as (insert name of project) Vail Ranch Towne Center within the Property, the City required the Project to generate a Water Quality Management Plan (WQMP)- The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non-storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as "Best Management Practices" (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise location(s) of these BMPs are depicted in the WQMP, on file with the City, WHEREAS, the Owner signed and certified the WQMP and 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; - - - - --- Paget ------- -- - . NOW THEREFORE, the Owner and Successors shall be subject to the following r. 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 installation, or implementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (collectively "Maintained") in order to retain their original intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the removal of any material(s) from the BMPs 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 BMPs, their immediate vicinity, and all legally ^ accessible areas draining to them upon reasonable notice, or in case of . emergency as determined by the City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner's use of the Property during these inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to the City, including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also opt to use the proceeds from any securities posted for the project, or 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 BMPs. 5. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an interest in all or part of the Property. • Page 3 • IN WITNESS THEREOF. the Owner hereto affixes their signature as of the date first written above: 79 Temecula Plaza Hanshaw Development Company,2015 LLC Lynn Chao Signature Signature Title: Managing Member Title: Mangaging Member • SALVADOR GSIM O m 8 1067972 S<< [[Drum PUBW•CAFGM 7�w EAR SALVADOR NG NOTARY PUBLIC 3 SWORN AK SUBS"IBED T 1Ii:ZOI TO BEFORE ME TMSA41A vi Lus >• vems of Cali"nta • AN k ACKNOWLEDGMENT A notary public or other officer completing 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 Los Angeles ) On August 11th, 2017 before me, Carlos Mauricio Obando - Notary Public (insert name and title of the officer) personally appeared Lynn Chao who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. _ CARLOS MAURICIO OBANDO •Commission # 2053706 = WITNESS my hand and official seal. Notary Public -California Los Angeles County M Comm.Ex Tres Dec 29,2017 r Signature (Seal) • EXHIBIT A (Legal Description of Property) • Parcels "A" & "B" of the Notice of Lot Line Adjustment, recorded February 23, 2017 as instrument number 2017-0076773, of Official Records. • r-. • Page 5 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • EXHIBIT B (WQMP Exhibits) • • - 51 - 24" DEEP ENGINEERED CONSTRUCT 6' THICK 4.1 SIDE SOIL MEDIA GRAVEL PAD W/10 TO SLOPES (Typ) CALTRANS D73 TYPE 1-1/2w AGGREGATE G-1 INLET OR EQUAL 94.12TC alo 94.20 0 CF Rz�, I TG INSTALL BID CLEAN INSTALL 2 LAYERS OF 10 MIL GRATE INLET SKIMMER POLYETHYLENE LINING BOX (GISB) OR EQUAL AROUND ENTIRE PERIMETER OF BASIN (SIDES ONLY) a 90 LAYER OF 8m PVC JOIN EX. C-4 a 3/4- GRAVEL tn 89.34 OUTLET PIPE 12' PVC SD INV 30 LAYER OF 3/8 GRAVEL 89.30 INV INSTALL 8*X12* VERIFY PRIOR TO BASIN WIDTH/LENGTH PER PLAN ECCENTRIC CONSTRUCTION REDUCER BIORETENTION BASIN DETAIL NOT TO SCALE SHEET VAIL RANCH TOWNE CENTER 2 BIVIP EXHIBIT OF 4 (WQMP SITE PLjy) NO. 8 AGGREGATE IN CONC. PAVERS OPENINGS (TYP) 3-1/8- THICK MIN 2' THICK NO. 8 AGGREGATE PLACE MIRAFI ALTER FABRIC, OR EQUAL, ALONG SIDES OF EXCAVATION FOR AGGREGATES ONLY PAVER SUBDRAIN NATIVE SOIL 6' PERFORATED PVC 4 THICK NO. 57 C THICK NO. 2 SLOPE SUBDRAIN W/ STONE OPEN STONE SUBBASE SUBGRADE SUBGRADE PERFORATIONS DOWN GRADED BASE TOWARD SUBBASE STONE IS TO BE SUBDRAIN PLACED DIRECTLY AGAINST COMPACTED NATIVE SOIL NO FILTER FABRIC PERMEABLE PAVERS NOT TO SCALE SHEET VAIL RANCH TOWNE CENTER o BMP EXHIBIT 4 (WQMP SITE PL ) SITE SPECIFIC DATA FRa.ECI AUW ISi9 PRAM LOGIWN ULEWLA G RD - a4vam b MNIIWa s/RLCILFE A ____ fEl IER - MA#w WA7"/EWAEO W WA C law IMSm(co now EOSED(Cim) ail �+ C WAMRI WY.ANMALE 1 PIE-Ala f; f}AR BmAss/dWAd`D(crs)-F APPLAAQE nar-er ow"flwmw P9'f aIA LE ANmm ONIE/EIP ow my mu P9'f 1 99.lB Ar O' g• _ _ '••. INET APE 2 WA N/A N/A WlIIfT PNr B7.B5 RC 6' C9Nt91mON9 - PRETRE A07 Wa784WN asaw LE' '^ RN E1EINTLN 91.9E 91.99 91.99 4 Y-0' OOpI(If ME� R/ONT END VfEW RWACE 1040 PARKWAY OPEN RAW& PAAAINIY PLAN VIEW ERA11E t COKR 2 G OM' N/A '24. WMAO HW allC(Cy) w NERAWNEDM DRAIN AEM PER CLIVIUAC/ ova 92E(W NOES) 1W1 WiW AT 92.10'R, FER OR ,,,��Ayy ,Ap INSTALLATION NOTES �ipv HI MwaE Nom 1. LI]NiRAC/aP R1 PAViIX AIL LABLYC EOIAWEM, WOWS AAD f3 ,'JWP� 9A WALS REMM m aaW AAa MUL PE MMY AND 91. YmN APANDUMM N ACC0176VA E NUN 7NS WM991Y'AAa TIE WWACUNERS s^Eaf MX7 LKW ONARW E STA70 N ••,, ;• a T 2 EMT VAT HE 16TALL�O WI LENI &a WAfAMM � - REV000 DS'A AM UN S'Lan RLOL Sa LMM SPLEAED BY WNTAOL _ T'ti'' TAr iR RA EN34EFR. CONIRACJOP 6 RFSCMD m 1f9r E N R DAxT EASNLEPs PfCaYYFAIED BAY SPfaMN Anws S AIL FM LST W FLM NUN WME S1Q7F OF COVOMM I ,---- y •a... OM CA"T WKW A-WN ll=S WKW a OUROW PPE 9 -- - E DUT LA BE n=NM OMPRGL OIW:LR FLOOR. ALL GAPS AROW FM 9WL BE MAID MID?WK NM A AOV-90W 11'-10' Y Y OIWT PEA WffACAAf15 SWMW CaWrWN RTAL Ma S WL M07 OR DUM ft-MM P9r COINEOW S7MOAH6 A. CWvnAC70R TO MAIRY AA®WWL AL EME7W COWrYNC PFU ELEVATION NEW LEFT END VIEW I CTWIRAC=RGSA'.N'SELE faR WAUAWN OF ALL RR% W#V-q AAD NOTES. CWnNaW TO CIA7Nf ALL MVBWES AAa M70fS m AMMI 0M a UMa 11NESS SKWD OMV? E UEAUE.r now(LTS) a w a ow OR.SPRAT NMOAmN&VAMm 1N ALL (mm NIIN WwAwt 7. COV7RACIOR RCFaY50f FER CWBAC7M MOD"NEILWDS FOR OITM�ihC M:10(� •fA AC7?AWY OF WT MWFKRAES MFAW Y IS W INN OUT PRf7REOMENT 1010M:RAZE(L W59 20 PROAM ACIUMV BY A MONA.AR K7L4W$REA.�7A7M1L GENERAL NOTES NfUAAD MEW LOVING WE(W'EVS) 1.0 1. MAALFACUNW m ANDIer ALL M runs UTM OPOWE Nolm NrAmc®weY A61WA Y AW CWW MV,* MWS-L-8-12-C 2 AUANEN.SUAM aEINM SPECIIIYnM AND CA%WES ARf SURD 7m I®.rmasar Iota WWNGE FOR PRO.ECT 9 WIC 00095 GETMAG DWI AWDSUAIS NVQO �.: � ,�ooerQm..m m��.�,� � M o o u L n n. STORMWATER B(OfILTRATION SYSTEM �• .�CaYTALT MA&FACRANMt ypyy Aluo ANA. AtR10Cl IlbaRI�QLNM rYB' EfLANDs STANDARD DETAIL nimiaaoNAnwuleas IwomrwmArno NIDNAANI® SHEET VAIL RANCH TOWNE CENTER 4 BMP EXHIBIT OF 4 (WQMP SITE PLI#) Water Quality Management Plan (WQMP) Vail Ranch Towne Center EXHIBIT C (Operation&Maintenance Manual) • - 52 - • Bioretention Basin Maintenance • • Water Quality Management Plan (WQMP) Vail Ranch Towne Center • Exhibit"C" Operation and Maintenance Manual 1. Purpose of the Bioretention Basin Maintenance Manual The purpose of this manual is to provide maintenance instructions for the Bioretention Basin located in the southeast corner of the project, west of Mahlon Vail Road. The Bioretention Basin is a pollution control device designed to treat urban runoff before it enters into the storm drain systems located on the project site. Regular maintenance will help to ensure that the Bioretention Basin functions as it has been designed. This manual will serve as a reference guide and field manual to assist the property owner with: • An overview of the Bioretention Basin and how it functions • A description of the location of the Bioretention Basin • An understanding of the procedures required to effectively maintain the Bioretention Basin on a regular basis • Reproducible copies of the forms, logs and guidance sheets necessary for recording maintenance activities associated with the Bioretention Basin. 2. General Description and function of the Bioretention Basin The Bioretention Basin is a rectangular, shallow, 6-inch deep depression in the ground approximately 40'wide x 55' long. The basin is underlain with layers of soil and gravel designed to infiltrate water beneath the basin and convey the flows to the storm drain system via perforated pipes lying within the gravel layers beneath the basin. From top to bottom of the basin the layers consist of: • 6" deep open basin • 24"of engineered soil media • 3" of 3/8"gravel • 9" of 3/4"gravel with 6" perforated pipe • Native earth below The basin is lined around the perimeter with 2 layers of 10 mil polyethylene lining acting as an impenetrable layer to contain flows within the basin. There is a concrete drainage catch basin in the southeast corner of the basin with a grate to accept overflows when the basin becomes full. This catch basin includes a filter beneath the grate of the catch basin to intercept any trash and debris that may otherwise make it into the storm drain system. In large storms the Bioretention Basin is designed to overflow toward the southwest and out into the street. Pollution is mitigated through infiltration of runoff into the porous materials beneath the basin prior to discharge into the storm drain system. 3. Maintenance Responsibility The property owner, 79 Temecula Plaza, LLC, is ultimately responsible for maintaining the Bioretention Basin. The goal in maintaining the basin is to ensure that water is being adequately -54- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • absorbed into the engineered soil media and being transmitted into the drainage system. Regular inspection and replacement of materials within the basin once it becomes ineffective in performing as designed 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 basin at least twice a year. The first inspection should happen between February 1 and March 31. • If a problem is identified, it should be rectified as soon as possible to ensure that the basin functions as designed. • Regular removal of trash and debris should occur as needed. Trash and debris,visible along and within the surface of the basin shall be promptly removed. 4. Maintenance Indicators and Activities Functional Maintenance: Regular functional maintenance is required to ensure that the infiltration trenches perform 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 Bioretention Basin 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 the Bioretention Basin 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. Sediment management will occur when testing indicates that the infiltration rate has diminished below the stated acceptable rate. Corrective Maintenance: Corrective maintenance will be required on an emergency or non-routine basis to correct problems and restore the intended operation and safe function of the Bioretention Basin. Bioretention Basin Maintenance • Inspect a minimum of twice a year, before and after the rainy season, after large storms or more frequently as needed. • Clean the basin 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. Cleanouts have been placed in strategic locations to allow access to the subdrain pipes -55- Water Quality Management Plan(WQMP) Vail Ranch Towne Center • beneath the basin. If loss of infiltrative capacity is observed, a video camera can be used to inspect the lines and jetting of the lines can be performed to remove sediments that may have built up over time within the lines. • Control Mosquitoes as necessary. • Remove litter and debris from the surface as required. Table 1,Typical Maintenance Activities for Bioretention Basin Design Criteria and Maintenance Indicator Inspection Frequency Maintenance Activity Routine Actions Inspect for standing water Presence of water that has Annually, and 72 hours Check the 6" perforated inside the Bioretention been standing for 72 after a storm event. pipes for blockages and Basin. hours. unclog. Inspect for sediment Visible buildup of Bi-annually Remove and replace top buildup within the sediment at the surface layer of Bioretention Basin Bioretention Basin. within the basin. materials. (Minimum 12" of engineered soil media.) 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 1 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 reaches a level within 3" of the top of the basin 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 lists concentrations of certain chemicals and their soluble threshold limit concentrations(STI-Cs) and their total threshold limit concentrations(TTI-Cs). Chemicals that exceed the allowable concentrations are considered hazardous wastes and must be removed from the sediment. • - 56- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 5. Inspection and Maintenance Checklist • - 57 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center Bioretention Basin Inspection and Maintenance Checklist Date of Inspection: Type of Inspections: ❑ Monthly ❑ Pre-wet Season ❑After Heavy Runoff(1"or greater) ❑ End of Wet Season ❑Other Defect Conditions When Maintenance Comments(Describe maintenance completed Results Expected when Maintenance is Required Needed? and if needed maintenance was not conducted, Maintenance is (Yes/No) note when it will be done.) Performed Standing Water When water stands in the There should be no Bioretention Basin longer standing water in excess than 72 hours of 72 hours. Trash and Debris Visible confirmation of Trash and debris Accumulation accumulated trash and removed from debris Bioretention Basin and disposed of properly. Sediment Evidence of sedimentation in Materials removed and basin disposed of properly so that there is no standing water. Bedding Layers/Side Slopes Visual inspection reveals Uniform graded material is not uniform or surfaces, no erosion has been dug up apparent. Miscellaneous Any condition not covered Meet the design above that needs attention specifications to ensure proper function of the infiltration trench -58- • MWS Maintenance • • ;,7= \ WETLANDS Inspection Guidelines for Modular Wetland System - Linear Inspection Summary o Inspect Pre-Treatment, Biofiltration and Discharge Chambers - average inspection interval is 6 to 12 months. • (15minute average inspection time). o NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram iO Pre-treatment Chamber Access to separation chamber O2 Biofiltration Chamber and pre-filter cartridges O3 Discharge Chamber Access to discharge hamb r and orifice control Curb Inlet Individual Media Filters Pre-filter Cartridge ti \J ti O Venialrora UrWein 2 Manifold D Cartridge Housing ioMedioGREEN nand Drain-Down Line t D I A F ow Control Riser O 3 OWet Pipe www.modularwetiands.com M O D U L A R Inspection Overview WETLANDS As with all stormwater BMPs inspection and maintenance on the MWS Linear is necessary. Stormwater regulations require that all BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific loading conditions. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP will exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. Inspection Equipment • Following is a list of equipment to allow for simple and effective inspection of the MWS Linear: • Modular Wetland Inspection Form Flashlight • Manhole hook or appropriate tools to remove access hatches and covers • Appropriate traffic control signage and procedures Measuring pole and/or tape measure. • Protective clothing and eye protection. • 7/16" open or closed ended wrench. • Large permanent black marker(initial inspections only —first year) • Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. �, .. ✓ L� www.modularwetlands.com M O D U L A R WETLANDS Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other info (see inspection form). • Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. • Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetlands.com M O D U L A R WETLANDS • Through visual observation inspect the condition of the pre-filter cartridges. Look for excessive build-up of sediments on the cartridges, any build-up on the top of the cartridges, or clogging of the holes. Record this information on the inspection form. The pre-filter cartridges can further be inspected by removing the cartridge tops and assessing the color of the BioMediaGREEN filter cubes (requires entry into pre-treatment chamber—see notes above regarding confined space entry). Record the color of the material. New material is a light green in color. As the media becomes clogged it will turn darker in color, eventually becoming dark brown or black. Using the below color indicator record the percentage of media exhausted. New Exhausted BinMediaGREEN I BinMediaGREEN 0% -- Percent Clogged -- 100% • • The biofiltration chamber is generally maintenance free due to the system's advanced pre- treatment chamber. For units which have open planters with vegetation it is recommended that the vegetation be inspected. Look for any plants that are dead or showing signs of disease or other negative stressors. Record the general health of the plants on the inspection and indicate through visual observation or digital photographs if trimming of the vegetation is needed. • The discharge chamber houses the orifice control structure, drain down filter and is connected to the outflow pipe. It is important to check to ensure the orifice is in proper operating conditions and free of any obstructions. It is also important to assess the condition of the drain down filter media which utilizes a block form of the BioMediaGREEN. Assess in the same manner as the cubes in the Pre-Filter Cartridge as mentioned above. Generally, the discharge chamber will be clean and free of debris. Inspect the water marks on the side walls. If possible, inspect the discharge chamber during a rain event to assess the amount of flow leaving the system while it is at 100% capacity (pre-treatment chamber water level at peak HGL). The water level of the flowing water should be compared to the watermark level on the side walls which is an indicator of the highest discharge rate the system achieved when initially installed. Record on the form is there is any difference in level from watermark in inches. www.modularwetlands.com M O D U L A R WETLANDS • NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6" long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system: a • f Using a permanent marker draw a 6 inch long horizontal line, as shown, at the higher water level in the MWS Linear discharge chamber. • Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularwetiands.com M O D U L A R WETLANDS Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Missing or damaged internal components or cartridges. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". a • Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth. r • www.modularwetiands.com M O D U L A R WETLANDS • Excessive accumulation of sediment on the BioMediaGREEN media housed within the pre- filter cartridges. The following chart shows photos of the condition of the BioMediaGREEN contained within the pre-filter cartridges. When media is more than 85% clogged replacement is required. New Exhausted BioMediaGREEN BioMediaGREEN 0% Percent Clogged -- 100% • Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter. The following photos show of the condition of the BioMediaGREEN contained within the drain down filter. When media is more than 85% clogged replacement is required. UWAt www.modularwetlands.com M O D U L A R WETLANDS • Overgrown vegetation. • Water level in discharge chamber during 100% operating capacity (pre-treatment chamber water level at max height) is lower than the watermark by 20%. www.modularwetlands.com M O D U L A R WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. • 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com M O D U L A R ^� o WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Sediment from Pre-Treatment Chamber—average maintenance interval is 12 to 24 months. • ( 10 minute average service time). o Replace Pre-Filter Cartridge Media-average maintenance interval 12 to 24 months. • ( 10-15 minute per cartridge a verage service time). o Trim Vegetation -average maintenance interval is 6 to 12 months. • (Service time varies). System Diagram Pre-treatment Chamber O Biofiltration Chamber Access to separation chamber and pre-filter cartridge 0 Discharge Chamber I . Curb Inlet Individual Media Filters Pro-Rlter Cartridge y � O O Yerdtal UndeNrain Manifold Cartridge Housing QioMediaGREEN (land Drain-Down Une XE D I A Flux Control Alser 0 3 0"Pia www.modularwetlands.com M O D U L A R Maintenance Overview WETLANDS The time has come to maintain your Modular Wetland System Linear (MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: • Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form). • Set up all appropriate safety and cleaning equipment. • Ensure traffic control is set up and properly positioned. • Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: • Modular Wetland Maintenance Form • Manhole hook or appropriate tools to access hatches and covers • Protective clothing, flashlight and eye protection. • 7/16" open or closed ended wrench. • Vacuum assisted truck with pressure washer. • Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). �' Run . Vo www.modularwetlands.com M O D U L A R WETLANDS Maintenance Steps 1. Pre-treatment Chamber (bottom of chamber) A. Remove access hatch or manhole cover over pre-treatment chamber and position vacuum truck accordingly. B. With a pressure washer spray down pollutants accumulated on walls and pre-filter cartridges. C. Vacuum out Pre-Treatment Chamber and remove all accumulated pollutants including trash, debris and sediments. Be sure to vacuum the floor until pervious pavers are visible and clean. D. If Pre-Filter Cartridges require media replacement move onto step 2. If not, replace access hatch or manhole cover. j� Removal of access hatch to gain access below. Insertion of vacuum hose into separation chamber. r, Removal of trash,sediment and debris. Fully cleaned separation chamber. www.modularwetlands.com WETLANDS 2. Pre-Filter Cartridges (attached to wall of pre-treatment chamber) A. After finishing step 1 enter pre-treatment chamber. B. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 0 s y � Inside cartridges showing media filters ready for Pre-filter cartridges with tops on. replacement. C. Place the vacuum hose over each individual media filter to suck out filter media. r Vacuuming out of media filters. D. Once filter media has been sucked use a pressure washer to spray down inside of the cartridge and it's containing media cages. Remove cleaned media cages and place to the side. Once removed the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge. www.modularwetlands.com M O D U L A R WETLANDS E. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. Refilling trey for media replacement. Refilling trey on cartridge with bulk media. F. Exit pre-treatment chamber. Replace access hatch or manhole cover. 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace plants with new ones: e` www.modularwetlands.com M O D U L A R WETLANDS 4. Discharge Chamber (contains drain down cartridge & connected to pipe) A. Remove access hatch or manhole cover over discharge chamber. B. Enter chamber to gain access to the drain down filter. Unlock the locking mechanism and left up drain down filter housing to remove used BioMediaGREEN filter block as shown below: i C. Insert new BioMediaGREEN filter block and lock drain down filter housing back in place. Replace access hatch or manhole cover over discharge chamber. www.modularwetlands.com M O D U L A R WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com M O D U L A R WETLANDS Inspection Form O r Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 • E. Info@modularwetlands.com www.modularwetlands.com BiVCLEAN Inspection Report r w.uowev re, tr a.,crs Modular Wetlands System WLAhM Ot Name For Office Use Only Project Address (CRY) (Zip Code) (Reviewed By) Owner/Management Company (Date) Office personnel to complete section to Contact Phone( ) — 0e(eft. Inspector Name Date / I Time AM/PM Type of Inspection ❑ Routine ❑ Follow Up ❑ Complaint ❑ Storm Storm Event in Last 72-hours? ❑ No ❑ Yes Weather Condition Additional Notes Inspection Checklist Modular Wetland System Type(Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover(manhole cover/grate)or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover(manhole cover/grate)or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration(cracks in the wall,damage to frame)? Is the inletloutlet pipe or drain down pipe damaged or otherwise not functioning properly? ing Condition: M%We evidence of illicit discharge or excessive oil,grease,or other automobile fluids entering and clogging th unit? Is there standing water in inappropriate areas after a dry period? Is the filter insert(If applicable)at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe,bypass or cartridge filter? If yes Dews. specify which one in the comments section. Note depth of accumulation In in pre-treatment chamber. Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? cnampe.: Any signs of improper functioning in the discharge chamber? Note Issues in comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media(if applicable)? Is it evident that the plants are alive and healthy(if applicable)?Please note Plant Information below. Is there a septic or foul odor coming from inside the system? Waste: Yes No Recommended Maintenance Plant Information Sediment/Silt/Clay No Cleaning Needed Damage to Plants Trash/Bags/Bottles Schedule Maintenance as Planned Plant Replacement Green Waste/Leaves/Foliage Needs Immediate Maintenance Plant Trimming 40onal Notes: 2972 San Luis Rey Road,Oceanside,CA 92058 P(760)433-7640 F(760)433-3176 M O D U L A R WETLANDS Maintenance Report i J 09 Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com B1 CLEAN Cleaning and Maintenance Report 1 o„Mr„,,, S(Pv,I11 , Modular Wetlands System WETLANDS Project Name For Office Use Only Project Address (clryl (Zip code) (Review 8y) Owner/Management Company e Office personnel to complete section to Contact Phone( ) — tna I.A. Inspector Name Date / / Time AM/PM Type of Inspection ❑ Routine ❑ Follow Up ❑ Complaint ❑Storm Storm Event in Last 72-hours? ❑ No ❑ Yes Weather Condition Additional Notes Condition of Media Operational Per Site GPS Coordinates Manufacturer/ Trash Foliage Sediment Total Debris 25/50/75/100 Manufactures' Map# of Insert Description/Sizing Accumulation Accumulation Accumulation Accumulation (will be changed Specifications @ 75%) (If not,why) Let MW S Catch Basins Long: MWS Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 40 2972 San Luis Rey Road,Oceanside,CA 92058 P.760.433.7640 F.760.433,3176 • Permeable Pavers Maintenance i • Water Quality Management Plan (WQMP) Vail Ranch Towne Center • 1. Permeable Pavement Maintenance This manual addresses maintenance instructions for the permeable pavement on the project. The permeable pavement BMP is designed to capture rainwater runoff containing suspended solids, nutrients and pollutants and promote infiltration into the soils below to the maximum extent possible. Regular maintenance will help to ensure that the permeable pavement functions as it has been designed. This manual will serve as a reference guide and field manual to assist the property owner with: • An overview of the permeable pavement and how it functions • A description of the location of the permeable pavement • An understanding of the procedures required to effectively maintain the permeable pavement on a regular basis • Reproducible copies of the forms, logs and guidance sheets necessary for recording maintenance activities associated with the permeable pavement. 2. General Description and function of the Bioretention Basin The permeable pavement consists of pavers located in driveway areas on the project. The pavers are underlain with layers of gravel designed to allow water to pass between the spaces between the pavers and infiltrate water beneath the pavers and subgrade. This water is then conveyed to the Modular Wetlands System, (MWS), and storm drain system via perforated pipes lying within the gravel layers beneath the pavers. From top to bottom of the pavement the layers consist of: • 3-1/8"thick concrete pavers • 2"thick No.8 aggregate • 4"thick No.57 stone • 6"thick No. 2 stone base • Native earth below The pavement is lined around the perimeter with 2 layers of 10 mil polyethylene lining acting as an impenetrable layer to contain flows within the pavement and gravel layers. There is a 6" diameter perforated pipe that collects the water within the aggregates and conveys the flows to the MWS. Cleanouts have been constructed to allow for access to the perforated pipes. Excess flows remain on the surface and drain to the drainage system downstream of the pavement. Pollution is mitigated through infiltration of runoff into the porous materials beneath the pavement prior to discharge into the storm drain system. 3. Maintenance Responsibility The property owner,79 Temecula Plaza, LLC, is ultimately responsible for maintaining the pavement. The goal in maintaining the pavement is to ensure that water is being adequately absorbed into the underlying gravel and being transmitted into the drainage system. Regular inspection and cleaning of the surface of the pavement is the major factor in the maintenance program. In order to achieve this, - 59 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center the following general procedures shall be followed: • The pavement surfaces and surrounding areas should be inspected for the presence of trash, debris and sediments that may accumulate in the joints between the pavers and prevent passage of water to the gravels below. • If a problem is identified,it should be rectified as soon as possible to ensure that the pavers function as designed. • Regular removal of any accumulated sediments, trash and debris should occur as needed. Trash and debris,visible around and upon the pavement surface shall be promptly removed. • The pavement shall be vacuumed on a periodic basis to remove any sediments and debris that may accumulate within the joints between the concrete pavers, and the»8 aggregates are to be replaced until the joints are full. • Inspect the perforated pipe using video and remove any debris or sediments that may have accumulated in the pipe. 4. Maintenance Indicators and Activities Functional Maintenance: Regular functional maintenance is required to ensure that the permeable pavers perform 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 permeable paver 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 the permeable pavers are 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. Sediment management will occur whenever sediments trash or debris are observed in the vicinity of the pavement. Corrective Maintenance: Corrective maintenance will be required on a non-routine basis to correct problems and restore the intended operation of the permeable pavers. Permeable Paver Maintenance • Inspect the area in the vicinity of the pavers daily for the presence of trash,debris, or sediment accumulation. - 60- Water Quality Management Plan (WQMP) Vail Ranch Towne Center • • Remove and dispose of the debris or sediment by sweeping or vacuuming,taking care to avoid allowing any to get in the paver joints. • Vacuum the pavers by using a vacuum truck periodically and replace the removed debris with clean#8 aggregate. • Cleanouts have been placed in strategic locations to allow access to the subdrain pipes beneath the basin. If loss of infiltrative capacity is observed, a video camera can be used to inspect the lines and jetting of the lines can be performed to remove sediments that may have built up over time within the lines. Table 1,Typical Maintenance Activities for Bioretention Basin Design Criteria and Maintenance Indicator Inspection Frequency Maintenance Activity Routine Actions Inspect for trash, debris or Visual observation of Daily Remove and properly accumulated sediment in trash,debris or sediment. dispose of the trash, the vicinity of the debris or sediment. pavement. Inspect the paver joints Visible buildup of 3-5 years or as dictated by Vacuum the pavement for accumulation of sediment within the paver observation of infiltration. using a vacuum truck and sediment. joints. replace the debris removed from the joints with #8 aggregate. Inspect the perforated Decrease in permeability 3-5 years or as dictated by Inspect the pipe using • pipe, of pavement observation of infiltration. video and remove and sediments or debris with a vacuum. Maintenance Indicators: Maintenance indicators are signs or triggers that indicate that maintenance personnel need to check the permeable pavement for maintenance needs. The most common triggers include visible observation of trash, debris or sediment on,or in the vicinity of,the surface of the pavement. The preceding Table 1 shows conditions and criteria that trigger the need for some specific routine maintenance activities. 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. 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. -61 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center 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 lists concentrations of certain chemicals and their soluble threshold limit concentrations(STLCs) and their total threshold limit concentrations(TTLCs). Chemicals that exceed the allowable concentrations are considered hazardous wastes and must be removed from the sediment. 5. Inspection and Maintenance Checklist • • -62 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center Bioretention Basin Inspection and Maintenance Checklist Date of Inspection: Type of Inspections: ❑ Monthly ❑ Pre-Wet Season ❑After Heavy Runoff(1" or greater) ❑ End of Wet Season ❑Other Defect Conditions When Maintenance Comments(Describe maintenance completed Results Expected when Maintenance is Required Needed? and if needed maintenance was not conducted, Maintenance is (Yes/No) note when it will be done.) Performed Trash and Debris Visible observation of Trash and debris Accumulation accumulated trash and removed from vicinity of debris permeable pavers and disposed of properly. Debris buildup within paver Evidence of debris in joints Sediments removed joints from the joint and replaced with clean N8 aggregate. Buildup of debris or Evidence of pavement Debris and sediment sediment in subdrain pipe permeability decrease removed from pipe. -63 - Water Quality Management Plan (WQMP) Vail Ranch Towne Center • BMP Table 0&M Responsible Responsible Structural Annual Frequency Funding Treatment Quantity Capital O&M Costs Start-Up (weekly, Funding Party for Costs Dates Party for BMPs ($) monthly, Long-Term quarterly) Installation O&M Modular Wetlands 1 Ea. $25,000 $2,500 Prior n Owner Owner Bi-annually Property Property System Occupancy Bioretention 40'W x 55'L Prior to Property Property Basin x 0.5' D $10,000 $500 Occupancy Bi-annually Owner Owner Permeable 4 Prior to Property Property Pavers ,600 SF $46,000 $500 Occupancy Bi-annually Owner Owner • Water Quality Management Plan (WQMP) Vail Ranch Towne Center Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information • • -43- 3.5 Bioretention Facility Type of BMP LID—Bioretention Treatment Mechanisms Infiltration, Evapotranspiration, Evaporation, Biofiltration Maximum Drainage Area This BMP is intended to be integrated into a project's landscaped area in a distributed manner.Typically,contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 10 acres. Other Names Rain Garden, Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention Description 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. Siting Considerations These facilities work best when they are designed in a relatively level area. Unlike other BMPs, Bioretention Facilities can be used in smaller landscaped spaces on the site, such as: ✓ Parking islands ✓ Medians ✓ Site entrances Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Bioretention Facilities. This can be accomplished by: • Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas • Grading the site to direct runoff from those impervious surfaces into the Bioretention Facility, rather than away from the landscaping • Sizing and designing the depressed landscaped area as a Bioretention Facility as described in this Fact Sheet • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 1 Bioretention Facilities should however not be used downstream of areas where large amounts of sediment can clog the system. Placing a Bioretention Facility at the toe of a steep slope should also be avoided due to the potential for clogging the engineered soil media with erosion from the slope, as well as the potential for damaging the vegetation. Design and Sizing Criteria The recommended cross section necessary for a Bioretention Facility includes: • Vegetated area • 18' minimum depth of engineered soil media • 12' minimum gravel layer depth with 6' perforated pipes (added flow control features such as orifice plates may be required to mitigate for HCOC conditions) 6'MINIMUM TOP WIDTH 2' VARIES 2' DEPTH%SIDE SLOPE) 2'MINIMUM (DEPTH%SIDE SLOPE) CALTRANS D73 TYPE G-1 ORFUNCTIONAL EQUIVALENT DROP INLET SLOTTED CURB PONDING DEPTH PARKING OR DRIVE AISLE tTYP)-, GRAVEL PAD 6"MA%IMUA1 PARKING OR DRIVE AISLE(TVP) —_ ,Sr.-36" MATURE VEGETATION ENGINEERED AND 2-3"MULCH LAYER SOIL MEDIA (I - L 4RA Z-3 PERFORATED PIPE TIE SUBDRAIN INTO INLET RETAINING WALL TYPE I PER CALTRANS STANDARD 33-3 OR ENGINEERED ALTERNATIVE BASED ON GEOTECHNICAL PARAMETERS While the 18-inch minimum engineered soil media depth can be used in some cases, it is recommended to use 24 inches or a preferred 36 inches to provide an adequate root zone for the chosen plant palate. Such a design also provides for improved removal effectiveness for nutrients. The recommended ponding depth inside of a Bioretention Facility is 6 inches; measured from the flat bottom surface to the top of the water surface as shown in Figure 1. Because this BMP is filled with an engineered soil media, pore space in the soil and gravel layer is assumed to provide storage volume. However, several considerations must be noted: • Surcharge storage above the soil surface (6 inches) is important to assure that design flows do not bypass the BMP when runoff exceeds the soil's absorption rate. • In cases where the Bioretention Facility contains engineered soil media deeper than 36 inches, the pore space within the engineered soil media can only be counted to the 36- inch depth. • A maximum of 30 percent pore space can be used for the soil media whereas a maximum of 40 percent pore space can be use for the gravel layer. Riverside County-Low Impact Development BMP Design Handbook rev. 212012 Page 2 Figure 1: Standard Layout for a Bioretention Facility BIORETENTION FACILITY BMP FACT SHEET 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. Table 1: Mineral Component Range Requirements 70-80 I Sand 15-20 Silt -- 5-10- Clay-- The trip ticket, or certificate of compliance, shall be made available to the inspector to prove the engineered mix meets this specification. Vegetation Requirements Vegetative cover is important to minimize erosion and ensure that treatment occurs in the Bioretention Facility. The area should be designed for at least 70 percent mature coverage throughout the Bioretention Facility. To prevent the BMP from being used as walkways, Bioretention Facilities shall be planted with a combination of small trees, densely planted shrubs, and natural grasses. Grasses shall be native or ornamental; preferably ones that do not need to be mowed. The application of fertilizers and pesticides should be minimal. To maintain oxygen levels for the vegetation and promote biodegradation, it is important that vegetation not be completely submerged for any extended period of time. Therefore, a maximum of 6 inches of ponded water shall be used in the design to ensure that plants within the Bioretention Facility remain healthy. A 2 to 3-inch layer of standard shredded aged hardwood mulch shall be placed as the top layer inside the Bioretention Facility. The 6-inch ponding depth shown in Figure 1 above shall be measured from the top surface of the 2 to 3-inch mulch layer. Curb Cuts To allow water to flow into the Bioretention Facility, 1-foot-wide (minimum) curb cuts should be placed approximately every 10 feet around the perimeter of the Bioretention Facility. Figure 2 shows a curb cut in a Bioretention Facility. Curb cut flow lines must be at or above the Veeav water surface level. • ' For more information on compost,visit the US Composting Council website at: http:;;'compostinecouncil.ore; Riverside County-Lon,Impact Development RMp Design Handbook rev.1/1011 Page 3 MORETENT1ON FACILITY BMP FACT SHEET e• Figure 2: Curb Cut located in a Bioretention Facility To reduce erosion, a gravel pad shall be placed _ at each inlet point the Bioretention Facility. The gravel should be 1- to 1.5-inch diameter in size. The gravel should overlap the curb cut opening a minimum of 6 inches. The gravel pad inside the Bioretention Facility should be flush with the finished surface at the curb cut and extend to the bottom of the slope. In addition, place an apron of stone or concrete, • a foot square or larger, inside each inlet to prevent vegetation from growing up and gl blocking the inlet. See Figure 3. Figure 3: Apron located in a Bioretention Facility Terracing the Landscaped Filter Basin It is recommended that Bioretention Facilities be level. In the event the facility site slopes and lacks proper design, water would fill the lowest point of the BMP and then discharge from the basin without being treated. To ensure that the water will be held within the Bioretention Facility on sloped sites, the BMP must be terraced with nonporous check dams to provide the required storage and treatment capacity. The terraced version of this BMP shall be used on non-flat sites with no more than a 3 percent slope.The surcharge depth cannot exceed 0.5 feet, and side slopes shall not exceed 4:1. Table 2 below shows the spacing of the check dams, and slopes shall be rounded up (i.e., 2.5 percent slope shall use 10' spacing for check dams). Table 2:Check Dam Spacing 6 . Slope S cin 1% 25' 2% 15, S . 73% 10' Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 4 BIORETENI-ION FACILITY BMP FACT SHEET • Roof Runoff Roof downspouts may be directed towards Bioretention Facilities. However, the downspouts must discharge onto a concrete splash block to protect the Bioretention Facility from erosion. Retaining Walls It is recommended that Retaining Wall Type 1A, per Caltrans Standard 63-3 or equivalent, be constructed around the entire perimeter of the Bioretention Facility. This practice will protect the sides of the Bioretention Facility from collapsing during construction and maintenance or from high service loads adjacent to the BMP. Where such service loads would not exist adjacent to the BMP, an engineered alternative may be used if signed by a licensed civil engineer. Side Slope Requirements Bioretention Facilities Requiring Side Slopes The design should assure that the Bioretention Facility does not present a tripping hazard. Bioretention Facilities proposed near pedestrian areas, such as areas parallel to parking spaces or along a walkway, must have a gentle slope to the bottom of the facility. Side slopes inside of a Bioretention Facility shall be 4:1. A typical cross section for the Bioretention Facility is shown in Figure 1. Bioretention Facilities Not Requiring Side Slopes Where cars park perpendicular to the Bioretention Facility, side slopes are not required. A 6- I• inch maximum drop may be used, and the Bioretention Facility must be planted with trees and shrubs to prevent pedestrian access. In this case, a curb is not placed around the Bioretention Facility, but wheel stops shall be used to prevent vehicles from entering the Bioretention Facility, as shown in Figure 4. VARIES 2'MINIMUM CALTRANS D73 TYPE G-1 OR FUIJCTIONAL EQUIVALENT DROP INLET YVHEELSTOP AS NEEDED) PONDING DEPTH WHEELSTOP(AS NEEDED) 6'MAXIMUM PARKING jTYP; PARKING(TYP) MATURE VEGETATION 1B 36' AND 2-3'MULCH LAYER ENGINEERED SOILMEDIA R ET AI NING WALL TYPE lA PEP - 6"PEP.FORAT ED PIPE TIESUBDRAIN `- CALTRANSSTANDARDB3.3OR IIJTO INLET ENGINEERED ALTERNATIVEBASED ON GEOTECHIJICAL PARAMETERS • Riverside Counw-Low Impact Deve(aprnew RAIP Design Handbook rev.212012 Page 5 BIORETENTION FACILITY BM FACT SHEET • Planter Boxes Bioretention Facilities can also be placed above ground as planter boxes. Planter boxes must have a minimum width of 2 feet, a maximum surcharge depth of 6 inches, and no side slopes are necessary. Planter boxes must be constructed so as to ensure that the top surface of the engineered soil media will remain level. This option may be constructed of concrete, brick, stone or other stable materials that will not warp or bend. Chemically treated wood or galvanized steel, which has the ability to contaminate stormwater, should not be used. Planter boxes must be lined with an impermeable liner on all sides, including the bottom. Due to the impermeable liner, the inside bottom of the planter box shall be designed and constructed with a cross fall, directing treated flows within the subdrain layer toward the point where subdrain exits the planter box, and subdrains shall be oriented with drain holes oriented down. These provisions will help avoid excessive stagnant water within the gravel underdrain layer. Similar to the in-ground Bioretention Facility versions, this BMP benefits from healthy plants and biological activity in the root zone. Planter boxes should be planted with appropriately selected vegetation. 1* 'yT r 1 t i ti Figure 5: Planter Box Source:LA Team Effort Overflow An overflow route is needed in the Bioretention Facility design to bypass stored runoff from storm events larger than VBMP or in the event of facility or subdrain clogging. Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 4. The inlet to the overflow structure shall be elevated inside the Bioretention Facility to be flush with the ponding surface for the design capture volume (VBMP) as shown in Figure 4, This will allow the design capture volume to be fully treated by the Bioretention Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Bioretention Facility, as shown in Figure 6. • Riverside County-Lor Impact Development RAIP Design Handbook rev.22012 Page 6 BIORETFNTION FACILITY BMP FACT SHEET • Underdrain Gravel and Pipes An underdrain gravel layer and pipes shall be provided in accordance with Appendix B — Underdrains. r Figure 6: Incorrect Placement of an Overflow Inlet. Inspection and Maintenance Schedule The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or • standing water. The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized. Schedule Activity • Keep adjacent landscape areas maintained. Remove clippings from landscape maintenance activities. • Remove trash and debris Ongoing . 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 I • Inspect/clean inlets and outlets • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 7 • Bioretention Facility Design Procedure 1) Enter the area tributary, AT, to the Bioretention Facility. 2) Enter the Design Volume, VBnm, determined from Section 2.1 of this Handbook. 3) Select the type of design used. There are two types of Bioretention Facility designs: the standard design used for most project sites that include side slopes, and the modified design used when the BMP is located perpendicular to the parking spaces or with planter boxes that do not use side slopes. 4) Enter the depth of the engineered soil media, ds. The minimum depth for the engineered soil media can be 18' in limited cases, but it is recommended to use 24' or a preferred 36' to provide an adequate root zone for the chosen plant palette. Engineered soil media deeper than 36' will only get credit for the pore space in the first 36'. 5) Enter the top width of the Bioretention Facility. 6) Calculate the total effective depth, dE, within the Bioretention Facility. The maximum allowable pore space of the soil media is 30% while the maximum allowable pore space for the gravel layer is 40%. Gravel layer deeper than 12' will only get credit for the pore space in the first 12'. wi 4clp wT-8-P 4dP • :Engineered soil media with 30%pore space'. : VIEMMA a. For the design with side slopes the following equation shall be used to determine the total effective depth. Where, dp is the depth of pending within the basin. 0.3 x [(WT(ft) x ds(ft)) + 4(dp(ft))2I + 0.4 x 1(ft) + dp(ft)[4dp(ft) + (WT(ft) — 8dp(ft))] dE(ft) WT(ft) This above equation can be simplified if the maximum ponding depth of 0.5' is used. The equation below is used on the worksheet to find the minimum area required for the Bioretention Facility: dE(ft) = (0.3 x ds(ft) + 0.4 x 1(ft)) — 0.7 (ftz) + 0.5(ft) WT(ft) Riverside Cously-Lo",Impact Derelopmenl BMP Design llandbook rev.212012 Page 8 • b. For the design without side slopes the following equation shall be used to determine the total effective depth: ds(ft) = ds(ft) + [(0.3) x ds(ft) + (0.4) x 1(ft)] The equation below, using the maximum ponding depth of 0.5', is used on the worksheet to find the minimum area required for the Bioretention Facility: ds(ft) = 0.5 (ft) + [(0.3) x ds(ft) + (0.4) x 1(ft)] 7) Calculate the minimum surface area, AM, required for the Bioretention Facility. This does not include the curb surrounding the Bioretention Facility or side slopes. AM(ft 2) _ VBMP(ft3) dE (ft) 8) Enter the proposed surface area. This area shall not be less than the minimum required surface area. 9) Verify that side slopes are no steeper than 4:1 in the standard design, and are not required in the modified design. 10) Provide the diameter, minimum 6 inches, of the perforated underdrain used in the Bioretention Facility. See Appendix B for specific information regarding perforated pipes. 11) Provide the slope of the site around the Bioretention Facility, if used. The maximum slope is 3 percent for a standard design. 12) Provide the check dam spacing, if the site around the Bioretention Facility is sloped. 13) Describe the vegetation used within the Bioretention Facility. Riverside Cmmty-Law Impact Developnienl BAIP Design llandbook rev.212012 Page 9 • References Used to Develop this Fact Sheet Anderson, Dale V. "Landscaped Filter Basin Soil Requirements." Riverside, May 2010. California Department of Transportation. CalTrans Standard Plans. 15 September 2005. May 2010<http://www.dot.ca.gov/hq/esc/oe/project_plans/HTM/stdpins-met-new99.htm>. Camp Dresser and McKee Inc.; Larry Walker Associates. California Stormwater Best Management Practice Handbook for New Development and Redevelopment. California Stormwater Quality Association (CASQA), 2004. Contra Costa Clean Water Program. Stormwater Quality Requirements for Development Applications. 3rd Edition. Contra Costa, 2006. County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009. Kim, Hunho, Eric A. Seagren and Allen P. Davis. "Engineered Bioretention for Removal of Nitrate from Stormwater Runoff." Water Environment Research 75.4 (2003): 355-366. LA Team Effort. LA Team Effort: FREE Planter Boxes for Businesses. 2 November 2009. May 2010 <http://lateameffort.blogspot.com/2009/11/free-planter-boxes-for-businesses-est.htmI>. . Montgomery County Maryland Department of Permitting Services Water Resources Section. Biofiltration (BF). Montgomery County, 2005. Program, Ventura Countywide Stormwater Quality Management. Technical Guidance Manual for Stormwater Quality Control Measures. Ventura, 2002. United States Environmental Protection Agency. Storm Water Technology Fact Sheet Bioretention. Washington D.C, 1999. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual Volume 3 - Best Management Practices. Vol. 3. Denver, 2008. 3 vols. Urbonas, Ben R. Stormwater Sand Filter Sizing and Design: A Unit Operations Approach. Denver: Urban Drainage and Flood Control District, 2002. Ri,erside Counp•-Low Impact Derelopmenl BMP Design Handbook rev.212012 Page 10 Bioretention Facility - Design Procedure BMP ID Legend: Required Entries Calculated Cells pany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature AT acres Enter VBmp determined from Section 2.1 of this Handbook VBMP= ft3 Type of Bioretention Facility Design QQ Side slopes required (parallel to parking spaces or adjacent to walkways) Q No side slopes required (perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = ft Top Width of Bioretention Facility,excluding curb WT= ft Total Effective Depth, dE dE =(0.3) x ds+(0.4) x 1 - (0.74T)+0.5 dE =-ft • Minimum Surface Area, Am AM (ft') V AM=�ft- = Vamp Proposed Surface Area A= ftZ Bioretention Facility Properties Side Slopes in Bioretention Facility z= :1 Diameter of Underdrain inches Longitudinal Slope of Site (3%maximum) % 6" Check Dam Spacing feet Describe Vegetation: Notes: i Riverside County Best Management Practice Design Handbook JUNE 2010 • 3.3 Permeable Pavement - - Type of BMP LID-Infiltration Treatment Mechanisms Infiltration, Evaporation Maximum Drainage Area 10 acres Other Names porous pavement, pervious concrete, pervious asphalt, pervious gravel pavement,cobblestone block, modular block, modular pavement Description Permeable pavements can be either pervious asphalt and concrete surfaces, or permeable modular block. Unlike traditional pavements that are impermeable, permeable pavements reduce the volume and peak of stormwater runoff as well as mitigate pollutants from stormwater runoff, provided that the underlying soils can accept infiltration. Permeable pavement surfaces work best when they are designed to be flat or with gentle slopes. This factsheet discusses criteria that apply to infiltration designs. The permeable surface is placed on top of a reservoir layer that holds the water quality stormwater volume, VBMF, The water infiltrates from the reservoir layer into the native subsoil. Tests must be performed according to the Infiltration Testing Section in Appendix A to be able to use this design procedure. In some circumstances, permeable pavement may be implemented on a project as a source control feature. Where implemented as a source control feature (sometimes referred to as a 'self-retaining' area), the pavement is not considered a 'BMP' that would be required to be designed and sized per this manual. Where permeable pavement receives runoff from adjacent tributary areas, the permeable pavement may be considered a BMP that must be sized according to this manual. Consult the Engineering Authority and the WQMP for any applicable requirements for designing and sizing permeable pavement installations. Siting; Considerations The WQMP applicable to the project location should be consulted, as it may include criteria for determining the applicability of this and other Infiltration-based BMPs to the project. Permeable pavements can be used in the same manner as concrete or asphalt in low traffic parking lots, playgrounds, walkways, bike trails, and sports courts. Most types of permeable pavement can be designed to meet Americans with Disabilities Act (ADA) requirements. Permeable pavements should not be used in the following conditions: B Downstream of erodible areas 0 Downstream of areas with a high likelihood of pollutant spills B Industrial or high vehicular traffic areas (25,000 or greater average daily traffic) 0 Areas where geotechnical concerns, such as soils with low infiltration rates, would preclude the use of this BMP. L m,Impart Development Best Management Practice Decign 1landboak re, 92011 Page 1 Sites with Impermeable Fire Lanes Oftentimes, Fire Departments do not allow alternative pavement types including permeable pavement. They require traditional impermeable surfaces for fire lanes. In this situation, it is acceptable to use an impermeable surface for the fire lane drive aisles and permeable pavement for the remainder of the parking lot. Where impermeable fire lanes are used in the design, the impermeable surface must slope towards the permeable pavement, and the base layers shall remain continuous underneath the two pavement types, as shown in Figure 1. This continuous reservoir layer helps to maintain infiltration throughout the pervious pavement site, and can still be considered as part of the total required storage area. Q5.� � .�.??•?.�?; � IMPERMEABLE DRIVE POROUS PAVEMENT PARKING SPACES AISLE tu �� POROUSPAVEMENT POROUSPAVEMENT SANDLAYER PERMEABLE IMPERMEABLEflBELANE m• . - �4 �.�E I v i-�n+C.{i BEDDING RESERVOIRIAYER ! "',�-� Sr}= LAYER ,,(( �'�i: v i :.�.; .(.(�(.,}.{(.rr•,ti., -t c t sic�;3*.•r `.t--y� .�Zvi��l•a t � c-.>.2:�. POROUSPAVEMENTPARKINGSPACE$ SUBGRADE)EXISTING SOII) Section A-A Figure 1: Impermeable Fire Lanes Also, while a seal coat treatment may be used on the impermeable fire land, traditional seal coat treatments shall not be used on permeable pavement. i Laic Impact Dereloprnent Best Management Practice Design Handbook rev. 92011 Page 2 PERMEABLE PAVEMENT BMP FACT SHEET • Setbacks Always consult your geotechnical engineer for site specific recommendations regarding setbacks for permeable pavement. Recommended setbacks are needed to protect buildings, walls, onsite wells, streams and tanks. PROPOSED BUILDING 4 n, 5'MBN. IMPERMEABLE LAYER 10'MMN. . . - TORICRIG NOTE:ALWAYS CONSULT YOUR GEOTECHNICAL ENGINEER FOR SITE SPECIFIC RECOMMENDATIONS. Figure 2: Permeable Pavement Setback Requirements A minimum vertical separation of 10 feet is required from the bottom of the reservoir layer to the historic high groundwater mark, see Figure 2. A minimum vertical separation of 5 feet is required from the bottom of the reservoir layer to any impermeable layer in the soil. If the historic high groundwater mark is less than 10 feet below the reservoir layer section, or less than 5 feet from an impermeable layer, the infiltration design is not feasible. Design and Sizing Criteria To ensure that the pavement structural section is not compromised, a 24-hour drawdown time is utilized for this BMP instead of the longer drawdown time used for most volume based BMPs. Law Impact Development Best Management Practice Design Handbook rev.912011 Page 3 PERMEABLE PAVEMENT BMP FACT SHEET Reservoir Layer Considerations • Even with proper maintenance, sediment will begin to clog the soil below the permeable pavement. Since the soil cannot be scarified or replaced, this will result in slower infiltration rates over the life of the permeable pavement. Therefore, the reservoir layer is limited to a maximum of 12 inches in depth to ensure that over the life of the BMP, the reservoir layer will drain in an adequate time. Note: All permeable pavement BMP installations (not including Permeable Pavement as a source control BMP i.e. a self-retaining area) must be tested by the geotechnical engineer to ensure that the soils drain at a minimum allowable rate to ensure drainage.. See the Infiltration Testing Section of this manual for specific details for the required testing and applied factors of safety. Sloping Permeable Pavement Ideally permeable pavement would be level, however most sites will have a mild slope. If the tributary drainage area is too steep, the water may be flowing too fast when it approaches the permeable pavement, which may cause water to pass over the pavement instead of percolating and entering the reservoir layer. If the maximum slopes shown in Table 1 are complied with, it should address these concerns. Table 1: Design Parameters for Permeable Pavement Design Parameter Permeable Pavement slope of permeable pavement 3% Maximum contributing area slope 5% Regardless of the slope of the pavement surface design, the bottom of the reservoir layers shall be flat and level as shown in Figure 3. The design shown ensures that the water quality volume will be contained in the reservoir layer. A terraced design utilizing non- permeable check dams may be a useful option when the depth of gravel becomes too great as shown in Figure 3. Additional ;vee , . 12stin SUDgrade Figure 3: Sloped Cross Sections for Permeable Pavement Low Impact Development Best Management Practice Design Handbook rev-MOII Page 4 PERMEABLE. PAVEMENT BMP FACT SHEET • NON-POROUS CHECK DAMS Figure 4: Permeable Pavement with Non-permeable Check Dams In Figure 4, the bottom of the gravel reservoir layer is incorrectly sloped parallel to the pavement surface. Water would only be allowed to pond up to the lowest point of the BMP. Additional flows would simply discharge from the pavement. Since only a portion of the gravel layer can store water, this design would result in insufficient capacity. This is not acceptable. VBMP Figure 5: Incorrect Sloping of Permeable Pavement To assure that the subgrade will empty within the 24 hour drawdown time, it is important that the maximum depth of 12 inches for the reservoir layer discussed in the design procedure is not exceeded. The value should be measured from the lowest elevation of the slope (Figure 4). Minimum Surface Area The minimum surface area required, As, is calculated by dividing the water quality volume, VBMP, by the depth of water stored in the reservoir layer. The depth of water is found by multiplying the void ratio of the reservoir aggregate by the depth of the layer, bTH. The void ratio of the reservoir aggregate is typically 40%; the maximum reservoir layer depth is 12". Sediment Control A pretreatment BMP should be used for sediment control. This pretreatment BMP will reduce the amount of sediment that enters the system and reduce clogging. The pretreatment BMP will also help to spread runoff flows, which allows the system to infiltrate more evenly. The pretreatment BMP must discharge to the surface of the • pavement and not the subgrade. Grass swales may also be used as part of a treatment train with permeable pavements. l tnr Impart Do elopmeet Best Munagernent Prat me Des,K"llundbouk rev. 9201I Page 5 PERMEABLE PAVEMENT BMP FACT SHEET • Liners and Filter Fabric Always consult your geotechnical engineer for site specific recommendations regarding liners and filter fabrics. Filter fabric may be used around the edges of the permeable pavement; this will help keep fine sediments from entering the system. Unless recommended for the site, impermeable liners are not to be used below the subdrain gravel layer. Overflow An overflow route is needed in the permeable pavement design to bypass storm flows larger than the VBMP or in the event of clogging. Overflow systems must connect to an acceptable discharge point such as a downstream conveyance system. Roof Runoff Permeable pavement can be used to treat roof runoff. However, the runoff cannot be discharged beneath the surface of the pavement directly into the subgrade, as shown in Figure 6. Instead the pipe should empty on the surface of the permeable pavement as shown in Figure 7. A filter on the drainpipe should be used to help reduce the amount of sediment that enters the permeable pavement. ROOF DRAIN . PROPOSED BUILDING ILTER POROUS PAVEMENT PERFORATED PIPE Figure 6:Incorrect Roof Drainage ♦-ROOF DMIN PROPOSED BUILDING ~FILTER PO ROUS PA VEMENT Figure 7: Correct Roof Runoff Drainage Low Impact Development Best Management Practice Design llandbunk rev. 91201I Page 6 PERMEABLE PAVEMENT BMP FACT SHEET Infiltration • Refer to the Infiltration Testing Section (Appendix A) in this manual for recommendations on testing for this BMP. Pavement Section IAYER The CEO$$ section necessary for PAVEMENT SECTION SAND lAYE0. GEOTKHNICAL ICAL ENGINEER CONCRETE CURB infiltration design of permeable BEDDING LAYER RECOMMENDATIONS pavement includes: "mot • The thickness of the layers Of m ° RESERVOIR LAYER B OR +' •�'� 12"MAXIMUM THICKNESS permeable pavement, sand and bedding layers depends on whether it is permeable modular SUBGRADE (EXISTING SOIL) block or pervious pavement. A licensed geotechnical or civil engineer is required to determine the thickness of these Figure S: Infiltration Cross Section upper layers appropriate for the pavement type and expected traffic loads. • A 12" maximum reservoir layer consisting of AASHTO #57 gravel vibrated in place or equivalent with a minimum of 40% void ratio. Inspection and Maintenance Schedule —Modular Block Schedule Activity • Keep adjacent landscape areas maintained. Remove Ongoing clippings from landscape maintenance activities. • Remove trash and debris • Remove and reset modular blocks,structural section and Utility Trenching and reservoir layer as needed. Replace damaged blocks in-kind. other pavement repairs . Do not pave repaired areas with impermeable surfaces. After storm_ events • Inspect areas for ponding 2-3 times per year • Sweep to reduce the chance of clogging As needed • Sand between pavers may need to be replaced if infiltration capacity is lost Llw Impact Development Best Management Practice Design Handbook rev.912011 Page 7 PERMEABLE. PAVFMENT BMP FACT SHEET Inspection and Maintenance Schedule—Pervious Concrete/Asphalt Schedule Activity • Keep adjacent landscape areas maintained. Remove clippings Ongoing from landscape maintenance activities. • Remove trash and debris Utility Trenching other • Replace structural section and reservoir layer in kind. pavement repairs • Re-pave using pervious concrete/asphalt. Do not pave repaired areas with impermeable surfaces. After storm events • Inspect areas for ponding 2-3 times per year Vacuum the permeable pavement to reduce the chance of clogging As needed • Remove and replace damaged or destroyed permeable pavement Design Procedure Permeable Pavement 1. Enter the Tributary Area, AT. 2. Enter the Design Volume, VBMp, determined from Section 2.1 of this Handbook. 3. Enter the reservoir layer depth, bTH for the proposed permeable pavement. The • reservoir layer maximum depth is 12 inches. 4. Calculate the Minimum Surface Area, As, required. A,(ft) _ VBMP (ft3) (0.4 x bTH (in))/12(in/ft) Where, the porosity of the gravel in the reservoir layer is assumed to be 40%. 5. Enter the proposed surface area and ensure that this is equal to or greater than the minimum surface area required. 6. Enter the dimensions, per the geotechnical engineer's recommendations, for the pavement cross section. The cross section includes a pavement layer, usually a sand layer and a permeable bedding layer. Then add this to the maximum thickness of the reservoir layer to find the total thickness of the BMP. 7. Enter the slope of the top of the permeable pavement. The maximum slope is 3%. 8. Enter whether sediment control was provided. 9. Enter whether the geotechnical approach is attached. bm Impart Derelapmem Best Management Practice Design Handbnak rev. 92011 Page 8 10. Describe the surfaces surrounding the permeable pavement. It is preferred that a • vegetation buffer is used around the permeable pavement. 11. Check to ensure that vertical setbacks are met. There should be a minimum of 10 feet between the bottom of the BMP and the top of the high groundwater table, and a minimum of 5 feet between the reservoir layer the top of the impermeable layer. • bnv Impact Development Best Management Practice Design Handbook rev. 912011 Page 9 Reference Materials Used to Develop this Fact Sheet: Adams, Michelle C. "Porous Asphalt Pavement with Recharge Beds: 20 Years and Still Working." Stormwater Magazine May-June 2003. Atlanta Regional Commission, et. al. Georgia Stormwater Management Manual. 1st Edition. Vol. 2. Atlanta, 2001. 3 vols. Bean, E. Z., et al. "Study on the Surface Infiltration Rate of Permeable Pavements." Water and Environment Specialty Conference of the Canadian Society for Civil Engineering. Saskatoon, 2004. 1-10. California Department of Transportation. CalTrans Standard Plans. 15 September 2005. May 2010<http://www.dot.ca.gov/hq/esc/oe/project_pIans/HTM/stdpIns-met- new99.htm>. Camp Dresser and McKee Inc.; Larry Walker Associates. California Stormwater Best Management Practice Handbook for New Development and Redevelopment. California Stormwater Quality Association (CASQA), 2004. Colorado Ready Mixed Concrete Association (CRMCA). "Specifier's Guide for Pervious • Concrete Pavement Design, Version 1.2." 2010. County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009. Program, Ventura Countywide Stormwater Quality Management. Technical Guidance Manual for Stormwater Quality Control Measures. Ventura, 2002. Sacramento Stormwater Quality Partnership and the City of Roseville. Stormwater Quality Design Manual for the Sacramento and South Placer Regions. County of Sacramento, 2007. Taylor, Chuck. "Advanced Pavement Technology." Riverside, 2008. Tennis, Paul D., Michael L. Leming and David J. Akers. Pervious Concrete Pavements. Silver Spring: Portland Cement Association and National Ready Mixed Concrete Association, 2004. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual Volume 3 - Best Management Practices. Vol. 3. Denver, 2008. 3 vols. • Urbonas, Ben R. Stormwater Sand Filter Sizing and Design: A Unit Operations Approach. Denver: Urban Drainage and Flood Control District, 2002. 6rnv Impact Dere(npmeru Bev Management Practice Design Handbook rev. 912011 Page 10 Permeable Pavement -Design Procedure Legend:Legend: Required Entries Calculated Cells Company Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature Ar acres Enter VBMP determines from Section 2.1 of this Handbook VBMP= ft3 Permeable Pavement Surface Area Reservoir Layer Depth,bTH bTH= inches Minimum Surface Area Required, As VBMP(ft3) As=.— ft2 As(e)— 0.4 x b m / 12 in/ft ( rn (� )) (� ) Proposed Surface Area = ft2 Permeable Pavement Cross Section Per the Geotechnical (A) in Engineer's (B) in )A)PAVEMENTLAYE SECTIONPERTHE Recommendations (C) _ [n AY)B)SANOLER - EEOTECHNICAL ENGINEER' CONCRETECUBB i C)BEDDING LAYER RECOMMENDATIONS Reservoir Layer (D) in I D;RESERVOIR LAVER B,„ OR 12"MAXIMUM THICKNESS Total Permeable Pavement Section in SUBGRADE EXISTING SOIL) Slope of Permeable Pavement %D Sediment Control Provided?(Use pulldown) Geotechnical report attached?(Use pulldown) Describe Surrounding Vegetation: Notes: If the PCTIIV hle pasemnnt has been designed rometly.there should be no et f messages on the spreadsheet. • Riverside County Best Management Practice Design Handbook JUNE 2010 -v ` r l) �Rllwl < IT D er 16e, to ryn 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 t E-mail: flood.fcnpdes@co.riverside.ca.us or visit www.epa.gov/npdes/stormwater www.epa.gov/nps wa[er www.epa.gov/nps / / / P ! "fit•. 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 and streets prevent stormwater from impossible for aquatic plants to naturally soaking into the ground. grow. Sediment also can destroy aquatic habitats. ♦ Excess nutrients can cause algae blooms.When algae die, they sink to the bottom and decompose r` / s in a process that removes oxygen from the water. Fish and other aquatic organisms can't exist in water with low dissolved oxygen levels. r/ ♦ Bacteria and other pathogens can wash into swimming areas and create health hazards, often making beach closures necessary. • 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. 4 Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water Stormwater can pick up debris, chemicals, dirt, and other ♦ Polluted stormwater often affects drinking water pollutants and flow into a storm sewer system or directly to I sources. This, in turn, can a lake, stream, river, wetland, or coastal water. Anything that affect human health and enters a storm sewer system is discharged untreated into , increase drinking water the waterbodies we use for swimming, fishing, and providing treatment costs. drinking water. 'ME Auto care ;ter ,r Washing your car and degreasing auto parts at home n Edrur. " d e4Ee" a°to rla.vJurg peoP&d bebavtor. can send detergents and other H Srgad a"d watkeae iwn etor"r duwii warts re thxa contaminants through the storm sewer systern_ Dumping U6tpa��rto"te e"tr ire Auu"e wry be eaatred Q of a!e automotive fluids into storm UKAMard "ta a Cooa� waterb drains has the same result as taut 4&WMA, Atw4 ag t4 p& dpd pe4VoA, paZ dumping the materials directly 40 ad tMed 1NOraU °d asd ° into a waterbody • Use a commerciay car wash that treats or Dow'tpou*&K aria 9A gwu"d of toga A&W dWA recycles its wast ater, 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. Instead these surfaces rely on storm drains to Lawn care ♦ Repair leaks and dispose of used auto fluids divert unwanted water. Permeable pavement and batteries at designated drop-off or systems allow rain and snowmelt to soak through, Excess fertilizers and pesticides recycling locations. decreasing stormwater runoff. applied to lawns Rain Barrels—You can and gardens wash collect rainwater from off and pollute Septic het waste rooftops in mosquito- streams. In systems .� proof containers.The addition, yard y Pet waste can be 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 O excess nutrients Rain Gardens and nutrients and organic matter to streams. septic in local waters. Grassy Swales—Specially ♦ Don't overwater your lawn. Consider systems release nutrients and ♦When walking designed areas planted pathogens (bacteria and our t with native plants can provide natural places for using l soaker hose instead of a viruses)that can be picked up y " sprinkler. b stormwater and discharged remember di pick up the rainwater to collect y g waste and dispose of it and soak into the ♦ Use pesticides and fertilizers into nearby waterbodies. round. Rain from p properly Flushing pet g sparingly When use is necessary, use Pathogens can cause public 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. 4 Cover piles of Irt or mulch being household hazardous • used in landeing projects. waste in sinks or toilets. Dirt, oil, and debris that collect in Et�osion controls that aren't maintained can cause �y parking lots and paved areas can be e�fcessive amounts of sediment and debris to be t washed into the storm sewer system carried into the stormwater system. Construction and eventually enter local 1hicles can leak fuel, oil, and other harmful fluids waterbodies. that can be picked up by stormwater and • Sweep up litter and debris from deposited into local waterbodies. sidewalks, driveways and parking lots, • Divert stormwater away from disturbed or especially around storm drains. exposed areas of the construction site. • Cover grease storage and dumpsters • Install silt fences, vehicle mud removal areas, and keep them clean to avoid leaks. vegetative cover, and other sediment and • Report any chemical spill to the local erosion controls and properly maintain them, especially after rainstorms. hazardous waste cleanup team. 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 and mulch bare areas as soon as possible. j Lack of vegetation on streambanks can lead to erosion. ergrazed pastures can also *,✓ contribute excessive amounts of sediment to local water dies. Excess fertilizers and pesticides can poison aquatic animals and lead to destru live algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact. • Keep livestock away fSom 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. -� • Vegetate riparian area along waterways. - • Rotate animal grazing to prevent soil erosion in fields. - • Apply fertilizers and pesticides according to label .3rr instructions to save money and minimize pollution. 17 a " Uncovered fueling stations allow spills to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil, and other harmful Improperly managed logging operations can result in erosion and fluids that can be picked up by stormwater. c+ sedimentation. ♦ Clean up spills immediately and properly • Conduct preharvest planning to prevent erosion and lower costs. dispose of cleanup materials. r • Use log ging methods and equipment that minimize soil disturbance. • Provide cover over fueling stations and `;. •Plan and design skid trails, yard areas, and truck access roads to design or retrofit facilities for spillcontainment. • Construct stream crossings so that tw7 minimize stream crossings and avoid disturbing the forest floor. Ley minimize erosion and physical • Properly maintain fleet vehicles to prevent i changes to streams. oil, gas, and other discharges from being c ' g washed into local waterb s. 0 Expedite revegetation of cleared aria 4 Install and maintain c 11 separators. forinformation. Dig You KNOW , tpr Pollution . . . What you should know i jil,lim„nrrl, uI�General Industn.i Riverside County has two drainage systems - sanitary sewers and storm drains. Storm Water Permit contact. YOUR FACILITY MAY The storm drain system is designed to help prevent flooding by carrying excess State Water Resources Control Board(SWRCB) rainwater away from streets. Since the storm drain system does not provide for (916)657-1146 or www.swrcb.ca.gov/or,at your NEED A STORM WA , water treatment, it also serves the Regional WaterQuality Control Board(RWQCB). PERMIT? unintended function of transporting Santa Ana Region(8) pollutants directly to our waterways. California Tower 3737 Main Street.Ste.500 Unlike sanitary sewers, storm Riverside,CA 92501-3339 (909)782A 130 drains are not connected to a ` treatment plant-they flow directly m San Diego Region(9) to our local streams, rivers and 9771 Clairemont Mesa Blvd.,Ste.A San Diego,CA 92124 lakes. m (619)467-2952 Colorado River Basin Region(7) In recent years, awareness of the need 73-720 Fred Waring Dr.,Ste. 100 to protect water quality has increased. Palm Desert,CA92260 As a result, federal, state, and local (760)346-7491 programs have been established to r �� reduce polluted stormwater discharges to I I SPILL RESPONSE AGENCY: our waterways. The emphasis Of these 1 HAz-Mar: (909)358-5055 programs is to prevent stormwater I HAzARDOus WASTE DISPOSAL: (909)358-5055 pollution since it's much easier, and less RECYCLING INFORMATION: 1-500-386-SAVE costly, than CIf?a fiing Lip "after the, fact.' TO REPORT ILLEGAL DUMPING OR A CLOGGED >, - STORM DRAIN: 1-800-506-2555 To order additional brochures or to obtain Information on other pollution )955-1tbn activities,call. Mary industrial facilities NI"Pollutant Discharge Elimination System (NPDES) (909195b-1111. and manufacturing operations must obtain coverage under the -- StormWater Industrial Activities Storm Water In 1987, the Federal Clean Water Act was amended to establish a framework for General Permit regulating industrial stormwater discharges under the NPDES permit program. In Idenuum California, NPDES permits are issued by the State Water Resources Control Board PROTECTION PROGRAM (SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). In FIND OUT general, certain industrial facilities and manufacturing operations must obtain Riverside County gratefully acknowledges the State IF YOUR FACILITY coverage under the Industrial Activities Storm Water General Permit if the type of Water Quality Control Board and the American Public MUST OBTAIN A PER facilities or operations falls into one of the several categories described in this Works Association,Storm Water Quality Task Force for the information provided In this brochure. brochure. C How Do I Know If 1 Need A Permit? ^� What are the requirements of the � Industrial Activities Storm Water General Permit. Following are general descriptions of the Landfills,land application sites and open The basic requirements of the Permit are industry categories types that are regulated by the dumps that receive or have received any industrial Industrial Activities Sturm Water General Permit. waste; unless there is a new overlying land use 1. The facility must eliminate any nun-slormwaler discharges or obtain a separate permit for such Contact your local Region Water Quality Control such as a golf course,park,etc.,and there is no discharges. Board to determine if your facility/operation discharge associated with the landfill; requires coverage under the Permit. 2. The facility must develop and implement a Stonn Water Pollution Prevention Plan (SWPPP). The Facilities such as cement manufacturing; Facilities involved in the recycling of SWPPP must identify sources of pollutants that may be exposed to stormwater Once the sources of feedlots; fertilizer manufacturing' petroleum materials, including metal scrap yards, battery pollutants have been identified,the facility operator must develop and implement Best Management refining:phosphate manufacturing;steam electric reclaimers, salvage yards, and automobile Practices(BMPs)to minimize or prevent polluted runoff. power generation; coal mining; mineral mining junkyards; and processing; ore mining and dressing; and Guidance in preparing a SWPPP is available from a document prepared by the California Storm Water asphalt emulsion: -► Steam electric power generating facilities, Quality Task Force called the California Storm Water Bost Management Practice Handbook. facilities that generate steam for electric power by Facilities classified as lumber and wood combustion; 3. The facility must develop and implement a Monitoring Program that includes conducting visual products (except wood kitchen cabinets); pulp, observations and collecting samples of the facility's storm water discharges associated with industrial paper,and paperboard mills;chemical producers Transportation facilities that have vehicle activity. The General Permit requires that the analysis be conducted by a laboratory that is certified by the (except some pharmaceutical and biological maintenance shops,fueling facilities, equipment State of California. products); petroleum and coal products; leather cleaning operations,or airport deicing operations. production and products; stone, clay and glass This includes school bus maintenance facilities 4. The facility must submit to the Regional Board,every July 1,an annual raper(that includes the results of products; primary metal industries; fabricated operated by a school district, its monitoring program. structural metal; ship and boat building and repairing; i Sewage treatment facilities; 4 Active or inactive mining operations and oil and gas exploration,production,processing,or -► Facilities that have areas where material A Non-Storm Water Discharge is...any A BMP is . . . a technique, process. activity, treatment operations; handling equipment or activities, raw materials. discharge to a storm drain system that is not or structure used to reduce the pollutant content of intermediate products, final products. waste composed entirely of storm wafer. The followiny a storm wafer discharge. BMPs may include 4 Hazardous waste treatment, storage, or materials, by-products, or industrial machinery g non-storm water discharges are authorized by the simple. non-structural methods such as good disposal facilities; are exposed to storm water. General Permit: fire hydrant flushing; potable housekeeping, staff training and preventive water sources,including potable water related to maintenance. Additionally, BMPs may include the operation,maintenance, or testing of potable structural modifications such as the installation of water systems; drinking fountain water, berms,canopies or treatment control(e.g.setting atmospheric condensates including refrigeration, basins,oil/waterseparators,etc.) How do I obtain coverage under the air conditioning, and compressor condensate; Industrial Activities Storm Water General Permit? irrigation drainage;landscape waterrng;springs: non-contaminated ground water; foundation or Obtain a permit application package from your local Regional Water Quality Control Board listed on the back footing drainage;and sea water infiltration where of this brochure or the State Water Resources Control Board(SWRCB). Submit a completed Notice of Intent the sea waters are discharged back info (NOI)form,site map and the appropriate fee($250 or 5500)to the SWRCB. Facilities must submit an NOI watersourcer. thirty(30)days prior to beginning operation. Once you submit the NOI,the State Board will send you a letter acknowledging receipt of your Not and will assign your facility a waste discharge identification number(WDID No.). You will also receive an annual fee billing.These billings should roughly coincide with the date the State WARNING: There are significant penalties for non-comp0ence:a minimum fine or$5.000 for failing to obtain permit Board processed your original NOI submittal coverage.and,up to$10,000per day.perviolation plus$10per gallon ofdischarge in excess of 1,000gallons. Your auto web Site Addresses: Take used motor oil, antifreeze, and other toxic , • solvents to collection centers. U.S. Environmental Protection Agency TER Fix oil, radiator, and transmission leaks... don't ww'W.epa.L'ot' 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. www.fws.eovProtection Program Cut down on automobile trips. Pollutants from engine exhausts contain toxic chemicals that may California Department of Fish & Game eventually end up in stormwater. wwwAlly.ca.eov The California Environmental Rsources Evaluation cooperationWith your System(CERES) N'WW.CereS.Ca.YOV �� �_ _•` �/`+� We can protect our groundwater, ` p g Riverside County Transportation Department rivers and lakes.. and enjoy pure, www.co.riverside.ca.usitrans%trtns.htm clean Crater. Together we can * a 4 tt make a difference! Phone Numbers/Addresses: ( Q I P u Environmental Health 6 11I (909) 358-4529 For more information on the StortnwaterlVearnvater Mailing Address: Protection Program. 4065 County Circle Dr. call: Riverside,CA 92503 County of Riverside 111'rotectionhe Slortnwa Prurant will hellerl0eamrater Transportation Department Street Address:(909) 955-6880 Same as aboveg p control a serious problem. .. Transportation Department (909)955-6880 polluted slurnrwuler. 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 oil, grease and other pollutants into our Department of Environmental Health (909) 358-5172 Street Address stormwater. These untreated waters flow 4080 Lemon Street, 8'"Floor directly to our rivers, lakes and Stormwater should be Riverside, CA 92501 groundwater. These waters not only Cleanwater only... support wildlife... they also serve as our waterHelp keep our resources for swimming, fishing, boating 40 and our drinking Crater. FACTS. . . • Are any properties exempted from this assessment? ACTIONS. . . Because federal law exempts agricultural What you should know properties from this program, assessments are not What you can do V levied. Undeveloped/vacant atural and man-made drainage systems capture parcels are also excluded from Everyone contributes a little to the problem. . but, by inwater runoff. this assessment. working together, we can make a big difference. he problem is. . . they capture . How will the )llutants as well. 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 ail, used to toxic elements. antifreeze, detergents, soil erosion, comply with wash and litter end up in a federal guidelines. storm drain system, they . When using pollute drinking water. The guidelines require: g P g waterbased Even rainwater flowing stormwater sampling, inspection of illegal drainage, hazardous material management, paints, clean offrooftops and brushes in a sink. increased street sweeping and community property carries inforntatiordpanicipation. A portion of the Don't pour Pollution downstream, funds will also be used to protect against clean-up water into our water resources. dawn the stormwater pollution caused by construction 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 . How can assessment fees be kept to a eleanwarer only. minimum. Recycle reusable materials. By doing your part to help keep stormwater Who pays for this program? clean, you can minimize program costs. The federal government requires, but does not Your yard fund this program. As a result, many cities and • Apply pesticides and fertilizers carefully. counties typically enact parcel assessments based • Use a broom—not a base—to clean the sidewalk. 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 stop er flowing through their own storm drain sys a For Information: 11IM1811 Polio' StormWater Pollution . . . What you Should Know i-ot c nn n ro tluallo oii tscddoop"suppliers '� Riverside County has two drainage systems-sanitary sewers and storm drains- The storm and recycling/disposal vendors,contact: ':I drain system is designed to help prevent flooding by carrying excess rainwater away from County of Riverside What you should kno�^,- t0 - streets. Since the storm drain system does not provide for water treatment,it also serves the Health Services Agency unintended function of transporting pollutants directly to our waterways. Department of Environmental Health _ at(909)358-5055. AUTOMOTIVE Unlike sanitary sewers, storm drains are not connected to a treatment Y / MAINTENANCE plant-they flow directly to our local streams, rivers and lakes. SPILL RESPONSE AGENCY: HAz-MAT: (909)358-5055 S CAR CARE Rain and water runoff from automotive shops and AFTER 5:00 P.M.: (909)358-5245 OR 911 businesses can carry pollutant material into storm RECYCLING AND HAZARDOUS WASTE drains.Examples of pollutants include oil and grease DISPOSAL: (909)358-5055 from cars,copperand asbestos from worn brake TO REPORT ILLEGAL DUMPING OR A linings,zinc from tires,and toxics from spilled fluids. - ( CLOGGED STORM DRAIN: 1-800-506-2555 r J SYormwaterpollution causes as much as 60%odour �' 1 water pollution problem. It jeopardizes the quality of To order additional brochures or to obtain information on other pollution prevention activities, our waterways and poses a threat to groundwater ,;all:(sos)955-1111 resources if pollutants percolate through soil ` The Cities and County of Riverside The Cities and County of Riverside _ StormWater/CleanWater Protection Program StormWater/CleanWater Protection Program - 1-800-506-2555 Since preventing pollution is much easier,and less costly,than cleaning up"afterthe fact,"the Cities p and County of Riverside StormWater/CleanWater Protection Program informs residents and Best Management businesses on pollution prevention activities such as the Best Management Practices (BMPs) StormWater practices [6MPSI described in this pamphlet. The Cities and County of Riverside have adopted ordinances for stormwater management and PROTECTION PROG RArvI for: discharge control. In accordance with state and federal law, these local stormwater ordinances prohibit the discharge of wastes into the storm drain system or local surface waters. This includes �AutOBOdyShops --._ discharges containing oil,antifreeze,gasoline and other waste materials. Auto Repair Shops PLEASE NOTE: A common stormwater pollution problem associated with Riverside Cnimly gratefully acknowledges the Santa Clara j Car Dealerships automotive shops and businesses is the hosing down of service bays, parking and Valley Nonpolnt Source Pollution Control Program and the City other areas. Often,this activity Flushes pollutants into the storm drain system. The of Los Angeles Stormweter Management Division for j Gas Stations discharges of pollutants is strictly prohibited by local ordinances and state and information provided in this brochure. federal regulations. Fleet Service Operations. Keep your shop in tune. Follow these Practices to help prevent stormwater pollution . . . 1. Changing Automotive Fluids • Keep dry absorbent materials and/or a 8. Cleaning Parts 12.Outdoor Parking and Auto • Designate an area away from storm or wet/dry vacuum cleaner on hand for mid-sized • :_lean parts in a self- Maintenance sanitary drains to change automotive fluids. spills. cuntained unit, solvent sink, t - • Treat outdoor areas as an extension of your • Collect, separate, and recycle motor oil, • Contain large spills immediately;block or shut or pans washer to prevent service bays or avoid using altogether. antifreeze,transmission fluid,and gear oil. off floor and parking lot drains and notify the solvents and grease from • Sweep-up trash and dirt from outdoor parking • Drain brake fluid and other non-recyclables authorities. entering a sewer or storm and maintenance areas. Do not hose down intoa proper container and handle • Train employees to be famillar with hazardous drain connection. _ _ areas. All non-storm water discharges are as a hazardous waste. J spill response plans and emergency prohibited. • Use a radiator procedures. _ • Drain work areas to a sanitary drain rather flushing fluid that 9. Metal Grinding and Finishing than a storm drain. Contact the local sewer can be recycled, • Catch metal filings in an enclosed unit or on a authority to determine if pretreatment is and add It to the 5. Identify and Control Wastewater tarpaulin. required. waste antifreeze. Discharges is Sweep filing area to prevent washing metals • Ensure that shop sinks and floor drains are intofloordrains 13.Washing Vehicles,Cleaning Engines, connected to the sanitary sewer. Check with and Other Steam Cleaning 2. Working on Transmissions,Engines, the local sewer authority regarding permitting • For occasional car exterior cleaning,minimize and Miscellaneous Repairs or other requirements. 10.Storing and Disposing ofWaste thewaterused and divertrunofflolandscaped • Keep a drip pan or a wide low-rimmed • Post signs to prevent disposal of liquid wastes • Store recyclable and non-recyclable waste areas, keeping it out ofthe storm drain. container under vehicles to catch fluids into sanitary drains. • Wash vehicles with biodegradable, whenever you unclip hoses,unscrew filters,or separately. phosphate-free detergent. thane you to unclip, hoses, ed leaks. • Piece liquid waste (hazardous or otherwise) • Make sure no wastewater from engine or pans 9 P 8. Fueling Vehicles within a harmed or secondary containment cleaning or steam cleaning is discharged • Clean-up minor spills.with an area. where it may flow to a street,gutter,or storm dry absorbent, rather than • Cover outdoor storage areas to prevent drain 3. Preventing Leaks and Spills allowing them to evaporate. contact with rain water. • Avoid spills by emptying and wiping drip pans Dispose of the absorbent as • Collect used parts for delivery to a scrap metal when you move them to another vehicle or adry hazardouswaste. dealer. e, Cleaning Work Areas when they are half-full. • Sweep or vacuum ar[lieas - flour frequently. • Use a damp cloth and a • Damp mop work areas - do IWl hose down • Routinely check equipment to wipe up spills damp mop to keep the area work areas into the slreelorgulter. and repairleaks. clean rather than a hose or a11.Selecting and Controlling Inventory • Do not pour mop water into the parking lot, • Place large pans or an inflatable portable wet mop • Purchase recyclable or non-toxic materials. street,gutter or storm drain. berm underwrecked cars. • Select"closed-loop' suppliers and purchaseUse • Drain all fluids from wrecked vehicles or supplies in bulk. • possible. toxic cleaning products whenever "parts"cars you keep on site. 7. Removing and Storing Batteries • Store batteries indoors,an an open rack. • Return used batteries to a battery vendor. Please remember. 4.Cleaning up Spills • Contain cracked batteries to prevent • Clean up small spills hazardous spills. immediately using shop ONLY RAIN IN THE ORAL rags. ow Stormwa - _U Should Know For information on the Construction Activity General Riverside County has two drainage systems-sanitary sewers and storm drains. The storm drain Permit package contact: What is designed to help prevent flooding by carrying excess rainwater away from streets.Since State General Permit Information What you the storm drain system does not provide for water treatment,it also serves the unintendedfunction oftrans transporting pollutants toourwaterwa s. (916)657-1146 or your - Po g P Y Y Regional Water quality Control Board(RWOCB) Santa Ana Region(8) GENERAL Unlike sanitary sewers,storm drains California Tower aBrtofconnecfedfoatreafineOt 3737 Main Street,Suite 500 CONSTRUCTION 8 plant - they flow directly to our Riverside,CA 92 501-3 3 39 SITE SUPERVISION localstreams,rivers and lakes. (909)782-4130 San Diego Region(9) - Runoff from construction sites can carry pollutant 9771 Clalremont Mesa Blvd.,Suite B • �) " - material into storm drains. Examples of pollutants San Diego,CA92124 U jp„ include oil,fuel,and fluid from vehicles and heavy (619)467.2952 ® `' equipment;construction site debris and dirt;mortar r Colorado River Basin Region(7) and concrete;paints and solvents;and landscaping r 73-720 Fred Waring Drive,Suite 100 =, I' _ runoff containing pesticides orweed killers. ' Palm Desert,CA 92260 - (760)346-7491 i r Stormwater pollution causes as much as 60% of our SPILL RESPONSE AGENCY: - waterpo/lution problem. It jeoparddr2es the quality of our v. HAZ-MAT: (909)358-5055 waterways. and poses a threat to groundwater a. AFTER 5:00 P.M.: (909)358-5245 OR 911 - resources pollutants percolate through soil. RECYCLING AND HAZARDOUS WASTE DISPOSAL: (909)358-5055 - /�Pf�, - ,, - ;and County of Riverside TO REPORT ILLEGAL DUMPING OR A CLOGGED STORM DRAIN: 1-800-506-2555 E.• _ r IeanWater Protection Program To order additional brochures or to obtain information ' '- Since preventing pollution is much easier,and less costly,than cleaning up"after the fact,"the Cities on other pollution prevention activities. and County of Riverside Storm Water/Clean Water Protection Program informs residents and call:(909)955-1111. described in this pamphlet.Best Manage businesses on pollution prevention activities such as the Best Management Practices (BMPs) The Cities and County of Riverside Practices tB Stormwater/Cleanwater Protection Program The Cities and County of Riverside have adopted ordinances for stormwater management and 1-800-506-2555 for: discharge control. In accordance with state and federal law, these local stormwater ordinances rp ohibit the discharge of wastes into the storm drain system or local surface waters. This includes z StorrTlWater discharges from construction sites containing concrete, paint, fuel, automotive Fluids, sediment, Developers trash and other materials. e �ON ffiE General Contra • PLESASE NOTE: Erosion and sedimentation are two of the most common stormwater pollution problems associated with construction activity. Inadequate erosion and sediment controls often PROTECTION PROGRAM Home Builders result in sediment discharges from construction sites. Construction vehicles and equipment can Riverside County gratefully acknowledges the Santa Clara also track significant amounts of mud and sediment onto adjacent streets. Control your "site Valley nt Nonpwide r en W ter Program and Me City Loa ' Construction In nmenter,"the discharge of sediment and pollutants to a street, storm drain or watercourse is Countywide Clean Water Program and ere Ciry of Loa Pe g Angeles Slommvarcr Management Division for Information -.Angeles In this brochure. Anyone in the stnictlyprohihitedby local ordinances and state and federal regulations. business Storm Water Discharge Permits Construction sites are potential sources of The following Best Management Practices Ll Place dumpsters under roofs or cover stormwater pollution. Materials and wastes (BMPs) can significantly reduce pollutant with tarps or plastic sheeting. Never clean out . . . what You should know that blow or wash into storm drains,gutters, discharges from your site. Compliance with a dumpsterby washing it down. The State Water Resources Control Board or streets have a direct impact on local rivers stormwater regulations can be as simple as ❑ Make sure portable toilets are in good and Regional Water Quality Control Boards and lakes. As an owner, contractor, site minimizing rainwater contact (covering the supervisor, or operator of a site,you may be source), limiting the area of the source, working order and regularly serviced. Check administer and enforce the State General P P Y Y ) 9 frequently for leaks. Permit for construction activity held responsible for any environmental protecting materials and waste from runoff, (Construction Activity General Permit).This damage caused by your subcontractors or and maintaining a"clean'site. ❑ Use gravel approaches to limit the tracking permit requires implementation of best employees. of sediments into streets,where truck traffic is management practices to prevent the ❑ Designate a specific area of the site for frequent. discharge of pollutants from construction auto parking, vehicle refueling, and routine sites. equipment maintenance. This area should be ❑ Prevent erosion by planting fast-growing located away from any streams or stone drain annual and perennial grasses. These will Is compliance with the Construction inlets, and benned and rocked if necessary. shield and bind the soil. Do not remove trees Activity General Pemrit required for my Make major repairs off site. or shrubs unnecessarily; they help prevent constructionshle? erosion. is ❑ Kee materials out of the rain - prevent • Yes,if construction will affect five or more P P acres or is pan of a plan of development runoff contamination at the source. Cover ❑ Control surface runoff io reduce erosion, especially during excavation. Use drainage of five or more acres. A Notice of Intent exposed piles of soil or construction materials ditches and dikes to direct water away from (NOI)must be filed with the State prior to with plastic sheeting or temporary roofs. active work areas. Consult local drainage grading or disturbing soil at the site. Before it rains, sweep to remove materials policie& vani:e from paved surfaces that drain to stone drains. What is Required by the Permlt? Prevent Pollution ❑ Kee work areas clean. Remove trash, • Eliminate non-storm water discharges to p � the stone drain system and otherwaters. ❑ Identify potential pollutant sources from litter,and debris on aregularbasis. x • Prepare and implement a Stone Water materials and wastes that will be used and ❑ Clean u leaks, drips and others illso..o.. Pollution Prevention Plan(SWPPP). stored on the job PP • Periodically inspect the site and update I immediately so they do not pollute the soil or the SWPPP as needed. ❑ Incorporate stormwater quality measures leave residue on paved surfaces that can be �''' into the site design process; locate areas for washed away when it reins. How Do You Obtain a Permit? material storage and equipment maintenance ❑ Practice source reduction by ordering • Fill out and mail a Notice of Intent(NOI)to awayfrom stormdrein inlets orwatercourses. ❑ Maintain all vehicles and equipment in only the amount you need to finish the job. the State Water Resources Control good working order. Inspect frequently for Board.Include the required fee.The NOI O Schedule excavation,grading,and paving leaks and repair promptly. ❑ Dispose of all waste properly. Many is your commitment to comply with the activities for dry weather periods. construction materials and wastes, including terms and conditions of the Construction ❑ Never wash down "dirty" pavement or solvents, water-based paint, vehicle fluids, Activity General Permit. ❑ Control the amount of runoff crossing your surfaces where materials have been spilled; broken asphalt and concrete, wood, and construction site. Use berms or drainage use dry cleanup methods whenever possible cleared vegetation can be recycled. Materials NOTE; You may obtain a State General ditches to direct waterflow around the site. (absorbent materials, cat litter and/or rags). that cannot be recycled must be taken to an Permit packet from the State Board or local ❑ Inform our employees and subcontractors appropriate landfill or disposed of as hazardous Regional Board. Carefully read the Ywaste. If dirt and sediment accumulates on about stormwater management requirements streets, sweep and collect materials and instructions. Make sure you fully and their pollution prevention responsibilities. ONLYRath - IN THE DRAIN dispose of properly.Do not wash dirt,sediment understand permit conditions and your or any materials into thestomdrains. responsibilities. is 0 9 Helpful telephone numbers and links: Do you know , , . where the water actually goes? WATER AGENCY LIST stordoter Pollution _ - �N in Riverside Count � _ .Storm Drains are not City of Bamm�g (951)922-317U / connected to sanitary City of Beaumont (951)769-8520 City of Blythe (760)922-6161 What you should know for... ON11 pl� _ sewer systems and City of Coa hellaalley 398-3502N - treatment plants! Coachella Valley Water District (760)39&2651 Deserty of Corona (760)227-3259 03 OUTDOOR CLEANING Desert Center,CSA#St (760)227-3203 Eastern Municipal Water District (951)928-3777 The primary purpose of storm drams is to carry rain water away from developed areas to prevent Elsinore Valley MIND (951)674-3146 ACTIVITIES AND flooding. Pollutants discharged to storm drains are conveyed directly into rivers,lakes and streams. Farm Mutual Water Company (951)244-4198 Soaps, degreasers, automotive fluids, litter and a host of other materials washed off buildings, City of Hemet (951)765-3712 sidewalks,plazas,parking areas,vehicles and equipment must be properly managed to prevent the IdylWld Water District (951)659-2143 NON-POINT SOURCE pollution of rivers,lakes and streams. Jurupa Community Services District (951)360-8795 Lake Hemet MWD (951)658-3241 Preventing pollution is the best way to protect the environment. In addition,it is much easier and less Lee Lake Water District (951)277-1414 costly than cleaning up 'after the fact." March Air Force Base (951)656-7000 DISCHARGES Mission Springs Water District (760)329-6448 City of Palm Springs (7601323.8253 -� - - - - ---Rancho Caballero (951)780-9272 The Cities and County of Riverside Rancho California Water District (951) - 9 Ripley CSA#62 (760)922 922-4951 _ Beoional Water Quality Control Board City of Riverside (951)351E770 Rubldoux Community Services District (951)684-7580 , A WATERSHED is an area of land that catches rain and snow, then drains or seeps into a marsh, Silent Valley Club,Inc (951)8494501 Stream,rlYer,lake or groundwater.Watersheds Come in all shapes and sizes,crossing county,state, Valley sanitary District (760)347-2356 - and national txwndaries,therefore many of our acfivities at home,work or play affect the quality of our Western Municipal Water Distinct (951)789-5000 watersheds. Yucaipa Valley Water District (909)797-5117 Z In accordance with state and federal law to protect our watersheds,the CITIES AND COUNTY OF To report Illegal dumping into storm drains or RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit clogged storm drains,please call: the discharge of wastes 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, grease,detergent,degreasers,trash,pet waste or other materials. online,resources Include: For disposal of wash water Riverside County Flood Control District outreach materials page: j Sidewalk. plaza or parking lot cleaning"- www.floodcantrol.co.riversido ca.us Vehicle washing or detailing California Storm Water Quality Association J Building exterior cleaning wwnv.caeaa.ora or www.cabmohandhooks.com 'f j Waterproofing State Water Resources Control Board,Water Quality Equipment cleaning or degreasing vrww.awreb.ca.aovl=_tormwtr(Indec.html U.S.Environmental Protection Agency PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal w ..eoa.aoyl000tlo2home/or ramslbusarachtm 40 government and wateragencies on what the restrictions are in your area. 0 0 40 Help Protect Our Waterways! Use These Guidelines For Outdoor Cleaning Activities and Wash Water Disposal DO NOT . . . dispose of water CO 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. . . cleaningagent into a stone drain or water or sanitary If you must use soap, use biodegradable/ a 9 ry sewer. phosphate-free 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 ash 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 fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, gutters, stone drain system or waterways is areas, should be sufficient to protect materials, if should never be discharged to and building surface cleaning may o into a prohibited by local ordinances and the State receiving waters. HOWEVER, if any debris y g Water Code. Avoid use of petroleum-based (solids)could enter storm drains or remain in a street,gutter or stone drain. street or storm drain IF ALL of the following the gutter or street after cleaning,wash water conditions are met: cleaning products. should first pass through a"20 mesh"or finer DO . . . dispose of small amounts of screen to catch the solid materials.the mesh 1. The surface being washed is free of wash water from cleaning building residual oil, debris and other materials / should then be disposed of in the trash. exteriors, sidewalks or plazas Onto by using dry cleanup methods (i.e., • • / - DRAIN INLET PROTECTIONICONTAMMENT & landscaped or unpaved surfaces, provided sweeping, and cleaning any oil 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 Sand bags can be used to create a barrier absorbent materials before using i '� around storm drain inlets. or flow into a street or storm drain. water). DO . . . check with your sanitary sewer 2. Washing is done with water only, not / • Plugs or rubber mats can be used to agency's policies and requirements with soap or other cleaning materials. temporarily sealstortndrainopenings. concerning wash water disposal. Wash 3. You have not used the water to remove • Containment pads, temporary berms or vacuum brooms can water from outdoor cleaning activities may paint from surfaces during cleaning. and collect wash aterr. used to contain be acceptable for disposal to the sanitary sewer with specific permission. See the list EQUIPMENT AND SUPPLIES CALL 1-800-506-2555 on the back of this flyer for phone numbers as of the sanitary sewer agencies in your area. TO REPORT ILLEGAL POLLUTING SSppeciallu st andss such small sump pumps, OF STORM DRAINS When cleaningsurfaces with a high-pressure rain P g and vacuum booms are available from many UO . . . Understand that mobile auto washer or steam cleaning methods, vendors. For more information, check detailers should divert wash water to A r�� additional precautions should be taken to catalogs such as New Pig (800-468-0647, landscaped or dirt areas. Be aware that prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply (800- soapy wash water may damage 6�- 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.floodcontrol.co.riverside.ca.us waterways. America(800-393-PWNA). 0 0 0 Where does stormwater pollution come from? nrdlution has -es When .l rains rainwater Carries pollutants such as motor oil /� • anti-freeze bash grease and dui from streets anr' parking lots to the nearest storm drain Runoff wale, L`- Iron; lawns and landscaped areas can cdrry ■ peslu.ides and fertilizers into the storm drams Eve-, • activities such as washing our cars can result r detergents dul and grease making lherr wav into U,. storm drains Help Keep One of the rnost serious problems ,s the Our slonnw;ii. Our Water Clean! illegal disposal or _ . 'dumping" TO receive free of wastes -- � into the storm drain -" system. Stale laws and y and local urdmances " ` guide on 20 ways you prohibit dumping of __ �' can help protect our -" motor oil pet waste. _ v. paints and other — — water... pnlhtlants into Ihr I '_'' Y1 storm drain syslcii - For information on the disposal of household a it Did you know that the sewer hazardous waste... system and the storm drain y me? - Tr,, To receive a list of --- business is healed G' a wastewater me ,: r e c y c I e r s I n your -•. -�� -- . system are no a same? y - Vritefs a plant • . or septic tanks system Water that enters a stone area... uraui flows directly wdhoul treatment b cur lug.. Bc CALL Is stormwater pollution a 1 �8���506�2555 problem only when it rains? o r rain linally does fall the rain `water carer Iwllutanis into the storm drains Surpnsingl� water runoff from the datly use of garde) hoses and sprinklers _yI can alsn carry dams and Cori wv of Rwerslde ` ( c`1f Pollutants into the storm drain system 1'I'I I I I �� f 7 i .. [ZStormWatcr s i �r - f yqMWxq -�1 - — -'-- PROTEC r FQGRAM • 9forrnwafer Polluflon Rain is typically a welcomed sight in Riverside County It cleans the air and provides us with a valuable resource - water. Sure, rainwater is usually clean. But, as it flows over our streets and yards, it carries pollutants into the storm drains. So, what's the problem ? Be 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 if pollutants percolate through soil. _J' paints and care chemicals, oil, gasoline, pet wastes, solveSome major pollutants include: • Recycle and safely dispose of used oil and household hazardous wastes; • Dirt and grime from streets, 'ate • Purchase non-toxic products; • Motor oil, antifreeze. paints, and household cleaners that are dumped into the store drains. • Report illegal dumping to local authorities:. • Contaminants from car and truck exhaust; • Pesticides and fertilizers from lawns and gardens; f • Tell others about stormwater pollution and • Soil erosion from yards and hillsides, encourage them to help; • Biological contaminants from animal waste; � • Call the Storm Water/Cleanwater Protection • Litter, leaves and lawn clippings: l • Contaminates from illegal dumping. Program fora booklet on environmentally /\,._,.�-� safe alternatives for the home and garden. • �G Q 79 SITE 15 S MAHLON VAIL RD. 79 FOy9 ---------------------------------------------------\--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 9A,F HIGHWAY 79 (TEMECULA VICINITY MAP ( C U LA PARKWAY) , NOT TO SCALE . . . .............................:. ; ; _afa-s.a..e.s.u..--- av +a+a++a:+ LEGEND &ABBREVIATIONS �� ` , ❑ ❑❑ • I I PROJECT SITE LIMITS I • .� I I; 0 DMA BOUNDARY FLOW DIRECTION I CLEA� VMPOOLAV • a I I I�/ W W Y � li • o I I LANDSCAPING • ❑. - • i,� o I — 0 13 - 30 e0 PERMEABLE PAVERS N N I I I Q -- _ TOTAL AREA = 5,468 SF I ( SEE DETAIL, SHEET 2 - • I -I z Bach = 30 it N . III ® �, • N I I O . . . . OP Z —� II PROSED J '` ` • IE RETAIL W I I = •` ,` I I BUILDING I I Q OWNER/DEVELOPER ENGINEER I . I I 79 TEMECULA PLAZA, LLC SESSIONS CONSULTING ENGINEERS DMA 2 -— — -=� — `` `� 650 CAMINO DE GLORIA 141 W. WILSHIRE AVE, 1133 •` o� • g 8 •�•� I I WALNUT CA 91789 FULLERTON CA 92832 ' I `' CONTACT: LYNN CHAO CONTACT: KERRY SESSIONS 1 _ I • AWN+-.-.•.'. .' `- .` � .. AMA 1 .`� III PHONE:(909) 598-0320 PHONE: (714) 853-1851 o = . f:- . ca c . I EMAIL• lynn®Iclawfirm.com EMAIL:- kerry®sessionsconsulting.com --- - •IIL -- ---- -- -- -- --- � .' . . `I. ��Q I -, • ,`�`I III GENERAL NOTES . c .I. :r N • . -•. - - •`. I I 1. PROPOSED BMPs: BIORETENTION BASIN do MODULAR WETLANDS SYSTEM (MWS). .I RROA N I PROPOSED - `•-• •. • • ••,t I I I I 2. POST-CONSTRUCTION BMPs ARE DISCUSSED IN MORE DETAIL IN THE BODY OF THE WQMP REPORT. • — - —� `= FAST FOOD .. •-`.j I I 3. SEE SEPARATE SHEETS WITHIN THE WQMP FOR A DETAIL OF THE MWS. - RESTAURA EV NT • 5 CHARS .• .• •1 I .• c I ® •,••••1 I , I 4. FOR INOFRMATION ON PROPOSED LANDSCAPING AND PAVED AREAS REFER TO SECTION 1, PROJECT • - I I I DESCRIPTION OF THE P I I WQM . 5. ROOF DRAINS FOR THE CAR WASH HAVE BEEN INCLUDED IN THIS DESIGN. ROOF DRAINS FOR THE L ` ` ` ` ` ` FUTURE FAST FOOD RESTAURANTS WILL BE DESIGNED TO DISCHARGE TO LANDSCPAED AREAS, THEN • . , : I SURFACE FLOW TO THE BIORETENT10N BA SIN.CALTRAN V. D73 TYPE . . . . . . . . . ` ' ' ` ' ` CR ..... • . . G-1 INLE �r . � • � ; • • • ♦ • • ♦ • ♦ • . ./j T I—vim• -. ` ♦ �•bjr I LET) 0 l BIORETENTION BASIN - - ` ` ` OTTOM ELEV = 93.6 I N I 24" DEEP AREA = 1,611 SF I I ENGINEERED CONSTRUCT 6" THICK 4:1 SIDE SOIL MEDIA • I + . . GRAVEL PAD W/1' TO SLOPES CALTRANS D73 TYPE ` •` - ` - /1� i- I 1-1/2" AGGREGATE (�) G-1 INLET OR EQUAL -• / 94.12TC `• '. ... I f- �.-- TG,h, d� `lam 20 0 CIF .1.- - 71 PROPOSED MWS INSTALL 2 LAYERS OF 10 MIL \% ': ;2' - INSTALL BID CLEAN _-UNIT, SEE SHEET 2--- -- -- -- -- -- -- -- _� I POLYETHYLENE LINING / - `:6 PERF.=± .: GRATE INLET SKIMMER AROUND ENTIRE PERIMETER PVC PIPE:'` BOX. (GISB) OR EQUAL EXISTING CATCH • BASIN — --- -----� ------------ �' I I OF BASIN (SIDES ONLY) 0 c'w I , EXISTING " 1 ' i\ \\/� 9 LAYER OF " /\// 8 PVC JOIN EX. 30 II /\� 3/4" GRAVEL 1� \/\ 89.34 OUTLET PIPE 12" PVC SD 3" LAYER OF �\\ . � INVN 3/8" GRAVEL ;\// _•. .. _ \ 89.30 1N INSTALL 8"X12" VERIFY PRIOR TO BASIN WIDTH/LENGTH PER PLAN ECCENTRIC CONSTRUCTION I REDUCER I I BIORETENTION BASIN DETAIL NOT TO SCALE 1 I I I - I OWNER/DEVELOPER LLC CIVIL ENGINEER QR BMP EXHIBIT (WQMP SITE PLAN) PROJECT NO. 79 TEMECULA PLAZA, LLC � QfESSIp 9 650 CAMINO DE GLORIA ���`' '� B. SESSi�t�y DATE: WALNUT, CA 91789 - Sessions � CONTACT. LYNN CHAOConsulting ,� �, z VAI L RANCH TOWN E CENTER 06/14/2019 • W No. 50461 PHONE:(909) 598-0320 Engineers g 1 n e e 1�$ * SHEET EMAIL:- lynn®Iclawfirm.com Expo 6-30-19 43995 MAH LO N VAI L ROAD 1 141 W. Wilshire Ave., #133, Fullerton, CA 92832 '9lF CML O��tiQ TEMECULA, CA OF (714) 853-1851 Email: kerry®sessionsconsulting.com OF CARE SITE SPECIFIC DATA PROJECT NUMBER 4539 PROJECT NAME VNL RANCH rME CENTER *rfl.ADMOA PROJECT LOCATIO/V 7EX/EC'-wA, CA BED ,er,r,, w ;S •y+r' �.4 r' �.Yr�.. :i .I `#ZVWRM STRUCTURE 10 ---- ' . <R ', n '.`+ AMANaE TREAT;UENT REQUIRED WV AREA ~ . P• 1 ' C WLUME BASED (CO FLOW msm (ors)am �1 , ;i .�,'_ s Y..;e! y. •i ;i .�; {Y.: .i. i 'ti'1� t....;.! !.., .yiL�`;-:}` Y:1,j!Wt. 1 TREATMEAIT WX AVAILABLE (F7) PRE4XIER ''f�'-ya t•..•d'..tit• PEAK BYPASS REQUIRED (CFS) - IF APPLIG 011- FLOW-BYAj , i in ' :�•� '� , PIPE QATA 1.E AL4IERIAL DL4ME7ER TAUT fdPE INLET PIPE 1 89.18 PVC 6. Sf1�A01Es INLET PIPE 2 N/A N/A N/A m_� -OUTLET PIPE 87.85 PVT: 6' ---- CUAWOPErING ---- -------- 6 _ QaSE PRETREATMENT 810FX7R477ON DISCHARGE NO.NO. 8 RIM EIEV/ATKJN 91.98 91.98 91.98 1 bw LIVE OUTLET PIPE AGGREGATE IN .Qi 3-0 SfE A107ES RIGHT END VIEW CONC. PAVERS OPENINGS (TYP) SURFACE LOAD PARKWAY OPEN PLANTER PARKWAY PLAN VIEW 3-1/8" THICK MIN FRAME & COVER 2 EA OJOO N/A 024' 2" THICK N0. 8 WMMDMED14 VOLUME (C)) TBD AGGREGATE R7EANDMED14 DEL 14W ME7710D PER CONTRACT _ • ORIf7CE SIZE OGL INCHES) NOTES PRELIMINARY, NOT FOR CONSTRUCNON. FLOWS BYPASS CURB \\ PLAOPEN EQQUU OPENING AT 92.10' FL, PER OR \ \ \/\% MIRAFl FILTER FABRIC. OR \ \ \ � AL. ALONG SIDES OF EXCAVATION FOR AGGREGATES INSTALLATION NOTES VE�lA1XWti • CAB OPEC //\/�\\/�\�/\ ONLY 1. CONTRACTOR 70 PROVIDE ALL LABOR, EOWPMENT, MATERIALS AND C� E3T�T CA PAVER SUBDRAIN NATIVE SOIL INCIDENTALS REQUIRED lt? OFfZOY4D AND INSTALL THE SYSTEM AND 91.98 Mp�yq 6' PERFORATED PVC 4" THICK N0. 57 6" THICK N0. 2 APPURTENANCES AV ACCORaWE WITH THIS DRAWING AND THE cvRSOv©vrrvc Rbl//1�G :. STONE OPEN SLOPE SUBGRADE MWUFACTURERS 5PECIFV7704 UNLESS OTHERWISE STATED IN 1,•. ,<r �. . . STONE SUBBASE A4WUFACIi/RERS CONTRACT. 1 , , tA; �►�� ` x�. , SUBDRAIN W/ SUBGRADE 1 ,-, ., ;�: 1 PERFORATIONS DOWN ��� BASE TOWARD SUBBASE STONE IS TO BE 2. UNIT MUST BE INS7ALLED ON LEVEL BASE MMUFACTURER 1 1FLOW couna 1 ; ' tt. fi ?;�'r.�. 1 • SUBDRAIN PLACED DIRECTLY AGAINST RECOMMENDS A MINIMUM 6' LEVEL ROCK BASE UNLESS SPECIFIED BY ' ; ..ter. ^ COMPACTED NATIVE SOIL NO THE PROJECT ENGINED4 CONTRACTOR IS RESPONSIBLE 70 VERIFY RISfRr • ;;� . . . . w FILTER FABRIC PROTECT ENGINEERS RECOMMENDED BASE SPECIF1CAT1aVS ( , 4 .� .1:.`} ' . . . PERMEABLE PAVERS J. ALL PIPES MUST BE fILISH WITH INSIDE SURFACE OF CONCRETE ' --- ' %tip , : • • • NOT TO SCALE (FIFES CANNOT INMDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE -- - E OUT MUST BE fIUSH WJ N DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER T16HT WTH A NON-SHRINK [on— AROUND GROUT PER MANUFACTURERS STANL3ARD CONNECTON DETAQ AND SHALL 131-0' MEET OR EXCEED REMNAL PIPE CONNECTION STANLVIRDS 4. CON7R4C70R 70 SUPPLY AND INSTALL ALL EX7ERNAL CONNECTING PIPES ELEVATION VIEW -LEFT END VIEW - 5. CGWTRACIDR RESPONSIBLE FOR INSTALLANON OF ALL RISERS, MANHOLE$ AND HATCHES CONTRACTOR 70 GROUT ALL M4NHOLES AND HATCHES 70 MATCH FINISHED SURFACE UN= SPECIFIED OTHERWISE 7REATMENT FLOW (CfS) 0.346 6. DRIP OR SPRAY IRRlGATOV REWRED ON ALL UNITS ON VFGETATIGN. Z CONTRACTOR RESPONSIBLE MR CONTACTING MODULO WE7LAN0 FOR LPM77NG HEAD (FT) 14 AC77V4770N OF UNIT: MANUFACTURES WARRANTY 6 VI7/D WTIH OUT PRE7REA7MENT LOADING RATE (GPM/SF) 20 PROPER AC77VA77ON BY A MODULAR WETLANDS REPRESFMA77VE GENERAL NOTES WEIIAND MEW LOADING RATE (GPM/SF) 1.0 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS 07HERWLSE NOTED. w vWAV COMO mr lE PROPRIETARY AND CONfVDVT 4L: 2. ALL OIMEII L UPS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT 70 �'OW OR AM M WS-L-8-�2-C HE rxrcam us VE�A11cw c+ v N nos aauM s RE� M o �i uA A STORMWATER B/Of/LTRAT/ON SYSTEM CHANGE FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMETiISIONS, WDGH7S »ex» �e r OF raou,N N ssmrs.wr TLt1�DS AND ACCESSORIES PLEASE CONTACT MANUFACTURER �1t arm r �N�OR AS A NM RE wN� STANDARD DETAIL PIIJDYJS QR VI MIN MU115 P ffl3S9Cw OF IRaOLfAR/t7lAhLtS S757E16 B PIRghQ7EA wnvw.Moauia wenant6.eom ss se+oo-wer OWNER/DEVELOPER CIVIL ENGINEER oFESsro MODULAR WETLANDS SYSTEM DETAIL PROJECT NO. 650 CCAM N DE GLORIA C ��19 g' SESsq! pp �-4 WALNUT, CA 91789 Sessions ti Y�� oNZ 06/14/2019 CONTACT. LYNN CHAo Consulting W No. 50461 VAI L RANCH TOW N E CENTER PHONE:(9o9) 598-0320 lynn Engineers * 43995 MAH LO N VAI L ROAD SHEET EMAIL- ®Iclawfirm.com - Exp. 6-30-19 EMAIL- 141 W. Wilshire Ave., 1133, Fullerton, CA 92832 �91F CML O��tiQ T E M E C U LA CA (714) 853-1851 Emal: kerry®sessionsconsulting.com OF CAUN , OF CITY OF TEMECULA SHEET INDEX 79 No. 8 PA 15-1572 VAIL RANCH TOWNE CENTER 1 TITLE SHEET AGGREGATE IN 2 DETAILS do SECTIONS PHASE 1 CONC. PAVERS OPENINGS (TYP) PM 30177 - PARCELS 3 & 4 3 DETAILS do SECTIONS PHASE 2 SITE 9 3-1/8' THICK MIN ia 4 HORIZONTAL CONTROL PLAN PHASE 1 2' THICK NO. 8 ' \//\//\/j 5 HORIZONTAL CONTROL PLAN PHASE 2 15 �0• AGGREGATE 6 PRECISE GRADING PLAN PHASE 1 S���MAHLON VAIL RD. PRECISE G DING PLAN 7 PRECISE GRADING PLAN PHASE 2 2 LAYERS OF 10 MIL ; 8 DRAINAGE PLAN QK POLYETHYLENE LINING ALONG 9 EROSION AND SEDIMENT CONTROL PLAN PHASE t 79 / SIDES OF EXCAVATION FOR 10 EROSION AND SEDIMENT CONTROL PLAN PHASE 2 q 00 0 0 •\ \//� AGGREGATES ONLY ARCHAEOLOGICAL/CULTURAL RESOURCES GRADING NOTE: /\ NATIVE SOIL .o 3 / \/\��� SUBGRADE IF AT ANY TIME DURING EXCAVATION/CONSTRUCTION OF THE SITE, ARCHAEOLOGICAL/CULTURAL RESOURCES, OR ANY F� PAVER SUBDRAIN //�\���\���\��,�\ \��\/�\��\ ! /ice\!/•12 MIN ARTIFACTS OR OTHER OBJECTS WHICH REASONABLY APPEARS TO BE EVIDENCE OF CULTURAL OR ARCHAEOLOGICALc 6' PERFORATED PVC 4' THICK NO. 57 6' THICK N0. 2 SLOPE (�) RESOURCE ARE DISCOVERED, THE PROPERTY OWNER SHALL IMMEDIATELY ADVISE THE CITY OF SUCH AND THE CITY 9.0 SUBDRAIN W/ STONE SUB SE SUBGRADE � STONE OPEN SHALL CAUSE ALL FURTHER EXCAVATION OR OTHER DISTURBANCE OF THE AFFECTED AREA TO IMMEDIATELY CEASE. . BA PERFORATIONS DOWN GRADED BASE TOWARD SUBBASE STONE IS TO BE THE DIRECTOR OF COMMUNITY DEVELOPMENT AT HIS/HER SOLE DISCRETION MAY REQUIRE THE PROPERTY OWNER TO SUBDRAIN PLACED DIRECTLY AGAINST DEPOSIT A SUM OF MONEY IT DEEMS REASONABLY NECESSARY TO ALLOW THE CITY TO CONSULT AND/OR AUTHORIZE COMPACTED NATIVE SOIL NO AN INDEPENDENT, FULLY QUALIFIED SPECIALIST TO INSPECT THE SITE AT NO COST TO THE CITY, IN ORDER TO ASSESS FILTER FABRIC THE SIGNIFICANCE OF THE FIND. UPON DETERMINING THAT THE DISCOVERY IS NOT AN ARCHAEOLOGICAL/ CULTURAL CONSTRUCTION NOTES AND QUANTITIES QUANTITY M VICINITY MAP OPERMEABLE PAVERS RESOURCE, THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY OWNER OF SUCH DETERMINATION NOT TO SCALE AND SHALL AUTHORIZE THE RESUMPTION OF WORK. UPON DETERMINING THAT THE DISCOVERY IS AN NOT TO SCALE ARCHAEOLOGICAL/CULTURAL RESOURCE, THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY O CONSTRUCT 7 PCC NATIVE SOIL, 22.840 SF OWNER THAT NO FURTHER EXCAVATION OR DEVELOPMENT MAY TAKE PLACE UNTIL A MITIGATION PLAN OR OTHER REINFORCED WITH 4 COMPACTED O 16' O.C. EA. WAY 18' CORRECTIVE MEASURES HAVE BEEN APPROVED BY THE DIRECTOR OF COMMUNITY DEVELOPMENT. LEGEND O2 CONSTRUCT PERMEABLE PAVERS WITH UNDERDRAIN PER DETAIL, HEREON 4,596 SF 18' MIN PROPOSED GRADE 225.00 TREE b► 6' O3 CONSTRUCT CURB TO MATCH EXISTING PAVEMENT PER DETAIL, HEREON 3,169 LF EXISTING GRADE 225.00 EDGE OF PAVEMENT ,/, Z CULTURAL RESOURCES TREATMENT AGREEMENT: Z VARIES W FIRE HYDRANT FENCE -x—x- . �- F O4 CONSTRUCT CURB OPENING PER DETAIL. HEREON 1 EA EXISTING) WALL (BLOCK/CONC) EK313 BATTER 3:12 c' '- PAVEMENT THE DEVELOPER IS REQUIRED TO ENTER INTO A CULTURAL RESOURCES TREATMENT AGREEMENT WITH THE PROPOSED) FLOW LINE --� a P: O5 CONSTRUCT RECTANGULAR DRAIN PER DETAIL. HEREON 25 SF GRATE INLET ® ® CONCRETE 0 //\/ / •. . SURFACE EX. CONIC. N N a EX. CONC. PECHANGA TRIBE. THIS AGREEMENT WILL ADDRESS THE TREATMENT AND DISPOSITION OF CULTURAL RESOURCES AND WATER METER o wiu BOUNDARY ---- _' PAVEMENT `" PAVEMENT HUMAN REMAINS THAT MAY BE IMPACTED AS A RESULT OF THE DEVELOPMENT OF THE PROJECT, AS WELL AS O CONSTRUCT 4' THICK PCC SIDEWALK REINFORCED WITH 6'X6' 1,960 SF WATER VALVE TO REMAIN TO REMAIN PROVISIONS FOR TRIBAL MONITORS. 10X10 WWF CHAIRED TO CENTER OF SLAB / . .. . ce ,: • 7 CONSTRUCT CONCRETE SWALE PER DETAIL. HEREON LF ABBREVIATIONS O AB AGGREGATE BASE PCC PORTLAND CEMENT CONCRETE 08 � �4 16' O.C. �,�// / / / / / / (TYP) DISCOVERY OF CULTURAL RESOURCES: O8 CONSTRUCT BID-RETENTION BASIN PER DETAIL, SHEET 7 1 LS AC ASPHALT CONCRETE PIV POST INDICATOR VALVE COMPACTED SUBGRADE ��\�\\//\ \ \ \/��� ,�/.�/ ACP ASBESTOS-CEMENT PIPE PP POWER POLE CONCRETE SWALE ( ) O CONSTRUCT 120 WIDE NDS SHALLOW PROFILE CHANNEL DRAIN 5 LF C CUT PROP. PROPOSED 7 IF CULTURAL RESOURCES ARE DISCOVERED DURING THE PROJECT CONSTRUCTION INADVERTENT DISCOVERIES), ALL 6" PCC CURB NOT TO SCALE WORK IN THE AREA OF THE FIND SHALL CEASE, AND A QUALIFIED ARCHAEOLOGIST AND REPRESENTATIVES OF THE (PART NO. 840) OR EQUAL PER DETAIL, SHEET 3 CB CATCH BASIN It PROPERTY LINE OPECHANGA TRIBE SHALL BE RETAINED BY THE PROJECT SPONSOR TO INVESTIGATE THE FIND, AND MAKE q CENTERLINE PVC POLYVINYL CHLORIDE PIPE NOT TO SCALE RECOMMENDATIONS AS TO TREATMENT AND MITIGATION. CONC CONCRETE R/W RIGHT-OF-WAY STRIPING NOTES DIP DUCTILE IRON PIPE S SEWER TRIBAL MONITORING OF CULTURAL RESOURCES: DWY DRIVEWAY Sc0 SEWER CLEANOUT 6 CURB PER 6 CURB PER O APPLY DUAL 4 WIDE PARKING STRIPING PER DETAIL, SHEET 4. Z560 LF E ELECTRIC SD STORM DRAIN DETAIL HEREON DETAIL HEREON COLOR PER CITY OF TEMECULA STANDARDS EP EDGE OF PAVEMENT SDMH STORM DRAIN MANHOLE SEE 6" PCC TRIBAL MONITORS FROM THE PECHANGA TRIBE SHALL BE ALLOWED TO MONITOR ALL GRADING, EXCAVATION AND EX. EXISTING SMH SEWER MANHOLE CURB DETAIL GRADE OF NEW 0' CURB PER GROUNDBREAKING ACTIVITIES, INCLUDING ALL ARCHAEOLOGICAL SURVEYS, TESTING, AND STUDIES, TO BE COMPENSATED 31 APPLY STRIPING PER CITY OF TEMECULA STANDARDS 1,770 SF F FILL S/W SIDEWALK 12" MIN ,j, PAVEMENT TO MATCH DETAIL HEREON BY THE DEVELOPER. FF FINISH FLOOR T TELEPHONE EXISTINGGRADE OF EXISTING 32 APPLY DIRECTIONAL ARROW PER TEMECULA STANDARDS 20 EA FG FINISH GROUND TC TOP OF CURB PAVEMENT TO BE PAVEMENT FH FIRE HYDRANT TF TOP OF FOOTING REMOVED /\\/\\ .. :. : ~ RELINQUISHMENT OF CULTURAL RESOURCES: 33 APPLY DIAGONAL PATH OF TRAVEL STRIPING PER CITY OF TEMECULA 10 EA FL FLOW LINE TG TOP OF GRATE EXISTING ADA REQUIREMENTS FS FINISH SURFACE TRW TOP OF RETAINING WALL PAVEMENT G GAS TW TOP OF WALL TO REMAIN • . -- __-� 6" 18" 6' THE LANDOWNER AGREES TO RELINQUISH OWNERSHIP OF ALL CULTURAL RESOURCES. INCLUDING ALL ARCHAEOLOGICAL 34 APPLY INTERNATIONAL SYMBOL OF ACCESSIBILITY PER DETAIL, SHEET 4. 6 EA GB GRADE BREAK VCP VITRIFIED CLAY PIPE / ARTIFACTS THAT ARE FOUND ON THE PROJECT AREA, TO THE PECHANGA TRIBE FOR PROPER TREATMENT AND CITY OF TEMECULA ADA REQUIREMENTS HP HIGH POINT W WATER L---- -- . DISPOSITION. BACKFILL \ "; INV INVERT ELEVATION WM WATER METER W/COMPACTED ,/\ .. - REMOVE do REPLACE IRR IRRIGATION WV WATER VALVE NATIVE SOIL \�/i;�//\\�/\\4,� � WITH FULL DEPTH CURB OPENING DETAIL ` _________, CONCRETE PAVEMENT NOT To SCALE DRAINAGE CONSTRUCTION NOTES AND QUANTITIES PRESERVATION OF SACRED SITES: 20 CONSTRUCT 6' HDPE STORM DRAIN 800 LF CURB TO MATCH EXISTING PAVEMENT DETAIL 7,50 EARTHWORK QUANTITIES O ALL SACRED SITES ARE TO BE AVOIDED AND PRESERVED. 21 CONSTRUCT 6" CLEANOUT 13 EA 6= CUT 450 CY TC ELEV 22 SAWCUT, REMOVE do REPLACE EXISTING CONCRETE IN KIND 860 SF FILL 450 CY PER PLAN AS REQUIRED FOR TRENCHING IMPORT 0 CY MATCH C&G CROSSFALL 1/2' RAD. (TYP) MSHCP PRE-CONSTRUCTION SURVEY: AS APPLICABLE _ � � BATTER 3:12 PAVEMENT 23 CONSTRUCT BIO CLEAN MODULAR WETLANDS SYSTEM MODEL MWS-8-12 t EA SITE AREA 6' 18' 6' SURFACE A 30-DAY PRECONSTRUCTION SURVEY. IN ACCORDANCE WITH MSHCP GUIDEUNES AND SURVEY PROTOCOL. SHALL BE PER DETAILS, SHEET 2 BATTER 3:12 I—I \j/�\ \\ :; CONDUCTED PRIOR TO GROUND DISTURBANCE. THE RESULTS OF THE 30-DAY PRECONSTRUCTION SURVEY SHALL BE 25 CONNECT TO EXISTING CATCH BASIN PER DETAIL. SHEET 8 1 EA GROSS AREA 3.12 AC /� SUBMITTED TO THE PLANNING DIVISION PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PUBLIC WORKS. \i/�// ' .,: �- :;.' ". //\/j j\\%j�, \\ ,. 08 DISTURBED AREA 3.12 AC COMPACTED \� j:: /\� /\\� , 27 CONSTRUCT CALTRANS D73 TYPE G-1 INLET OR EQUAL 1 EA NET (USABLE) AREA 112 AC -- j y : ,., - REBAR //LEVEL //�// SEE DETAIL, SHEET 9 EARTH (TYP) !. �..�__., :'....., ,_..`. ... CONTIN. TYP /;\ii/i/i i BURROWING OWL GRADING NOTE: / / / / EXTEND 3" ROOF DRAIN THROUGH CURB FACE 16 LF COMPACTED .\,�\ NPDES NOTES NO GRUBBING/CLEARING OF THE SITE SHALL OCCUR PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PUBLIC SUBGRADE 29 CONSTRUCT 6 THICK GRAVEL PAD WITH 1 TO 1-1/2 AGGREGATES 21 SF WORKS. ALL PROJECT SITES CONTAINING SUITABLE HABITAT FOR BURROWING OWLS, WHETHER OWLS WERE FOUND OR WDID NO. 9 33C380450 RECTANGULAR DRAIN DETAIL NOT, REQUIRE A 30-DAY PRECONSTRUCTION SURVEY THAT SHALL BE CONDUCTED WITHIN 30 DAYS PRIOR TO GROUND O 0" PCC CURB DISTURBANCE TO AVOID DIRECT TAKE OF BURROWING OWLS. IF THE RESULTS OF THE SURVEY INDICATE THAT NO RISK LEVEL. NOT TO SCALE NOT TO SCALE BURROWING OWLS ARE PRESENT ON-SITE, THEN THE PROJECT MAY MOVE FORWARD WITH GRADING, UPON PLANNING DIVISION APPROVAL IF BURROWING OWLS ARE FOUND TO BE PRESENT OR NESTING ON-SITE DURING THE EROSION & SEDIMENT CONTROL NOTES & QUANTITIES PRECONSTRUCTION SURVEY, THEN THE FOLLOWING RECOMMENDATIONS MUST BE ADHERED T0: EXCLUSION AND QSD CONTACT: 10 CONSTRUCT GRAVEL BAGS PER DETAIL. SE-8 2300 EA CAL-STORM PARKWAY, D RELOCATION ACTIVITIES MAY NOT OCCUR DURING THE BREEDING SEASON, WHICH IS DEFINED AS MARCH 1 THROUGH 28562 OSO PARKWAY. D-508 LEGAL DESCRIPTION AUGUST 31, WITH THE FOLLOWING EXCEPTION: FROM MARCH 1 THROUGH MARCH 15 AND FROM AUGUST 1 THROUGH RANCHO SANTA MARGARITA, CA 92688 AUGUST 31 EXCLUSION AND RELOCATION ACTIVITIES MAY TAKE PLACE IF IT IS PROVEN TO THE CITY AND APPROPRIATE 11 CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE/ENT 2 EA 949-354-5530 REGULATORY AGENCIES IF AN THAT EGG LAYING OR CHICK REARING IS NOT TAKING PLACE. THIS DETERMINATION PER CASQA BMP FACT SHEET TC-1 DIGALERT THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE. STATE OF CALIFORNIA ( � ATTN: KEN KRISTOFFERSON AND IS DESCRIBED AS FOLLOWS: MUST BE MADE BY A QUALIFIED BIOLOGIST. 12 INSTALL SILT FENCE. SE-1 900 LF • . QSP CONTACT: KEN KRISTOFFERSON Call: TOLL FREE PARCEL A: PARCELS 3 AND 4 OF PARCEL MAP 30177, IN THE CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS OWN ER/DEVELOPER/APPLICANT SITE ADDRESS LRP CONTACT: SHOWN BY MAP ON FILE IN BOOK 204 OF PARCEL MAPS, PAGES 55 TO 57 INCLUSIVE, RECORDS OF RIVERSIDE COUNTY, HANSHAW DEVELOPMENT COMPANY 8 =1 CALIFORNIA HANSHAW DEVELOPMENT COMPANY 43975 MAHLON VAIL RD. TEMECULA CA, 92592 1759E H A 9261, STE C541 IRVINE. CA 92614 1759E HARVARD SUITEC541 626-616-3886 " z PARCEL B: IRVINE, CA 92614 ASSESSORS PARCEL NO. TWO WORKING DAYS BEFORE YOU DIG NON-EXCLUSIVE EASEMENTS FOR PEDESTRIAN AND VEHICULAR INGRESS AND EGRESS AS DEFINED IN ARTICLE VI OF THE ATTN: HENRY LEE ATTN: HENRY LEE DECLARATION RECORDED JULY 5. 1994 AS INSTRUMENT NO. 269466 OFFICIAL RECORDS AND AS AMENDED BY DOCUMENTS PHONE: (626) 616-3886 APN: 960-020-046 RECORDED OCTOBER 6, 1995 AS INSTRUMENT NO. 335011; JUNE 18, 1997 AS INSTRUMENT NO. 213916; MAY 13, 1998 AS APN: 960-020-047 SECTION 4216/4217 OF THE GOVERNMENT CODE INSTRUMENT NO. 190436; FEBRUARY 3, 1999 AS INSTRUMENT NO. 044299; JULY 16, 1999 AS INSTRUMENT NO. 317577; AND SOILS ENGINEER TOPOGRAPHIC SURVEY INFORMATION LD16-3237 REQUIRES A DIG ALERT IDENTIFICATION NUMBER FEBRUARY 13, 2001 AS INSTRUMENT NO. 057792 ALL OF OFFICIAL RECORDS. BE ISSUED BEFORE A 'PERMIT G EXCAVATE' THE TOPOGRAPHIC SURVEY INFORMATION FOR THIS PROJECT BUILDING AND SAFETY DEPARTMENT WILL BE VALD. FOR YOUR DIG ALERT I.D. - EARTH SYSTEMS SOUTHWEST NUMBER CONTACT UNDERGROUND SERVICE ALERT THE PROPERTY OWNER/ENGINEER OF RECORD/CONTRACTOR SHALL ADHERE TO THE CITY OF WAS PERFORMED BY RICK ENGINEERING ON OCTOBER 13, TOLL FREE 8-1-1 TEMECULA'S STANDARD NOTES AS SPECIFIED IN APPENDICES D, E, F, AND G OF THE CLASSIC PACIFIC BUSINESS PARK 2015 REVIEWED FOR COMPLIANCE WITH TITLE 24 OR ONLINE: 1680 1WNOIS AVE. SUITE 20 - ENGINEERING � CONSTRUCTION MANUAL (LE. SECTION 6-2) IN ACCORDANCE TO CHAPTER 18.06 DISABLED ACCESS AND ACCESSIBILITY ONLY http://www.digalert.org OF THE 'CONSTRUCTION, GRADING AND ENCROACHMENT' ORDINANCE N0. 13-01. COPIES OF THE PERRIS, CA 92571 TWO WORKING DAYS BEFORE YOU DIG PHONE: (951) 928-9799 NOTES SHALL BE AVAILABLE ONSITE AT ALL TIMES DURING THE CONSTRUCTION OF THE PROJECT. FAX: (951) 928-9948 APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpFESSI CITY OF TEMECULA N INIT. ATE DESCRIPTION APP'D DATE HORIZONTAL Q �Nq PLANS PREPARED UNDER THE SUPERVISION OF DEPARTMENT OF PUBLIC WORKS KBS REVISE GRADES AT CARWASH TUNNEL ENTRANCE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �� y 8• SESs RECOMMENDED BY: DATE CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY 4�- �o �y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ti ti R.C.E. No. 50461 PA15-1572-VAIL RANCH TOWNE CENTER OF 6' CHAINLINK FENCE AROUND WELL SITE 12' E. OF r No. 50461 N n g Sessions PM30177-PARCELS 3 & 4 INSPECTOR -- FENCE CORNER AND P.P. #1894599E. 35 SOUTHEAST VERTICAL * Exp. 6-30-17 * C O n S u I t 1 f 1 g ACCEPTED BY: DATE OF P.P. #1894598E (W/TRANS-FORMER) SET �J C ` tiQ• FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. '9lF M �� Engineers PATRICKA. THOMAS P.E. � .: ::' TITLE SHEET DATE COMPLETED OF CAlLAN DIRECTOR OF PUBLIC WORKS/CITY ENGINEER °�• 231 E. Imperial Hwy. Ste. 2016 Fullerton, CA 9283E SHEET 1 OF 11 ELEVATION = 1147.77E FT (714) 213-8854 Email: ken)Osessionsconsulting.com R.C.E. NO. 44223 09/27/2018 _ J SITE SPECIFIC DATA PRWECT NUMBER 4W9 I cn PROJECT NAME VNL RANCH 7OWNE CENTER WEZ4A AEM _ _ _ V6RTIG4L I � v� � fRGi1ECT LOCATION IEi<IECULA. G4 8ED - -- --�� - :� ,-.. ..� -- -�,�'' .. LWAEJ�R4/N I FS 98 rn �. 94.98TC t , . 'I- t 94.48FS PA7DVTED > . ,, �,• •�.• +• Ad4♦VIFOLD 5.55'-� : 7G. ,�• I. STRUCTURE ID ---- PERiAI£IEl? �;; �: .� ,� rn , ANN aE {------.-� 94.48 4.49 8. - IREA1�lENT REQUIRED V179D AREA ' ► FS °� ° FS Y.. Cfit 7.2X o ° , °° KXUME BASED (C� FLOW BASTED (CFS) I,r, �. �. _ 0 .0 F tj9i0 ��cc } �° "!- �°°o° .Y.• a,. y 4 sa , IRE�4TMEM MGL AI/AIL4&E / PRE-FILTER ' "'• " r� �f c� �n In 94.39 S 94.0 C 94.90TC l }}, .10TC v c.> to U N N U tN CU • (� ' a'; X..'ie C4ffTMDX1 :.: .. ,,:��w � , 0"CF r 95,58TC.:'. I ao Ih co 1A 1A 17 e`c3 r, M cc 94.40FS PEAK BYPASS REQUIRED (CfS) - IF APPLJCABLE FLOW-BY •-�,� 1 x �` r-��' , 95.O8FL- I 4 � •r •r .r � -�. 5 95.59TC 1 i ^ h p ; '',; sa , GB v� rn rn rn rn cni M M 9.97 94.73TC PIPE DATA LE MATERIAL DIAMETER Sow PPEEE J�IES ' :� Mi 1 ; of?:« ,�`��` 1 95.09FS ,� '' f a `o FS 58 �� t5 CF95.58TC 7' 7' 9 94.7FOTC 95.15FS 95. TC 94.20FS INLET PIPE 1 89.18 PVi; 6 , r y � t5 5 q= INLET PIPE 2 N/A N/A NIA -- LEVEL 95.58TC 95.13F1 95.17 OUTLET PIPE 87.85 PVC 6' ---- cuRao�vr ---- -------- 6 BASE c 95.17 95.25FS4 �i� :• 1.5 8 11.5' 4 0� ' _._. . FS C6 FS N� N 95.71TC N 95. 7 1 PREIREATLIENT B/ORLIRAl10N DISCHARGE 95.38FS 4 FCF L `; RIM EL.EYA770M 91.98 91.98 9L98 .DRAT DOWN LWE OUTLET APE LEVEL 4. 0, X 94.0 0. 94.11 0 X 94. 4 3-0 SEF NOTES RIGHT END VIEW SURFACE LQAD PARKWAY OPEN PLANTER PARKWAY PLAN VIEW FRAME & COVER 2 EA OJO' N/A 024' KX4ADMEV14 MLUME (CY) 7BD DETAIL "A.. DETAIL 1.B.. WDMDMEDIA DaIV&Y METHOD PER CONTRACT SCALE 1' = 10' SCALE 1' = 10' ORIFICE SIZE (DIA INCHES) 7BD NOTES., PREUMIN".. NOT FOR CONSTRUCTION. FLOWS BYPASS CURB OPOVING AT 92.to- FL, PER EDR. VFGETATRON-� 95.20 INSTALLATION NOTES PLANT hKAINME OPE]VlNt 1. CONTRACTOR 70 PROVIDE ALL LABOR, EQUIPMENT. MA7ERIAL.S AND C/t fSTA VT C/1 INCIDENTALS REi?UlRED lrJ OFFLQAD AND INSTALL THE SYSTEM AND 91.98 MEDIA --- --�-- FS APPURTENANCES IN ACCORa NCE W17H THIS DRAWING AND THE MANUFACTURERS SPECIRCAITON� UNLESS OTHERWISE STATED IN 1 q/RB oPENlmi MANUFACTURERS CONTRACT. ^x"'M �•^'"`�• 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER i i ct � _ i ------------------------------- -- -------- FLOW CONTROL1 >;'h:T � ��' +� 1 � „+H REMYMENDS A MINIMUM 6 LEVEL ROCK SASE UNLESS SPECIFIED BY , •••b . .�� K. THE PRAlECT ENGINEER CONTRACTOR IS RESPONSIBLE TO VERIFY , R► R "' ' ; :xr . PROJECT ENGINEERS REL'OMMENDEL) BASE SPECIf7CATK�VS , , �•,�.,�,�; a�iY _ . . . , . .3 ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE _ _ , � "� • • • -� (PIPES GWNOT INIRIiDE BEYZ?IVD fLLISH). INVERT OF OUTFLOW PIPE ` '° '' 95.69 96.27TC 1r E OUT 1` FS-GB 95.77Fs CONSTRUCTION NOTES MUST BE fLUSH WITH DISCMRX CHAMBER FLOOR. ALL GAPS 96.11 TC AROUND PIPES SHALL. BE SEALED WATER TIGHT W77H A NON-SHRINK �-7' 11=10' T 7' 7=TD' T : 95.90 �e,�, 1• X M O1 CONSTRUCT 7" PCC/COMPACTED NATIVE SOIL. GROUT PER MANUFACTURERS STANLI4RO CONNECTION DETAIL AND SHALL 1�P-0• 9��• 95,61FS 3 FS �1 - I�i REINFORCED WITH 4 ® 16 O.C. EA. WAY MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS 4. CONTRACTOR 70 SUPPLY AND INSTALL ALL EXTERNAL CONNECTING ELEVATION VIEW � cn04: 95.8 T 5. 1� 4O CONSTRUCT CURB OPENING PER DETAIL, SHEET 1 LEFT END VIEW 95. IFS00 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RlSER� n N 95.3 F � ,� MANHOLE', AND HATCHES CONTRACTOR 70 GROUT ALL MANHOLES AND rn � 2 I . 6, 7O CONSTRUCT CONCRETE SWALE PER DETAIL, SHEET 1 HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE TREATMENT FLOW (CFS) 0.•J46 22 2,I 6 DRIP OR SPRAY IRPJ&47ION REQUIRED ON ALL UNITS WITH VEGETATTON. 7. CMMC70R RESPONSIBLE FOR CONTAC77MG MODULAR WETLANDS FOR OPE7iATING HEAD (fT) 3 4 °°°oo � 5 TC .7 C 000 o° � ACINATION OF UNIT. MANUFACTURES' wARR4NTY IS V040 #71H OUT PROPER ACTNA71ON BY A MODULAR WETLANDS REPRESEMA77VE. PRE77?EA1YDVT LAADlNG RATE (GPM/SF) ZO °°O°° 9 95 Oo°o° DRAINAGE CONSTRUCTION NOTES GENERAL NOTES WETLAND MEDIA LOADING RATE' (GPM/SF) 1.0 c vs N N M 95.13 (95.20) 1. MANUFACTURER TO FTROWDE ALL I44T£RW.S UNLESS OTHERWISE NOTED. n>�graau�7 O wr aE PROWRUMY AND ( ) c� 23 CONSTRUCT BIO CLEAN MODULAR WETLANDS SYSTEM MODEL MWS-8-12 z ALL aMEYvsroNs. ELEVATIONs. MWS-L-8-12-C . . . . : Fs. � U I , SPECIFiCAnM AND CAPACITIES ARE SUBJECT TO O''O"'E O` Iri LCi`Iri U i �i `•'FS N o. 'n "' PER DETAILS HEREON W rump:us m� nl�arOewnew as v�r nor O a�ss� IWETLAND5 o � U A R STORMWATER B/OFIL TRA TION SYSTEM � 0' � �' �' � 'O CHANGE FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSION. WEIGHTS A4zxmt»M,3ft 7,e�%JM MORW OF LVMM WRAW S?S►=.wr rn AND ACCESSORIES PLEASE CONTACT MANUFAC7URER. 4=81k Murm r rMOACa�+r w AW OR AS A WIME NFOW VE IBM r�+MM OR OMM� PDOWN OF NUMN �6 www.MotluIONV•fl°ntll.COm SS 6M0�-WET STANDARD DETAIL ,8 DETAIL ..C.. 23 MODULAR WETLANDS SYSTEM SCALE 1' = 10' 1 , 1 1 EXISTING; BUILDING, - /LANDSCAPE N ..- --�- 't.- -- --� ] N N N N EXISTING ca„ ~ -`-�.� -------------- EXISTING PAVEMENT TO c, 1 --------------= PAVEMENT TO 7 REMAIN Z ~ N REMAIN TO REMAIN LANDSCAPING GAPING PAVEMENT 0 REMAIN .e.l --------- ------ ,.. ,..: ---- -------------- ' ' 1 c G CONCRETE EXISTING GROUND � LANDS 4 � EXISTING -A- CONSTRUCT NEW - - ---- ------ -- ------ --'-- ----- N t�i �\ - --------- ----- --r -- _ SECTION "A-A.. EXISTING PAVEMENT - - -- --- ------ NOT ---- TO SCALE PAVEMENT TO REMAIN EXISTING GROUND 1 1 ] KEXISTING PAVEMENT TO REMAIN SECTION "B-B" .. .. NOT TO SCALE SECTION C-C SECTION "D-D" - NOT TO SCALE NOT TO SCALE 10 ] N EXISTING CONCRETE 4 DSCAPING MAHLON VAIL PAVEMENT TO REMAIN = z FG-TOP \ ROAD--=== TRASH c� c, BIO RE --------- -----r ------- Z - TENTION �j�j�j�lv �T---- Z - ------ ENCLOSURE SU ---------------- "---- EARTH a BASIN FG-BOT //\� TRASH ENCLOSURE WALL SWALE GATE (� POLYETHYLENE :. ,. ... .'99 g .Ce ce \\ LINING LANDSCAPE SECTION "E-E" ��\\;�\,�i\�i� /`�� PAVEMENT To � \\ -� 1 X NOT TO SCALE �. 1 REMAIN ., .,.. . EXISTING _ _ - - - - �•��+lsi=ter.:�.--Zici� _ SECTION "F-F" .. PAVEMENT LD16-3237 SECTION G-G NOT TO SCALE NOT TO SCALE SECTION "H-H" BUILDING AND SAFETY DEPARTMENT NOT TO SCALE REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY:NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 �pfESSI CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS N0. INIT. DATE DESCRIPTION APED DATE HORIZONTAL Q �H PLANS PREPARED UNDER THE SUPERVISION OF CONTRACTOR LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �y g, SESs9��y RECOMMENDED BY: DATE: INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ti '�� °ti R.C.E. No. 50461 PA15-1572 VAIL RANCH TOWNE CENTER OF 6' CHAINUNK FENCE AROUND WELL SITE 12' E. OF Y No. 50461 N � = Sessions PM30177-PARCELS 3 & 4 INSPECTOR FENCE CORNER AND P.P. #1894599E 35' SOUTHEAST VERTICAL * Exp. 6-30-17 OF P.P. 11894598E (W/TRANS-FORMER) SET s C o n s u l t i n g ACCEPTED BY: DATE: � --- Engineers PATRICK A. THOMAS P.E. ....:..:......:: . DETAILS & SECTIONS FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. lF , DATE COMPLETED OF CALIF 231 E. Imperial Hwy, Ste. 201B Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER PHASE 1 2 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry0sessionsconsulting.com R.C.E. NO. 44223 SHEET OF 09/27/2018 I , I 1 I 1 I i I I 1 i i I I 1 DETAIL ..G.. I 1 SCALE 1' = 10' i . 1 DETAIL ..F.. SCALE I' = 10' GRATE SHOULD BE RECCESSED AT LEAST 1/8' NDS PEDESTRIAN TRAFFIC CHANNEL GRATE, (PART NO. 836). OR EQUAL EXPANSION 4. 4. EXPANSION i JOINT JOINT - 1 DETAIL ..D.. , SCALE 1 - 10 , I `r• FINISH, FINISH 'CONCR TEy; --"CONCRETE-.*, NDS r PRO SERIES SHALLOW PROFILE CHANNEL DRAIN, 44 •: •� ' •' . : (PART NO. 830), OR EQUAL . SLURRY':CONCRETE.• DETAIL ..E.. : .:d SCALE 1' = 10' OCHANNEL DRAIN NOT TO SCALE � -_ TRASH Z � W MAHLON VAIL ENCLOSURE : ROAD CONSTRUCTION NOTES � Uj TRASH ENCLOSURE WALL c�i le GATE O CONSTRUCT 7' PCC/COMPACTED NATIVE SOIL, PROPOSED - 1 REINFORCED WITH 14 0 160 O.C. EA WAY -a — --r---. ----__ I KEXISTING BUILDING DSCAPE DSCAPE DSCAPEEXISTING CONSTRUCT CURB TO MATCH EXISTING PAVEMENT PER DETAIL, SHEET 1 ---- ------- %� {- —� �_ GROUND 1 PAVEMENT :: .. .. 4. �. ��,�� -----===---- ------- = .� .� ' . . �. .. ,.. 4 CONSTRUCT CURB OPENING PER DETAIL, SHEET 1 CONSTRUCT 8 WIDE NDS SHALLOW PROFILE CHANNEL DRAIN (PART NO. 830) OR EQUAL PER DETAIL, HEREON SECTION ..I-I" SECTION "K-K" NOT TO SCALE SECTION J-�l DRAINAGE CONSTRUCTION NOTES r NOT TO SCALE NOT TO SCALE CONSTRUCT 6' THICK GRAVEL PAD WITH 1' TO 1-1/2' AGGREGATES . 77 DETAIL '.H.. SCALE 1' = 10' LD16-3237 BUILDING AND SAFETY DEPARTMENT REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpFESSI CITY OF TEMECULA . DEPARTMENT OF PUBLIC WORKS NO. INIT. DATE DESCRIPTION APP'D DATE HORIZONTAL Q �N PLANS PREPARED UNDER THE SUPERVISION OF LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �'0 g, SES q! RECOMMENDED BY —SATE CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY c�- Qy si <"y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ti �� °ti R.C.E. NO. 50461 PA15-1572-VAIL RANCH TOWNE CENTER OF s' CHAINLINK FENCE AROUND WELL SITE 12' E. of No. 50461 `n Sessions PM30177-PARCELS 3 & 4 INSPECTOR FENCE CORNER AND P.P. #1894599E. 35 SOUTHEAST VERTICAL 4 Exp. 6-30-17 OF P.P. 11894598E (W/TRANS-FORMER) SET - C o n s u l t i n g ACCEPTED BY- _SATE: FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. '9lF Engineers PATRICK A. THOMAS P.E. DETAILS & SECTIONS ?���• DATE COMPLETED OF CAL1 231 E. Imperial Hwy, Ste. 201E Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER PHASE 2 SHEET 3 - OF 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry0sessionsconsulting.com R.C.E. NO. 44223 09/27/2018 4" Ys" RAID. 4'X4' LANDING TRUNCATED DOME TACTILE WARNING-36" DEEP ON RAMP— SHALL GROOVING DETAIL BE CONTRASTING COLOR TO ADJ. SURFACE SURFACE SLOPES OF PARKING SPACES SHALL X" GROOVES NOT EXCEED Y4" PER FOOT IN ANY DIRECTION. @ Y4" O.C. 10% MAX. SIDE SLOPE 4" WIDE PAINTED BLUE 18" STRIPES (2 COATS) PER CBC 11B-5OZ3.3 INTERNATIONAL BLUE -9" ; i FEDERAL STANDARD 8 4 WIDE STRIPED LOADING 115180 BACKGROUND 33g EQUAL ' EQUAL ZONE-PAINT COLOR: BLUE MCI INTERNATIONAL SYMBOL " " OF ACCESSIBILITY-REFER PAINT NO PARKING DESIGNATION TO DETAIL 08/---- MP NO AT ACCESSIBLE LOADING ZONE PER 4" BLUE BORDER KING CBC 11B-502.3.3-WHITE AND BLUE �.1 9' 8' MIN. .�. 9' .� PAINT PER CITY STANDARDS ' MIN. AT VAN T MIN. ' ACCESSIBLE PARKING STALLS CURB 4" WIDE BLUE HANDICAP SYMBOL TYPICAL STRIPING & ACCESSIBLE STALL O ACCESSIBILITY SYMBOL ACCESSIBILITY RAMP NOT TO SCALE 34 NOT TO SCALE NOT TO SCALE 12'-OY,s" 1.67" DOMES O.C. TACTILE WARNING TILE 10 POINTS ® 0.167 MFGR. PERIMETER SIGN NOT LESS THAN SIGN SHALL BE NOM. O.C. Y4" DIA. SEALANT-INSTALL PER 17" X 22" INTERNATIONAL I I MFGR. REQ. AT SIM. WHITE GRAPHICS SYMBOL ATTACHMENT COND. 70 SO. IN.,-1/8" HOLES ON DARK BLUE OF ACCESSIBILITY ALUM. PLATE PER CBC LINE OF EDGE OF BACKGROUND APPLY MFGR. SUPPLIED 1129B.4 ACCESSIBLE SIGN NOT LESS THAN I I STRUCT. ADHESIVE AT CONC. AT RAMP PARKING 7" X 10"--1/8" STEEL _ ��� \' I PERIMETER AND THRU OFF RAAMPBOTTOM (FOR FLUSHECESS PLATE PER CBC 1129B.5 �,� , CENTER OF TILE PER 00000 00 02� 0000 00o MFGR. REQ. 1.50 1.67 COND.) ' III 1 SURFACE APPLIED NOMINAL r '9 NOTE: ACCESSIBLE, _I F00000 0 0 0 0 �o 0 0 0 0 o I �� " ALL SIGNS SHALL 0000 0 0 0 0 �O d �i, 1is TACTILE WARNING TILE UNAUTHORIZED VEHICLES BE REFLECTORIZED ALL LETTERING SHALL BE = I .50" 45" 0 0 0 0 0 0 0 0 0 0 „ „ PARKED IN DESIGNATED =250 MIN. 1" HIGH ON SIGNS 00 000 d W ACCESSIBLE SPACES NOT MIN. FINE _ _ 0 0 o s o a . a a. a -A-- 0 0 0 �n MFGR. SUPPLIED COLOR DISPLAYING DISTINGUISHING o00 �-o a' m I I . _ o O o 0 0 MATCHED EXPANSION . PLACARDS OR SPECIAL LICENSE z �' o o O o 0 0 0 0 0 a I ' ANCHOR-DRILL HOLE PER �r, PLATES ISSUED FOR PERSONS WITH PROVIDE ADDITIONAL o \ c MFGR. REQ. DISABILITIES WILL BE TOWED SIGN BELOW SYMBOL � - 0000 0000000 a aQ c� �, o0000 00000000o 000 da OF ACCESSIBILITY SIGN FIELD LEVEL MICRO " - AWAY AT THE OWNERS EXPENSE. _ c AT VAN ACCESSIBLE o o 0 0 o�DiRECT101� �o 0 o O o TEXTURE-41 , a `I' TOWED VEHICLES MAY BE RE- a 1 1 2"X 1 1 2" SPACES-SEE SITE o 0� O O O OF TRAVEL o O O O O O N CLAIMED AT POINTS PER SQ. a co D GALV. TUBE STEEL PLAN FOR LOCATION O o �o o O O o O o o O 0 INCH I I CD 2.50" °O POSTS-WELD ALL z 000 00000 - O __---- _ a Ui BOSS AROUND PERIMETER SOUND-ON-CANE JOINTS, CAP ALL 0 0 00O _ ,r,ENDS, SHOP PRIME ___ ___ __ 000 000 - --_- ° a ( AMPLIFYING SYSTEM TYP. 000 0 000 ,^ a AND CENTER OF TILE THROUGHOUT-.03"x.875" do FIELD PAINT 0 0 000 0 0 0 000 - --------- o a c DIA. TYP. AT 4 -0 LINE OF EDGE OF CONC. 00 00000 0 AT RAMP BOTTOM 1.5"/Y75"O.C. OFFSET a (RECESS END OF RAMP 063" DIA. FOR FLUSH COND.) YP. TILE ENLARGEMENT TACTILE TILE ENLARGEMENT TACTILE TILE SECTION CONCRETE -T FOOTING I I - �� 3" MIN. ----�- 12" MAX TRUNCATED DOMES --- -� `_ NOT TO SCALE 18" DIA. TYP. SITE ENTRY SIGN ACCESSIBLE PARKING SPOT SIGN ACCESSIBILITY SIGNAGE I NOT TO SCALE LD16-3237 BUILDING AND SAFETY DEPARTMENT REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY' NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY NO. INIT. DATE DESCRIPTION APP'D DATE RIVERSIDE COUNTY BENCHMARK: T-5-81 HORIZONTAL ROfESSIp q CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE ��Q 8. SES N PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY ����y Sio <y DATE: • i PA15-1572-VAIL RANCH TOWNE CENTER OF TEMECULA, 41 N. OF CENTERLINE HWY. 79 2.4 S. Y �, i R.C.E. N0. 50461 OF 6' CHAINUNK FENCE AROUND WELL SITE 12' E. OF W No. 50461 � - Sessions _ PM30177-PARCELS 3 & 4 INSPECTOR FENCE CORNER AND P.P. 11894599E 35' SOUTHEAST VERTICAL * Exp. 6-30-17 C O 1'1_$ 1.1 I t 11'1 g ACCEPTED BY: DAIS: . OF P.P. 11894598E (W/TRANS-FORMER) SET CI�/IL ' �� DETAILS & SECTIONS FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. 9lFOF AIiF��� = Engineers g i n e e CS PATRICK A. THOMAS P.E. � DATE COMPLETED C 231 E. Imperial Hwy, Ste. 2018 Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS IENGINEERPHASE 2 SHEET 4 of 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 09/27/2018 TEMECULA PKWY. HWY. 79 LINE DATA LINE DATA LINE DATA NO. BEARING )ISTANCE NO.I BEARING )ISTANCE NO.1 BEARING DISTANCE - L1 2'1 "W 4.40' L45 16' '37"W L89 N ' ' 2" 16.26' PARKING SPACES - 182 L2 N73*22'110E L46 N7310'090E 57.64 L901 S16' " ' L3 S16' '4 " 1 .67' L47 73' 3' 9"W L91 I N7313'530E 8.45' LEGEND L4 N7 2' " 62.55 L48 I S73"22'45OW 0.9 ' L92 I N83*34'040E1.91' ACCESSIBLE PATH OF TRAVEL L5 S16• ' 9" 1 .00' L49 1 ' 9-07"W 8. ' L93 7 "W 15.78 ' 6� L6 N 3'05 " 61' L50R7338 6 L94 N7 ' 1' 5. ' L7 8 " 4.00' L51 3. ' L95 73' 7' 0" 78.90 15-N L8 S 4 6" 1 1' L52 L96 7 9' w L9 3 '0 3' L53 4 L97 N73 32.0 ' L10 1 'S 38"E 7.90 L54 L98 3' 8' 2" 514' � ( I w , , w r • r N I I L11 N 4 22.28 L55 7 •W .05� L99 7 . 21 W .98� L12 S16 7 .83 L56 9 1 4. L100 73 29 1 .82 L4 L7 i L13 N 5' 6" 03' L57 16' T50" 4 8' L101 7 '3 ' 5' 9.95' L14 S 3' " 8.00' L58 1 '3 '50" 4 L102 N7 ' 7" 13.92' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i- - - - - J STRUCTURALSETBACK - - - - - LOLE]Cl - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - i - - - - - - i L15 S16'3 ' 9" 1 .00 L59 3'30' 9" L103 10 .2'03"W 45. ' a❑ � 7"W 3.55' L61 1 '30'29" .0 ' L105 N73 249" 2.00 L1 c`� 9 ep1 O p1L13 i i L18 N7 1.6T L62 'S1'42" 5. 3' L106 69' 3' 3w 26.06' L19 S16' 3' L63 '4 "W 48' L107 6'37' 6.70' I i L20 N73 ' 1" 6.99' L64 'W L108 16'40'09" 12.85' v, L21 16 1' » 10.58' L65 7 '2 ' 1"E 1.8 ' L109 S73 2' 1"W 5. 8' 1 -� 1 w r r w r ■ r 1---------------•--- ----- 33 0� L22 S7 39 W 8.53 L66 7 '221124.01VL110 N7 2 497 I v_ I L23 16 6.00 L67 '22 1 3 . 4 L111 N 6 6 W 9. 1 _ L24 7 ' "W 4.11' L68 7 '11"W L112 S .00' %�L25 30 8{30 1 �33- LOT ' r*i I L25 S7 24.00' L69 '11" 4 ' L113 Nth' 7' "W 4.85' C4 4 c11 LINE ADJUSTMENT 1 L2s S73 ' "w 1.81' L70 7 'l8'w 6. ' L114 S16' 7' 9" 26. ' I 1 L27 6• '4 " 3.56' L71 73.3 '34"E 4. ' L115 16' 7'49"E 30.00' 5Ell 32 I t 1 t L28 N 0' 7" 72.00' L72 16 7' 5" 1 9 ' L116 N 3 4' "E 31.05' C5 g L2g �, L34 I 1 • r ■ w r r w ' I I L29 16 4 4.00 L73 46 07 W 26 L117 7 7 3.85 I I L30 N ' ' 6' .99' L74 1 '40'37' L118 S73 "W 92.28' 7T- �0 I T I I D � I L31 N 6 '05"W 14.99' L75 N '40'37" 8 4 ' L119 73 ' T 6 ' L32 S16 0' 7" 4.50' L76 6' 7' 9" 9 . L120 N 8 7' C18 D32 L46 0 31 _ I O 1 L33 S7 . 1» 6. L77 6. 340W 0. L121 16 26" 30 00 1 i Z 1 i L -5 '1 W 7 9 L79 N1 1 W 7 L123 N1 7 4 W .49'I ( L47 c i P A 16 13 7 2 ) r w r r 4 1 (32 C19 � I D I L36 N1 r wW . 4 L80 9" L124 4. r 14. I r I L37 7 W 1. L81 1 1 L125 N 7 0 10 20 40 • r w r r w r • r r , W I I L38 7 4. L82 7 L126 N7 .49 33 C�5 1 p I L39 N16' , • 6.00' L83 • r4 w r L127 L41 I = • , r ■ r r ■ , 42 rj 30 L44 L45 j I L40 7 W 4. 7 L84 7 W L128 1 7 .4 L43 I I I i inch - 20 ft. L41 r w L85 » 1 r L129 1 r w 1 ' r _ � I i L42 7 4 7 L86 4 4 L130 N7 4. L42 L41 I �' Z L43 N1 - 7" 4. L87 L131 ' Uj 32 I I , I l t 144 1 1 . 0 L88 L132 N 7 .Al' PARCEL A t , 1 i CURVE DATA CURVE DATA CURVE DATA NO. DELTA RADIUS LENGTH N0. DELTA RADIUS LENGTH NO. DELTA RADIUS LENGTH �, - - - - Cl 8'10`080 50.00' 7.13' C31 90'00'00" 2.00' 3.14' C63 34'14'25" 33.00' 19.72' 0. 94 ACRES 1 1 C2 41'51009' 6.00' 4.38' C32 11'13'52" 30.00' 5.88' C64124*27'430 18.00' 39.10' 32 (Er i i C3 90*00'00* 3.00' 4.71' C33 1113'52" 18.00' 3.53' C65 124.31'33" 30.00' 65.20' . I 1 1 , w r � 36 '� � 33 � 1 C4 7T36 20 6.00 8.13 C34 11'1139 18.00 3.52 C66 180'00 00 4.00 12.5T N PHASE 2 ' i 1 i C5 102'23'40' 2.00' 3.5T C35 11'20'34" 30.00' 5.94' C67 90'12*43* 2.00' 3.15' C37 7 I I i i C6 71'03'35" 8.00' 9.92' C36 101'33'13" 2.00' 3.54' C68 89'4437' 5.00' 7.83' -1.69 34 1 1 C7 109'09 44 2.00 3.81' C37 7826'47" 6.00' 8.21 C69 113'4419 2.00 3.97 r w , , r w , r r • , r L70 ^ c C8 89*5918 2.00 3.14 C38 77'00 43 6.00 8.06 C70 66'20 43 6.00 6.95 Oct 1 C9 89'5013 3.00 4.70 C39 98 4314 2.00 3.45 C71 90'12 47 8.00 12.60 -- -' --- -- -- 1 i - - --- --- j 1 j C10 90'45'090 2.00' 3.17' C40 111'32'10" 6.00' 11.68' C72 27'26'300 16.00' 7.66' Cll 89'59'44" 2.00' 3.14' C41 7243'53" 2.00' 2.54' C73 27'21'07" 18.00' 8.59' _L64 /c,42 �66_ C43 C46b j N j C12 114'31'30" 2.00' 4.00' C42 90'02'20" 6.00' 9.43' C74 89'31'46» 12.00' 18.75' C38 / I PARCEL B `� I § 1 C13 65'49'01" 15.00' 17.23' C43 90'00'00" 6.00' 9.42' C75 6'51'37" 30.00' 3.59' c �I M j $ j C14 89'43'23" 6.00' 3.13' C44 89'57'40" 2.00' 3.14- C76 10'11'27" 30.00' 5.34' C3� C47 L71 1 . 4 7 I I r w r r r 65 41 C44 67- C45 I I I I C15 90'04 24 2.00 9.43 C45 90'00 00 2.00 3.14 C77 3142 22 30.00 16.60 I I I I ACRES I 1 I C16 90'16'37" 18.00' 28.36' C46 35*04!16" 8.00' 4.90' C78 10'0436" 60.00' 10.55' _ _ I 1 1 t C17 90'22'20" 30.00' 47.32' C47 8847'290 2.00' 3.10' C79 180'00'00" 6.00' 18.85' C18 90'01'09" 15.00' 23.57' C48 89'41'51" 2.00' 3.13' C80 96.24'04» 3.00' 8.19' C19 90'1112 12.00 18.89 C49 40'59 41 8.00 5.72 C81 93 48 38 5.00 8.19 �I 1 1 C20 89'4T35 2.00 3.13 C50 103'04'49" 2.00' 3.60 C82 86'1122 5.00 7.52 L41,1L42 L41 42 I 32 I 1 1 C21 90*01*520 2.00' 3.14' C51 76'2T25' 10.00' 13.34' C83 90'02'20' 2.00' 3.14' I L I 1 1 1 i 1 C22 90'02'310 4.00' 6. 9' C52 .98' C84 89.57'40» 6.00' 9.42' 2 40 32 22 24.00 16 L42 L41 30 L42 L41 30 I 1 C23 89'44'10" 2.00' 3.13' C53 89'41'07" 30.00' 46.96' C85 90'00'080 2.00' 3.14' I I L93 I 1 I C24 90'22'25" 2.00' 3.15' C54 89'41'07" 18.00' 28.18' C86 90'00'00" 5.00' 7.85' '0) J 50 Fz 1 1 C25 90'00'27' 2.00' 3.14' C55 180'00'00" 6.00' 18.85' C87 90'12-29- 30.00- 47.23' 31 i - r r r , r r , , r • , , I C55 I t C26 89'S0 03 30.00 47.04 C56 90'24 09 12.00 18.93 C88 10T50 04 6.00 11.29 r • r . . w , r . , • , t0 L91 C27 90*0115 18.00 28.28 C57 89-5918 2.00 3.14 C89 4138 20 30.00 21.80 L82 82 °� L89 L90 C4� L94 z i C28 8938'57" 6.00' 9.39' C58 104'39'37" 2.00' 3.65' C90 119*37'15* 2.00' 4.18' C6 C66 I C6 66 - L84 3 C52 32 32 31D i 1 i C29 75'43'09" 6.00' 7.93' C59 75'20'23» 6.00' 7.89' C91 42'40'59" 10.00' 7.45' C7 L95 � 1 1 C30 104'18'24" 2.00' 3.64' C60 76'08'08' 6.00' 7.9T C92 89'35'4T 2.00' 3.13' 82 I 82 C71 I ' I C31 90'00'00" 2.00' 3.14' C61 97'44'11" 2.00' 3.41' C93 107*41'45* 12.00' 22.56' I C 8 Z 32 C79 1 I C62 34'14'24" 45.00' 26.89' C94 11'43'22" 60.00' 12.28' o L8 � L92 � t t 32 C73 L11�� L119 C76 I 31 1L116 C72 L120 C78 L96 C80 L130 _ STRIPING NOTES G6 1 I 1 l 1 - 77 32 I t I 30 APPLY DUAL 4" WIDE PARKING STRIPING PER DETAIL, SHEET 4. I -1.118 I L129 �� I I O �� - ' 1 I COLOR PER CITY OF TEMECULA STANDARDS L41 L42 �Cj L41 42 C89 L126 C92 g� -�32 1 1 P I 31 APPLY STRIPING PER CITY OF TEMECULA STANDARDS Q 119.00 N73'2211 E / L42 L41 L42 L41 00 4� t 1 30 I ,,, � /L131 6 3 C3 C86 u J dOlS C93 / 89.08 7•15'29"E t 32 APPLY DIRECTIONAL ARROW PER TEMECULA STANDARDS _� I APPLY DIAGONAL PATH OF TRAVEL STRIPING PER CITY OF TEMECULA 30 30 9 I r1 L127 / . ;I j j O ADA REQUIREMENTS I P� cnl 5 C91 I I 1 I (TYP) �,12 31 Q C83 1 �90 I 34 APPLY INTERNATIONAL SYMBOL OF ACCESSIBILITY PER DETAIL, SHEET 4. 09 I L41 LGJ I L123 114 115 121 L122 9' / _ ; I 1 CITY OF TEMECULA ADA REQUIREMENTS L111 O ( � 1 L105 C31 L108 5 I L42 L41 I M L12 / 30 N55'23 oloo do •546a L10 L107 113 '�ois 31-F- T- r-- U � LD16-3237 _C84 ^86 C86- - - 1 ---C82 --L110 -C3 -C86 �- / 1 1 L106 BUILDING AND SAFETY DEPARTMENT - -' -- -- -- -- '" -- -- -- REVIEWED FOR COMPLIANCE WITH TITLE 24 G\\ GJ it I it DISABLED ACCESS AND ACCESSIBILITY ONLY 1 i r 1 APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpfESSI CITY OF TEMECULA N0. INIT. DATE DESCRIPTION APP'D DATE HORIZONTAL Q �Nq PLANS PREPARED UNDER THE SUPERVISION OF DEPARTMENT OF PUBLIC WORKS LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �O g, SES ! RECOMMENDED BY. DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY c�-Q�� sio <y DATE- OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. u, _ R.C.E. NO. 50461 PA15-1572-VAIL RANCH TOWNE CENTER . OF 6' CHAINLINK FENCE AROUND WELL SITE 12' E. OF W No. 50461 rn = Sessions PM30177-PARCELS 3 & 4 INSPECTOR FENCE CORNER AND P.P. 11894599E 35' SOUTHEAST VERTICAL * Exp. 6-30-17 *�'' OF P.P. 11894598E (W/TRANS-FORMER) SET -,,-, Consulting ACCEPTED BY- DATE: T FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. CITE CML ���� Engineers PATRICK A. THOMAS P.E. .....ice.....: HORIZONTAL CONTROL PLAN DATE COMPLETED OF CAItF 231 E. Imperial Hwy, Ste. 201E Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER �•' PHASE 1 5 OF 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry0sessionsconsulting.com R.C.E. NO. 44223 SHEET 09/27/2018 1 i TEMECULA PKWY. HWY. 79 ! LINE DATA LINE DATA LINE DATA NO. BEARING )ISTANCE NO.1 BEARING )ISTANCE NO. BEARING ASTANCE I _ L1 73'22' 4 40' L45 16 '37"W 4. ' L89 73'32'02' 6 6' PARKING SPACES 182 L2 N 3'22' 1` . 8' Los .6 ' L90 S1 6.46-07" ' L3 6' 1 .6 ' L47 S - 3' 9"W L91 N731 '53" 8 45' I LEGEND L4 *2 1 w r L48 10. ' L92 N8 ' 4'04" 1. ' L5 16 '49" .00' L49 ' 7"W .83' L93 7 '1 ' 6"W 1 ' ACCESSIBLE PATH OF TRAVEL L6 N73'0 '3 " L50 S 9' 3" .9 ' L94 7 '41r ■ r .1 '-N73'22'11" L7 N7 8' 4 00' L51 1 4' 7`W .0 ' L95 7 ' 7'20■ 0' -�--�� -- -- -- L8 6 ,V ` .01' L52 -00"W L96 N7 9' 8" 6 ' L9 S7 '13'0 "W . 3' L53 7 ' 6" 4 . 7' L97 3 4 '2 " L10 16 0' L54 "W 1. ' L98 2" o ; ; I I I L11 N 'S4" L55 "W 14 0 ' L99 73'2 ' 1'W F-1 `" j I 1 j L12 16'40'37" .83' L56 16 9' 1`W 4. ' L100 73'30' 9` 3'2 ' 6" . ' L57 •3 r w • L101 N '3912 ■ , . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1- - - - - -STRUCTURAL SETBACK - - - - - ,ti - r- 1. ,Lrt - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --o- - - - - - - - - ; - - - - - - L14 7 "W 8 L58 16' r » 42. ' L102 r w 7 357 1 .9 L15 S16' 7'49" 0.00' L59 13.98' L103 O'22'0 " 4 .00' IIII 1 - I _ _ _ r r • • • w ' • 1 w 1 1 ,11 , IIII 1 1 1 1 1 1 III 1 i pl _ hIL_J L_J L_J L_Jh� _ O O I fit L17 S73 7 0 L60 4.00 L104 16 7 8. PATIO 1 I 1 38 W L61 14.00 L105 I - I 'v� I L18 N 3 4' 4' L62 'S '42' 5.33' L106 N6 '33' 6. ' M � j Oltj L19 S1 • 1 w 3• L63 N 7 '42'W L107 16' r49w • 0 -- - - I I 1 L20 3'19'3 " 6.99' L64 6 `W 4.1 ' L108 16'40'09" ' I , y I L21 S16'S1' 0 58' L65 3 1 L109 S7 2' 1`W 5 8' 1--- --------- ----- - ------- - -, a; 1 L22 3 '39"W 1 3' L66 ' 1" 4.0 ' L110 73'22' 1" 4 ' 1 L23 16'42' " 6.00' L67 7 '1 ` 32. 4' L111 16 '43" 1 c,, ' T ! I I I i L24 73 5'39"W L68 'W . ,V L112 732 ' "W s .00 --- J U S TM E N T ' r' �6 si 7�� ,�w :00' ��o ',8*W 6:9,' L114 ;63T4*W 6 ' ,�--------------------�' „ I I I I I I ,I I I i I L27 S16'3T49" 3.56' L71 4. L115 16-37-49"E 3 . I I I L28 N 3 0; Y .00, L72 ,' S` 31 L116 N73 4', "" .05 1, III - 1 1 I 1 - I 1 � 1 I - , L29 S16 37 49 4 00 L73 16 46 07 W 126.50 1117 N73 2 37 .85 1 _ _----- '' I�) 1 - f- / ''I II , I I I • ) r 1 • ! • 1 r w - -- ---- --- ________________________ _ _ �� XIT -- - - - - - - - I I r 1 1 L30 N7 37 6 . 9 L74 7 85. 2 L118 73'10 W 8 1 I I L31 16 3 .9 L75 N W 5.45 L119 3 2 37 --;,°-,--'- = , I I L32 16 0 7 L76 S1 7 49 98.00 L120 83 4 04 8. ______ ,, „=' ------,; I ' 1 1 L33 S7 4 31 W .48' L77 N1 ' 0' 80.00' L121 16'54' 6" 30.00' ------ ----------- -- r,- -- �"° ' 16- 13 7 2 I 1 I L., S16'4s' 3` 1 .98 L78 N1 03"W 66. 5' -122 1 4'26 E 6. ' 1?4 I ' I 1 I L35 S7 '1 "W L79 ' '0 "W 3 L123 16'37'4 "W 49 O� --- ------ ---- L36 Nt .8 L80 18. 3 L124 34 4. ------------ I L37 7 '1816 W 1. L81 1 ' '0 ' 2 . 4' L125 N55'32' 7" 63. 0' W 1 0 10 z° 40 L38 73'30' 9 14.039 L82 ' w L126 73'38'06" 58.49 ------ - �I I ^ ► I I _.1 I L39 16 1 44 W 6 0 L83 49 62.96 L127 3 '2 53 I 11 h I II � . . » . 1 w . 1 w 1 n M I I I - L40 S73 '16" 7 L84 "W 4.00' L128 1 '46' 7" 4 n ,L� __ I . ( I I i inch = 20 ft L41 28 2' 7 L85 7 ' 6" 15. ' L129 16'46'070E ' � I ---- ----- Z I Z ' I L42 6 ' 7'4 " .07' L86 6'54' 4" 15.07' -130 7 7" 4 I 1 1 L43 ,6 107 4. 2 L87 1 '0 3 E 7.26 L131 N55 2 07 38. -1 L44 6'S3 .80 L88 .6 L132 N6 2 ---- ------1----------- " - , 1 ;; -----� Tff PARCEL A R C A 1 Q 1 i CURVE DATA CURVE DATA CURVE DATA - __ I E L I ' I NO. DELTA RADIUS LENGTH N0. DELTA RADIUS LENGTH NO. DELTA RADIUS LENGTH N 11 ------- 0. 94 ACRES ' C1 8'10'08" 50.00' 7.13' C31 90'00'00" 2.00' 3.14' C63 34'14'25` 33.00' 19.72' I I I 1 �' C2 41'51'09" 6.00' 4.38' C32 11'13'S2" 30.00' 5.$8' C64 124'2T43" 18.00' 39.10' ' 8 8 j j C3 90'00'00" 3.00' 4.71' C33 11'13'52* 18.00' 3.53' C65 124'31'33" 30.00' 65.20' _ C4 77 36 20 6.00 8.13 C34 11'1139 18.00 3.52 C66 180'00 00 4.00 12.5T - - ------------�♦ co , / w • • r ■ • 1 • ■ • 1 I�--------------------�� N ;; _ _ _�' = I 1 1 C5 102'23 40 2.00 3.57 C35 11'20 34 30.00 5.94 C67 90'12 43 2.00 3.15 C6 71'03'350 8.00' 9.92' C36 101033'13" 2.00' 3.54' C68 89'44'37" 5.00' 7.83' -______________=- i' ■!!I' 'ICI q I I ( • w • • • w • • • r . / ____ _____ ,; I I 1 C7 109'09 44 2.00 3.81 C37 78'26 47 6.00 8.21 C69 113 4419 2.00' 3.97 1 r . . . . . • . 1 C8 89'S918 2.00 3.14 C38 77'00 43 6.00 8.06 C70 66'20 43 6.00 6.95 -_ 61 _-_-_-_-_-._-_-_-_ I I OD 1 cn C9 89'S013 3.00 4.70 C39 984314 2.00 3.45 C71 90'1247 8.00 12.60 -- -- -- - • r r . • • r w • 1 • w • r a; C10 90 45 09 2.00 3.17 C40 1113210 6.00 11.68 C72 2726 30 16.00 7.66 „ I - - O 1 1 1 C11 89'59'44" 2.00' 3.14' C41 72'43'53" 2.00' 2.54' C73 27'21'07" 18.00' 8.59' C12 114'31'30" 2.00' 4.00' C42 90'02'20w 6.00' 9.43' C74 89'31'46` 12.W 18.75' ------ ' PARCEL 8 -'------- M $ C13 65'49'01" 15.00' 17.23' C43 90'00'00" 6.00' 9.42' C75 6'51'37` 30.00' 3.59' �_=______ '------- PATIO . . • . / / / . ' 1 -_ _�J ------ ;; M O (� O I g 1 894323 6.00 3.13 C44 89S740 2.00 3.14 C76 11*42'2 30..0 6.60 T--- _---" }. • I 1 C15 90'04 24 2.00 9.43 C45 90'00 00 2.00 3.14 C77 3142 22 30.00 16.60 II C16 90'16 37 18.00 28.36 C46 35'0416 8.00 4.90 C78 10'04 36 60.00 10.55 - --- --=------ � ;�-----------ACRES �-------- 1 1 1 1 �' �'O' � I C17 90'22'20" 30.00' 47.32' C47 88'47'29" 2.00' 3.10' C79 180"OO'OOw 6.00' 18.85' C18 90'01'09" 15.00' 23.57' C48 89'41'51 2.00' 3.13' C80 96*24*045 3.00' 8.19' I _ ---------- - _ I v 1 ■ 1 • 1 w r • • • • I ,, I ® I 1 1 _-________ ,I -__--_-___- , N C19 90'1112 12.00 18.89 C49 40'5941 8.00 5.72 C81 934838 5.00 8.19 C20 89 47 35 2.00 3.13 C50 103'04 49 2.00 3.60 C82 86'1122 5.00 7.52 „ I _ C21 90'01'52" 2.00' 3.14' C51 76'2725" 10.00' 13.34' C83 90'02'20" 2.00' 3.14' 1 1 I C22 90'02 31 4.00 6.29 C52 40 32 22 24.00 16.98 C84 89'S7 40 6.00 9.42 - __ -- C23 8944'10" 2.00' 3.13' C53 89'41'07` 30.00' 46.96' C85 90'00'080 2.00' 3.14' -------- - --------- C24 90'22'25" 2.00' 3.15' C54 89'41'07` 18.00' 28.18' C86 90*W'OO 5.00' 7.85' 1 _ --------- ;L-- -------- ►(=__, _- ' I I C25 90'00 27 2.00 3.14 C55 180'00 00 6.00 18.85 C87 90'12 29 30.00 47.23 1 - L-------------- i 1 C26 89'50'03" 30.00' 47.04' C56 90'24'09" 12.00' 18.93' C88 107'50'04" 6.00' 11.29' -- - 1 1 r ■ • 1 1 w • 1 r w r r --------- %' ; y ------------------------------------------------ } I ' , C27 90'0115 18.00 28.28 C57 89'5918 2.00 3.14 C89 41'3820 30.00 21.80 L- -- --------------------------------- C28 89*38'57" 6.00' 9.39' C58 10419'37" 2.00' 3.65' C90 119'37'15" 2.00' 4.18' C29 75 43 09 6.00 7.93 C59 75'20 23 6.00 7.89 C91 42 40 59 10.00 7.45 ,; I _ �------------ ------ ' ` ------------------- _______- 1 I =__ ' __-_-____-_-___-______-_____-____-___-__-_--____ I C30 104'18'24" 2.00' 3.64' C60 76'08'08" 6.00' 7.97' C92 89'35'47' 2.00' 3.13' _------------------ �_________---------- Ir-------- , , - - - - - - - - - - - - C31 90'00 00 2.00 3.14 C61 97 4411 2.00 3.41 C93 107 4145 12.00 22.56 C62 34'14'24" 45.00' 26.89' C94 11'4322" 60.00' 12.28' ----- ------------------ ---------- ---------- -----------,----------- STRIPING NOTES I ----------------------------------------------_ =- --„ 1 I 4w `=_---- ------------------------------------- - \��.� ------------------------------------- II i i O APPLY DUAL WIDE PARKING STRIPING PER DETAIL, SHEET 4 I I ---------- --------- �� -_�\--------- COLOR PER CITY OF TEMECULA STANDARDS °peen° � i ' 1 31 APPLY STRIPING PER CITY OF TEMECULA STANDARDS 119.00' N73'22'11"E Ili - _- - ,,,-.=- I I � APPLY DIRECTIONAL ARROW PER TEMECULA STANDARDS �� W r „ • r 1 1 ------ _ I 1 l I I - doss 89.08' N6T1 29 E * I I I I `C� I o I 1 33 APPLY DIAGONAL PATH OF TRAVEL STRIPING PER CITY OF TEMECULA QG ADA REQUIREMENTS - ------- - -- ----- ---- ---- - -------- - 1 t ; �1 -Sr= `, 1, 1, `\11, II 1 1 I 1 I 1 I II '11 1 1 1 I ♦ � I 1 I 11 --,.�- ` 1 , _, /. I 1 II - ---- , � 1 34 APPLY INTERNATIONAL SYMBOL OF ACCESSIBILITY PER DETAIL, SHEET 4. I I / --- / CITY OF TEMECULA ADA REQUIREMENTS -� �'- -1�- � �-__ � -I II 'll I - i I �/'� - 1 I I ' - I II ���-,- , , `, `, `, _ � ' _ _ I i i - - - IfI 1 ---1-----�- I-- --I-----"r-----h-----I---- ' II I ` 1 1 ,---- n II II I I I I4110 ''(•, 11 II I 1 i 11 I I II 11 ih , II II 1 I 1 1 1 I 1 11 11 M `_________^ 1 I II \ \ --------- - ---- -,� � 1 1 - ; I I I I I1; II L II ` `, `, / �• � ' /•�- - 1 1 11 - II - -I 1 - - 1 , 1 - 1 I 1 11 II ��' - IIII ;11 1 I - 1 1 - , I 1 I I� II; ►I ols �J -1 -1 1 1 tl I i � ____________ - ---------------- LD16-3237 BUILDING AND SAFETY DEPARTMENT 1 1 I 1 /- �- I 1 1 ---- -- -- -- -- -- -- - - -- -- -- -- -- -- Q 1 1 REVIEWED FOR COMPLIANCE WITH TITLE 24 -( �1 DISABLED ACCESS AND ACCESSIBILITY ONLY . APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 �pFESSI CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS N0. INIT. DATE DESCRIPTION APP'D DATE HORIZONTAL Q ONq PLANS PREPARED UNDER THE SUPERVISION OF LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �� g, SES ! RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY 4,� �y Si <"y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ti �� °ti R.C.E. No. 5o4st PA15-1572-VAIL RANCH TOWNE CENTER OF 6 CHAINLINK FENCE AROUND WELL SITE 12 E. OF No. 50461 _ - INSPECTOR N AND P.P. 1894599E 5 SOUTHEAST _ _ Z Sessions n$ PM30177 PARCELS 3 & 4 FENCE CORNER # 3 S T VERTICAL * Exp. 6 30 17 * Consulting ACCEPTED BY' _SATE: OF P.P. 11894598E (W/TRANS-FORMER) SET s,, crv�\. ��. HORIZONTAL CONTROL PLAN FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. qlF � IMPEng1neeCS PATRICK A. THOMAS P.E.DATE COMPLETED OF CALIF �?'�i s••••• 231 E. Imperial Hwy, Ste. 201E Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER PHASE 2 sHEET 6 of 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kery0sessionsconsulting.com R.C.E. NO. 44223 09/27/2018 . . I . ''I..........I' , '''',' ', . ''I'll,.........,'. � . . - 11 I I . I . __------ r7l' Pe o . -- - -- -- -- -- - -- E TAIL _-L , 1 I i f=� I -- -- -- -- . � 1095 . .IC..� SHEET 2 1 GRADING 1 (94.50T_ (94.50TG) * I ( i I . ❑ J01 CUMITS 1 91.201NV 90.701N!�g © I I , I _ 1 12" PVC SD- I 1 ,:96.79TC 1 9 .64FS 5 1 I I 4 `,:� 9 .19TC _ I ( ( ) - `r' U J I I 93. 9F 1 6 L _ o 1 o t N I 1 . ..-- [ • I cD G CONCRETE:` 1 94.50 EXISTIN , Q, ::t:. l '9 1 v 5.6 1'C.. .� 1 V 1 I 1 .'T REM AIN TYP C 0 .ti, ( :9 :11FS 5 y. I 1 5. 3TC. 1 - >95. 6F �,. 2 . '�' .1.''i. 95 3FS. t �. - ..• i ':v ..- . .. _ '.ti:. _..' .: .-� � •�1+rt;..f__tir_i .•e Y _1++-yr- ?w-_-1- ��' -' i _ 97.17:=<�.�: �: _ . :.;' .. . I 1 ;. `94. 7T �- C I `3 I 1 1T 94.10T -95. G �'` �95 3TC - - 95. 8^4 5 .5 ���94 9 T'C•' - 0 94.47 FL. .v� l 1 x sz�.8 9 01 93 0 :4% % 5."�- .6 FL �:..:•... 9 .OS 95 3FL :•t: _ .3,85FL :94.40FL o� yr :.6 .�,;'' .95.44TC',., . .5 - - 1 i �o ao �o r - - -, ::94. S -1:- I I . . : ;'SAWCUT::<': 4F .. i :ti:. Al�l ;'.: _ �. : ', �:::, I ;j u N _ , ��' _ x I::•94.� 8TC'.••::_` .. ��GRADING^�� � .►- . A _ _ SEE ETAIL ':.' `'�.. `= I 95.31 T •I In - - - - I I i inch = 20 ri" 4.02TC,' :94.40TC 9 i :LIMITS. N `g 96.981 .r .. .. 1 1[i . in 94.81 F, ��, 93.5 S'�. 93.90FS t-- �, L-- - � � '�� A , HEET2 I I I I t:: Nt �°�' as TC 1 1 . - ri .r 3 tt` . I �.:..'... s:. '. o,l TRANSFORMER I':,::' b I = ;'1 /:'' 1:-::.::... 4. TC �- 95.15TC �. ..'. 95.10FS . I - 9 87 94.76TC �' I r I I I 94.37FS 94. 6FS 94.65FS 0 CF . I Z �-,.7 d 4 a I I .70TC 5 9 4.71 M O• 94.84TC [ ::.�� a I t I .7% . o�'' '1~n l�1'S! 94.34FS 4.20FS 95.tOFS 1 t. - . =� �I _ _ _ Tc I r I CONSTRUCTION NOTES I c2 NLa- U cn 1 �94.69 .:9 .98- I �(. ) I 6 - r 9'' -,- DSTC:� . In 95.68TC .: .';:. S 1 CONSTRUCT 7 PCC COMPACTED NATIVE SOIL, . 9327FS).� ::�G' � � I � {93::.55FS): I 1 - `- C?: -3:' :;: o a 95.18FS.... `.. `n Og3, I - I ( I O / el• 1� S. : ,a M I I REINFORCED WITH 1 ® 16r O.C. EA. WAY GRACING:'''.. _ I o, ro .:';. `%. a>.* 1 :': ' LIMITS';:. -3;. ;..I 1 PHASE 2 ,� ' 5... 2 CONSTRUCT PERMEABLE PAVERS WITH UNDERDRAIN PER DETAIL, SHEET 1 ::t:: el• �' :.t I I t O 'o �. a FS I 1 SAWCU7: '` ' S :-a 1 s I ' �' -O'. _ :1 �n :`.1 6.77I I I I 3 CONSTRUCT CURB TO MATCH EXISTING PAVEMENT PER DETAIL, SHEET 1 uNE EXISTING MASS-GRADED 9 s {�-' _ , '.: Z. :I 1 O I:.:. I I 94. TC 50 �, 1 1 .:.....I., -, , ., , ! ---.%':1 ..;- -' :-.*.:....:. . WCU 1 :•I I �'SA PAD TO REMAIN D RIN U G I 4 ON C STRUCT CURB OPENIN DETAI SHEET 1 FS I 4. T G PER ;��;a 5 •I - •.UNE TYP 1 ( ) O ( �.°.: t -T> F;-. �..,.. , /` :: - - - RD PHASE 1 CONSTRUCTION (9o.00lNv) I I t: 1 I -"*' - - , k , 1 5 CONSTRUCT T CONS UCT RECTANGULAR RAIN PER DETAIL. SHEET 1 :� ,g LARD E E ! I ,U I �I I .: 1 ): 0 0 f'''r .''.M IDS. .i I :4: 'V. ^N ..: :`:: =:•;..:'::I r:.: ......:.. . ':'�,�t :,.SUBDRAIN, I r r (9A:19F')''-' a3,1f1F )::, ?°; �,,�, 3.73TC .94.06TC ;:��, c ch I I I 1 6 CONSTRUCT 4 THICK PCC SIDEWALK REINFORCED WITH 6 X6 I 1•''.;.=:;:::4,- I .SHEET s_ I O 10X10 wwF CHAIRED TO CENTER OF SLAB 93.23FS =93.56FS :v, o '�t :I I I - �.J r:' I _ 6ile .` 'a 96.581 - - 0 11 TC I `94:20T'J _.,:I:,`,'`:.a- I 1 7 CONSTRUCT CONCRETE SWALE PER DETAIL, SHEET 1 :. ;.j �. 11 - .I 1 1 O •".� Y I i ... - . :w / 3.84TC-93.96T 93.7QF li. Q 1 I I ,�' 9 e <<,:: v o 1 3. 93.3 S 1 4F 93.46FS: i :.i 5 :.: .,... : .. . ._: ' 109 i �a'. / i:. i i j 1 ire I $. .46F �:►. XI TIN E S G CONCRETE T REMAIN ,g3• ). t.: 0 EM f •I - - I �,. - - I • -i ---+ I c . �Iy� - - - .l I I . �'- 1'' ..Y' t �f 93. SEE DETAIL :93.6$� t T 9�59TC:�• - •3 h 3 `f .7 v I I 93:2 TC-. '.y .' :' 7;_. ^93.94TC,--�:::'- .. .. SEE SHEET 2 FOR CROSS-SECTIONS 93.18FS 93.14E -/ ..,: B SHEET 2 'i. 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I , It I I APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpFESSI CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS NO. INIT. DATE DESCRIPTION APP'D DATE HORIZONTAL Q ONq PLANS PREPARED UNDER THE SUPERVISION OF KB REVISE GRADES A ARWASH TUNNEL ENTRANCE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �� y g• SESs ! RECOMMENDED BY: DATE: . CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY 4,� ♦ <n DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. " �� a R.C.E. No. 5o4st PA15-1572-VAIL RANCH TOWNE CENTER OF s' CHAINLINK FENCE AROUND WELL SITE 12' E. of Y No. 50461 N Sessions O ns _ PM30177-PARCELS 3 & 4 . INSPECTOR FENCE CORNER AND P.P. #1894599E. 35 SOUTHEAST VERTICAL _ Exp. 6-30-17 * - OF P.P. #1894598E (W/TRANS-FORMER) SET �, _ Consulting n S U I t I n g ACCEPTED BY: DATE: 0 . FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. 191E CM1r ���� � Engineers PATRICK A. THOMAS P.E. ;::::.::._. : PRECISE GRADING PLAN DATE COMPLETED OF CALIF ''�i 231 E. Imperial Hwy, Ste. 201B Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER PHASE 1 SHEET 7 OF 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 I I . . . . . . . I . I . . 09/27/2018 I . I . . . . I . . . . . . . . . . . . . I . I . - -- - - - - - - . . t - . _ -- � r 1 _ _ E , / �. _ _ r . . I . I . , I ft " .I -- . . . . I . . I . - . I .1----. --.I . - (9.. . I__::__ 1 `` 5 % 1 I1II - - 1 - ______-__ll ..,.Z.. 1.�;.-I -.V'1�!".I:,I"�*-..j--;.-.'. :,--. �-, :"--.---".- --�.-', ,.- .-.. ,�%I-0... . ,,-- -..",* .,".-:, - I.1V...I-..'-.-..-'-:..,-:..,�-*-;..1...-,1_..,":*.,..- .'...:--.*,-,-..-- .-.:*.-;-.!-.-,-"..v.-.-,,1..-.-.�-:..,,-,".*.-. ..-..-,.. �:.`-...:�,:.,- ,,.-..-."--. *I.- I : �.:.,',.,., ,.- .,-.-:.-.'...-:---.t-..%.'.:-" .--..."--.i'I.".�-,,..-:..� ".,- . --...:--.-I�.,�.-�:-,:.-..-' :.-,,-.-...--.--. -.- ..-. 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NO. 50461 PA15-1572-VAIL RANCH TOWNE CENTER S No. 50461 r Sessions PM30177-PARCELS 3 & 4 VERTICAL * Exp.6-30-17 � - C Consulting s u l t i n g ACCEPTED BY: DATE �f,; � �- ��� Engineers PATRICKA.THOMASP.E. �.:.:::::.::..:.. PRECISE GRADING PLAN F�F CA�iEDIRECTOR OF PUBLIC WORKS/CITY ENGINEER i 231 E. Imperial Hwy, Ste. 201E Fullerton, CA 92835 PHASE 2 SHEET $ OF 11 (714) 213-8854 Email: kery0sessionsconsulting.com R.C.E. NO. 44223 018 '-.1. LJ .,.:.EIE-%--. 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I . 23 89 INSTALL 8'X12' INV 28 EXTEND 3' ROOF DRAIN THROUGH CURB FACE LD1 6-3237 /N!? 8 ECCENTRIC 20 %'.� /H REDUCER 29 CONSTRUCT s' THICK GRAVEL PAD WITH 1' To 1-1/2' AGGREGATES BUILDING AND SAFETY DE PARTM E N T 20 A O CONSTRUCT 5- WIDE NDS 1864 CHANNEL DRAIN W/NDS #823 HEAVY DUTY REVIEWED FOR COMPLIANCE WITH TITLE 24 - 27 CALTRANS INLET DETAIL CAST IRON CHANNEL GRATE AND 4' PVC OUTLET.THROUGH CURB AND CONNECTION DISABLED ACCESS AND ACCESSIBILITY ONLY MWS CONNECTION DETAIL NOT TO SCALE . NOT TO SCALE . APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY N . INIT. DATE DESCRIPTION APP'D DATE RIVERSIDE COUNTY BENCHMARK: T-5-81 HORIZONTAL QRpfESSIp9 PLANS PREPARED UNDER THE SUPERVISION OF CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE S RECOMMENDED BY: DATE: KBS REVISE GRADES AT CARWASH TUNNEL ENTRANCE 8• ES CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE qTY 4�- �y si <y DATE- . OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ,�� °?� z R.C.E. No. 5o4st PA15-1572-VAIL RANCH TOWNE CENTER OF 6' CHAINLINK FENCE AROUND WELL SITE 12' E. OF c No. 50461 �, Sessions PM30177-PARCELS 3 &4 INSPECTOR FENCE CORNER AND P.P. 11894599E. 35 SOUTHEAST VERTICAL * Exp. 6-30-17 * . OF P.P. 11894598E (W/TRANS-FORMER) SET P tiQ' - _ _ C 0 n$u t n g ACCEPTED BY: DATE: - . FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. 9re cM- �� E n g i n ee 1"S PATRICK A. THOMAS P.E. �,::::ate:;::: D RAI NAG E P LAN DATE COMPLETED 4F CAl.1F� . 231 E. Imperial Hwy, Ste. 2016 Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER • . ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry0sessionsconsulting.com R.C.E. NO. 44223 SHEET 9 OF 11 . 09/27/2018 - -. - . - - 0 10 20 40 1 inch - 20 ft. EROSION AND SEDIMENT CONTROL NOTES 10 CONSTRUCT GRAVEL. BAGS PER DETAIL, SE-6 GCONSTRUCT STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASQA BMP FACT SHEET TC-1 12 INSTALL SILT FENCE, SE-1 1W TED STEEL PANELS WIDTH SHALL BE 10' MIN OR AS REQUIRED TO ACCOMMODATE > ANTICIPATED TRAFFIC, WHICHEVER IS GREATER. —20• R MIN 50' MIN. OR 4 TIMES THE CIRCUMFERENCE OF THE LARGEST CONSTRUC110N VEHICLE T1RE, WHICHEVER IS GREATER. PLAN GRADE AN 3" BUT SMALLER THAN 60 OF 120 MIN. UNLESS OTHERiMSE SPECIFIED BY A SOILS ENGINEER SECTION 11 CONSTRUCTION ENTRANCE DETAIL NOT TO SCALE LEGEND �0000 TC-1 STABILIZED CONSTRUCTION EXIT OOOQ SE-6 GRAVEL BERM SE-1 SILT FENCE EXISTING CONCRETE TO REMAIN BMPs ARE TO BE INSTALLED PER FACT SHEETS FROM THE CASQA BMP HANDBOOK OR CALTRANS EQUIVALENT LD16-3237 BUILDING AND SAFETY DEPARTMENT REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY ►► ► APPROVED BY' NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY =DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpFESSIp PLANS PREPARED UNDER THE SUPERVISION OF CITY, OF TEMECULA DEPARTMENT OF PUBLIC WORKS N0. INIT. ATE DESCRIPTION APP'D DATE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE HORIZONTAL � Q S N9� RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY c"�k' Qy 10.Essi <"y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. C-1 R.C.E. NO. 50461 PA15-1572-VAIL RANCH TOWNE CENTER OF 6' CHAINLINK FENCE AROUND WELL SITE 12' E. OF No. 50461.`� ,� ��- Sessions O nS PM30177-PARCELS 3 & 4 , INSPECTOR FENCE CORNER AND P.P. 11894599E 35 SOUTHEAST VERTICAL * Exp. 6-30-17 * �' o n s u l t i n g ACCEPTED BY: DATE:OF P.P. #1894598E g - EROSION SEDIMENT FIBERGLASS WITNESS POST 1' E R) SETNORTH OF MONUMENT. 9T cM�- ����' y Engineers PATRICK A. THOMAS P.E. & CONTROL PLAN DATE COMPLETED OF �1E CA 231 E Imperial Hwy, Ste. 201B Fullerton, CA 92835 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER PHASE 1 SHEET-10—OF 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 09/27/2018 i — 1 1 r . .............. 12 I 1 I • I'I' , - - - � � , \\, its ,\ _ o PATIO O .d—ors 1 :�L - `�, 1 1 I I 1 1M co n -. 1 0 10 20 40 c° �` — — O — — --*-�l 2D I I II --------_---_-----w=�—Y'—_-----'�� 1 11101 1 inch 20 it 100, 11AIN 0 IDG loollI I I I : (`= 4 It EROSION AND SEDIMENT CONTROL NOTES S LT CONSTRUCT GRAVEL BAGS PER DETAIL, SE-6 ' I , ` r0 I I 11 CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE XIT ,-1 PER CASQA BMP FACT SHEET TC 1 Z - / --------_---- � 1 D 12 INSTALL SILT FENCE, SE-1 it it . . 0946 12 1 - - - - - - - - - - - `, i O CORRUGATED STEEL PANELS \ I = \, I I 11 MATCH EXISTING GRADE 12 1 � I I t � WIDTH SHALL BE 10' 1— T — — a.■ ,\ I j ( j MIN OR AS REQUIRED 8 g TO ACCOMMODATE — — — — — — 1 C. 1 1 � ANTICIPATED\ t 11 1 a WHICHEVER ISM I, AFFl r 11 \ `�+ _ - 11 ; , 1 , Z .GREATER. man ` + 25 MIN. 20' R MIN ----- -- -- -- -- -- -- - — ---- — '----- - -- 50 MIN. All OR 4 TIMES THE CIRCUMFERENCE OF THE \ It O I ' I 1 LARGEST CONSTRUCTION VEHICLE TIRE. ------------- _ •,--------------- ,� A----------------_ -' `-- I ' t r, 1 1 I t I I WHICHEVER IS G REAT ER.000000 OOOOOO0000 0000000000 \ 0000000000 L--- PATIO ___________ ________ PLAN 0000000 tir'dw• 00000000000 \ 1 I t I I 11' q 1 C00000 00 11 1 11000000000 II 1 11 ( 00000000000 0000000000 1 0000000000 o000000000 1 I 1 a - - - - - i 0000000000 00000000( t 1 I I CORRUGATED STEEL PANELS 1 o 0 0 0 0 0 0 0 0 0 , 12 , I , IGINAL GRADE CRUSHED AGGREGETE GREATER r I 0000000000 ,OOOOOO0000 I I , THAN 3' BUT SMALLER THAN 6' 1 1 , , 1 n / 00000000000 1 1 II 1 I ® °o000 °Oo 0 0 0 0 0 o°o°O 1 ; I 11 ; ���\\ j,• ;I I \ 0000000000 1 1 I 1 I1 1 /\/\ /\`\- L— 2 0000000000 FlLTER FABRIC o000000000 1 • I ,_{_-_____= o 0 0 0 0 0 0 0 0 o I I I 1 12 MIN. UNLESS OTHERWISE Q93_, ; — 1(-r- ------ oo I I I SPECIFIED BY A SOILS 1' �. t 1 I t i I I i ENGINEER 1 a 11 .. --- n ' ---- -- - t------------------ - r/ 11 y 1 _____ _____________________ } \ I 1 ---------------- ---------------- a �/ ' 'L---------- ' z I ; 10 / 1 I Ir I Ir i ��--------------------, .,-------------------,, 1 __ 'I - SECTION ------------------ ------------------ r ------------------- ---- CONSTRUCTION ENTRANCE DETAIL NOT TO SCALE 12 LEGEND /' a 10 1 1 < > �< __-__-__-__ ?, ------------ ----------------------- I , „ _ I I ' ,\` -� 11 109,5 — ���' I j 000000 TC-1 STABILIZED CONSTRUCTION EXIT _ - dOIS ` 1 1 1 \t 1 _ \ p / � � I SE-6 GRAVEL BERM It SE-1 SILT FENCE 410, __ y/� - . % I I ` I ' i 11 \ -'- BMPs ARE TO BE INSTALLED PER FACT (^j95- 1� 1 SHEETS FROM THE CASQA BMP HANDBOOK OR II ,I II '11 11' 11 I 11 ,1 / i / i — �.. -1v 1 I I 1 CALTRANS EQUIVALENT ----------- - u u ap _ - -- LD16-3237 ' . — --- 1 1 I I I 1 BUILDING AND SAFETY DEPARTMENT a REVIEWED FOR COMPLIANCE WITH TITLE 24 - - - - - - ; I I ' , DISABLED ACCESS AND ACCESSIBILITY ONLY - - - - - - --— - --� — __------ - --------——----- 09� 1 1 1 - - - - - - - - - -- - - - - - - - - - - - - - - - APPROVED BY'- NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY I DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 QRpFESSIp PLANS PREPARED UNDER THE SUPERVISION OF CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS N INIT. DATE DESCRIPTION APP'D DATE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE HORIZONTAL �� 8. SES q! RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY ��- Qy si <^y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. R.C.E. NO. 50461 PA15-1572 VAIL RANCH TOWNE CENTER OF 6' CHAINLINK FENCE AROUND WELL SITE 12' E. OF W Na 50461 r^ Sessions PM30177-PARCELS 3 & 4 INSPECTOR FENCE CORNER AND P.P. #1894599E. 35' SOUTHEAST VERTICAL * Exp. 6-30-17 , Consulting ACCEPTED BY. DATE: - . � EROSION & SEDIMENT CONTROL P LA N OF P.P. 1894598E (W/TRANS-FORMER) SET �+ Q, - FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. �l CMS ��~ E n g 1 n e e rs PATRICK A. THOMAS P.E. DATE COMPLETED - F-wr ALL.% DIRECTOR OF PUBLIC WORKS/CITY ENGINEER �•� PHASE 2 231 E. Imperial Hwy, Ste. 2016 Fullerton, CA 92835 SHEET 11 pF 11 ELEVATION = 1147.777 FT (714) 213-8854 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 09/27/2018 6. - _ CITYOFTEMECULA 1/2" RAD. (TV) 6" CURB PER 6" CURB PER VAIL RANCH TOWNE CENTER RETAIL SHEETINDEX QK '° DETAIL HEREON DETAIL HEREON 1 TITLE SHEET c� ����,P► BATTER 3:12 0 PAVEMENT " CURB PER 43975 MAHLON VAIL ROAD 2 DETAILS do SECTIONS `oJ+ SURFACE DETAIL HEREON 3 STRIPING AND ADA DETAILS SITE 9� TEMECULA, CA 4 HORIZONTAL CONTROL PLAN 5 PRECISE GRADING PLAN 15 o 6 EROSION AND SEDIMENT CONTROL PLAN S� MAHLON VAIL RD. ce ISE G DING PLAN \ �i// / / / / / . . COMPACTED ` . \�\j�\\ \\ \\�\\��` 6 18 6 79 SUBGRADE ARCHAEOLOGICAUCULTURAL RESOURCES GRADING NOTE: 9 10� 61' PCC CURB CURB OPENING DETAIL O O IF AT ANY TIME DURING EXCAVATION/CONSTRUCTION OF THE SITE, ARCHAEOLOGICAL/CULTURAL RESOURCES, OR ANY NOT TO SCALE NOT TO SCALE ARTIFACTS OR OTHER OBJECTS WHICH REASONABLY APPEARS TO BE EVIDENCE OF CULTURAL OR ARCHAEOLOGICAL, RESOURCE ARE DISCOVERED, THE PROPERTY OWNER SHALL IMMEDIATELY ADVISE THE CITY OF SUCH AND THE CITY SHALL CAUSE ALL FURTHER EXCAVATION OR OTHER DISTURBANCE OF THE AFFECTED AREA TO IMMEDIATELY CEASE 7.5" THE DIRECTOR OF COMMUNITY DEVELOPMENT AT HIS/HER SOLE DISCRETION MAY REQUIRE THE PROPERTY OWNER TO 6" DEPOSIT A SUM OF MONEY IT DEEMS REASONABLY NECESSARY TO ALLOW THE CITY TO CONSULT AND/OR AUTHORIZE TC ELEV AN INDEPENDENT, FULLY QUALIFIED SPECIALIST TO INSPECT THE SITE AT NO COST TO THE CITY, IN ORDER TO ASSESS VICINITY MAP PER PLAN THE SIGNIFICANCE OF THE FIND. UPON DETERMINING THAT THE DISCOVERY IS NOT AN ARCHAEOLOGICAL/ CULTURAL CONSTRUCTION NOTES AND QUANTITIES QUANTITY M 1/2" RAD. (TYP) RESOURCE, THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY OWNER OF SUCH DETERMINATION MATCH CdcG CROSSFALL AND SHALL AUTHORIZE THE RESUMPTION OF WORK. UPON DETERMINING THAT THE DISCOVERY IS AN NOT TO SCALE AS APPLICABLE BATTER 3:12 PAVEMENT O CONSTRUCT 7" PCC/COMPACTED NATIVE SOIL, 23,220 SF � ARCHAEOLOGICAL/CULTURAL RESOURCE THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY 6" 18• 6" ,\ SURFACE REINFORCED WITH 14 a 16" O.C. EA. WAY / // _ OWNER THAT NO FURTHER EXCAVATION OR DEVELOPMENT MAY TAKE PLACE UNTIL A MITIGATION PLAN OR OTHER r ---{ ,�\ \\ :r. CORRECTIVE MEASURES HAVE BEEN APPROVED BY THE DIRECTOR OF COMMUNITY DEVELOPMENT. LEGEND BATTER 3:12 I!I \\ \ ' 2 CONSTRUCT 6 PCC CURB PER DETAIL, HEREON 1,670 LF ce O PROPOSED GRADE 225.00 TREE COMPACTED - j\\�/ %j�/jLEVEL /j�/j O3 CONSTRUCT CURB OPENING PER DETAIL, HEREON 1 EA EXISTING GRADE (225.00) EDGE OF PAVEMENT EARTH (TYP) i ", ::- , : ::. _ r ' . it}:• /`#4 REBAR ��,//�\�/\y/\\//\ \\ 8 CULTURAL RESOURCES TREATMENT AGREEMENT: FIRE HYDRANT FENCE -x—x- �// :.'.; / CONTIN. (TYP) `\��\�\\� /\\ \ \ \ �` O4 CONSTRUCT RECTANGULAR DRAIN PER DETAIL, HEREON 5 LF . (EXISTING) WALL (BLOCK/GONG) COMPACTED \\��� THE DEVELOPER IS REQUIRED TO ENTER INTO A CULTURAL RESOURCES TREATMENT AGREEMENT WITH THE " " (PROPOSED) ® CONCRETE 0 FLOW LINE SUBGRADE O5 CONSTRUCT 4 THICK PCC SIDEWALK REINFORCED WITH 6 X6 4,740 SF GRATE INLET PECHANGA TRIBE THIS AGREEMENT WILL ADDRESS THE TREATMENT AND DISPOSITION OF CULTURAL RESOURCES AND 1 OX10 WWF CHAIRED TO CENTER OF SLAB WATER METER o WM BOUNDARY HUMAN REMAINS THAT MAY BE IMPACTED AS A RESULT OF THE DEVELOPMENT OF THE PROJECT, AS WELL AS WATER VALVE O RECTANGULAR DRAIN DETAIL 0" PCC CURB PROVISIONS FOR TRIBAL MONITORS. O6 CONSTRUCT BIO-RETENTION BASIN PER DETAIL, SHEET 2 1,960 SF NOT TO SCALE NOT TO SCALE ABBREVIATIONS O7 CONSTRUCT 12" WIDE NDS SHALLOW PROFILE CHANNEL DRAIN 6 LF DISCOVERY OF CULTURAL RESOURCES: (PART NO. 840) OR EQUAL PER DETAIL., HEREON AB AGGREGATE BASE PCC PORTLAND CEMENT CONCRETE AC ASPHALT CONCRETE PIV POST INDICATOR VALVE O8 CONSTRUCT 6" CLEANOUT PER DETAIL, HEREON 4 EA ACP ASBESTOS-CEMENT PIPE PP POWER POLE GRATE SHOULD BE RECCESSED AT LEAST 1 8" IF CULTURAL RESOURCES ARE DISCOVERED DURING THE PROJECT CONSTRUCTION (INADVERTENT DISCOVERIES), ALL C CUT PROP. PROPOSED TG ELEV. / WORK IN THE AREA OF THE FIND SHALL CEASE, AND A QUALIFIED ARCHAEOLOGIST AND REPRESENTATIVES OF THE O CONNECT TO EXISTING STORM DRAIN UNE 1 EA CB CATCH BASIN It PROPERTY LINE PER PLAN NDS PEDESTRIAN TRAFFIC CHANNEL GRATE, PECHANGA TRIBE SHALL BE RETAINED BY THE PROJECT SPONSOR TO INVESTIGATE THE FIND, AND MAKE q CENTERLINE PVC POLYVINYL CHLORIDE PIPE (PART NO. 836). OR EQUAL RECOMMENDATIONS AS TO TREATMENT AND MITIGATION. 10 CONSTRUCT CALTRANS D73 TYPE G-1 INLET 1 EA CONC CONCRETE R/W RIGHT-OF-WAY EXPANSION " " EXPANSION - DIP DUCTILE IRON PIPE S SEWER JOINT 4 4 JOINT 11 CONSTRUCT 6" THICK GRAVEL PAD 7 SF DWY DRIVEWAY SCO SEWER CLEANOUT ___________ ___________ TRIBAL MONITORING OF CULTURAL RESOURCES: EXPANDABLE PLASTIC E ELECTRIC SD STORM DRAIN t EP PLUG FINISH FINISH TRIBAL MONITORS FROM THE PECHANGA TRIBE SHALL BE ALLOWED TO MONITOR ALL GRADING, EXCAVATION AND STRIPING NOTES EX. EXISTING S�MHH STORM DRAIN EDGE OF ENT :..'-",CONCRETE.'.'.'. CLEANOUT PIPE SIZE TO GROUNDBREAKING ACTIVITIES, INCLUDING ALL ARCHAEOLOGICAL SURVEYS, TESTING, AND STUDIES, TO BE COMPENSATED F FILL SIDEWALK .. _ .,. .. .ETE.. .'" MATCH MAIN LINE SIZE BY THE DEVELOPER. S/W 30 APPLY DUAL 4" WIDE PARKING STRIPING PER DETAIL, SHEET 4. 560 LF FF FINISH FLOOR T TELEPHONE L° O COLOR PER CITY OF TEMECULA STANDARDS FG FINISH GROUND TC TOP OF CURB NDS 8" PRO SERIES _`. d .l, FH FIRE HYDRANT TF TOP OF FOOTING SHALLOW PROFILE RELINQUISHMENT OF CULTURAL RESOURCES: 31 APPLY STRIPING PER CITY OF TEMECULA STANDARDS 3 EA FL FLOW LINE TG TOP OF GRATE CHANNEL DRAIN, :. .. a; • : FS FINISH SURFACE TRW TOP OF RETAINING WALL ( ) . : PIPE SIZE PER PLAN - 32 APPLY DIRECTIONAL ARROW PER TEMECULA STANDARDS G GAS TW TOP OF WALL PART N0. 830 , • :• *a, a THE LANDOWNER AGREES TO RELINQUISH OWNERSHIP OF ALL CULTURAL RESOURCES, INCLUDING ALL ARCHAEOLOGICAL GB GRADE BREAK VCP VITRIFIED CLAY PIPE OR EQUAL ARTIFACTS THAT ARE FOUND ON THE PROJECT AREA, TO THE PECHANGA TRIBE FOR PROPER TREATMENT AND 33 APPLY DIAGONAL PATH OF TRAVEL STRIPING PER CITY OF TEMECULA 1,005 SF HP HIGH POINT W WATER ,SLURRY C NCRETE FLOW WATER METER . a Q �_ DISPOSITION. ADA REQUIREMENTS INV INVERT ELEVATION WM IRR IRRIGATION WV WATER VALVE INV. ELEV. G APPLY INTERNATIONAL SYMBOL OF ACCESSIBILITY PER DETAIL, SHEET 4. 3 EA PER PLAN PRESERVATION OF SACRED SITES: CITY OF TEMECULA ADA REQUIREMENTS O7 CHANNEL DRAIN 8 CLEANOUT EARTHWORK QUANTITIES NOT TO SCALE NOT TO SCALE ALL SACRED SITES ARE TO BE AVOIDED AND PRESERVED. EROSION & SEDIMENT CONTROL NOTES & QUANTITIES CUT 530 CY O CONSTRUCT GRAVEL BAGS PER DETAIL, SE-8 170 EA FILL 980 CY IMPORT 450 CY MSHCP PRE-CONSTRUCTION SURVEY: 41 CONSTRUCT STABIUZED CONSTRUCTION ENTRANCE/EXIT 1 EA PER CASQA BMP FACT SHEET TC-1 A 30-DAY PRECONSTRUCTION SURVEY, IN ACCORDANCE WITH MSHCP GUIDELINES AND SURVEY PROTOCOL, SHALL BE SITE AREA CONDUCTED PRIOR TO GROUND DISTURBANCE. THE RESULTS OF THE 30-DAY PRECONSTRUCTION SURVEY SHALL BE 42 INSTALL SILT FENCE, SE-1 830 LF SUBMITTED TO THE PLANNING DIVISION PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PUBLIC WORKS. GROSS AREA 0.79 AC DISTURBED AREA 0.79 AC NET (USABLE) AREA 0.79 AC BURROWING OWL GRADING NOTE: _ NPDES NOTES NO GRUBBING/CLEARING OF THE SITE SHALL OCCUR PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PUBUC - WORKS. ALL PROJECT SITES CONTAINING SUITABLE HABITAT FOR BURROWING OWLS, WHETHER OWLS WERE FOUND OR WDID NO. 9 33C380450 NOT, REQUIRE A 30-DAY PRECONSTRUCTION SURVEY THAT SHALL BE CONDUCTED WITHIN 30 DAYS PRIOR TO GROUND DISTURBANCE TO AVOID DIRECT TAKE OF BURROWING OWLS. IF THE RESULTS OF THE SURVEY INDICATE THAT NO RISK LEVEL—Z BURROWING OWLS ARE PRESENT ON-SITE, THEN THE PROJECT MAY MOVE FORWARD WITH GRADING, UPON PLANNING DIVISION APPROVAL IF BURROWING OWLS ARE FOUND TO BE PRESENT OR NESTING ON-SITE DURING THE QSD CONTACT: PRECONSTRUCTION SURVEY, THEN THE FOLLOWING RECOMMENDATIONS MUST BE ADHERED TO: EXCLUSION AND CAL-STORM COMPLIANCE RELOCATION ACTIVITIES MAY NOT OCCUR DURING THE BREEDING SEASON, WHICH IS DEFINED AS MARCH 1 THROUGH AUGUST 31, WITH THE FOLLOWING EXCEPTION: FROM MARCH 1 THROUGH MARCH 15 AND FROM AUGUST 1 THROUGH 28N62 OSO PARKWAY, D-508 LEGAL DESCRIPTION AUGUST 31 EXCLUSION AND RELOCATION ACTIVITIES MAY TAKE PLACE IF IT IS PROVEN TO THE CITY AND APPROPRIATE RANCHO -SANTA5530 MARGARITA, CA 92688 REGULATORY AGENCIES (IF ANY) THAT EGG LAYING OR CHICK REARING IS NOT TAKING PLACE. THIS DETERMINATION ATTN: EN KRI DIGALERT THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA ATTN: KEN KRISTOFFERSON AND IS DESCRIBED AS FOLLOWS: MUST BE MADE BY A QUAUFIED BIOLOGIST. . • QSP CONTACT: KEN KRISTOFFERSON Call: TOLL FREE PARCEL-A:- OWN ER/DEVELOPER/APPLICANT SITE ADDRESS LRP CONTACT: PARCEL A OF THE NOTICE OF LOT LINE ADJUSTMENT, RECORDED FEBRUARY 23, 2017 AS INSTRUMENT NUMBER HANSHAW DEVELOPMENT COMPANY 1 1 2017-0076773 OF OFFICIAL RECORDS HANSHAW DEVELOPMENT COMPANY 43995 MAHLON VAIL RD. TEMECULA CA, 92592 17595 HARVARD, STE. #C541 17595 HARVARD SUITE 10541 IRVINE, CA 92614 PARCEL B: IRVINE, CA 92614 ASSESSORS PARCEL NO. 626-616-3886 TWO WORKING DAYS BEFORE YOU DIG ATTN: HENRY LEE • HENRYATTN• LEE PARCEL B OF THE NOTICE OF LOT LINE ADJUSTMENT, RECORDED FEBRUARY 23, 2017 AS INSTRUMENT NUMBER 2017-0076773 PHONE: (626) 616-3886 APN: 960-020-077-9 SECTION 4216/4217 OF THE GOVERNMENT CODE OF OFFICIAL RECORDS L D REQUIRES A DIG ALERT IDENTIFICATION NUMBER SOILS ENGINEER TOPOGRAPHIC SURVEY INFORMATION BE ISSUED BEFORE A "PERMIT G EXCAVATE" THE TOPOGRAPHIC SURVEY INFORMATION FOR THIS PROJECT BUILDING AND SAFETY DEPARTMENT WILL BE VALID. . FOR YOUR DIG ALERT I.D. EARTH SYSTEMS SOUTHWEST NUMBER CONTACT UNDERGROUND SERVICE ALERT THE PROPERTY OWNER/ENGINEER OF RECORD/CONTRACTOR SHALL ADHERE TO THE CITY OF WAS PERFORMED BY RICK ENGINEERING ON OCTOBER 13, TOLL FREE 8-1-1 TEMECULA'S STANDARD NOTES AS SPECIFIED IN APPENDICES D E F AND G OF THE CLASSIC PACIFIC BUSINESS PARK 2015 REVIEWED FOR COMPLIANCE WITH TITLE 24 OR ONLINE: . � 1680 IWNOIS AVE. SUITE 20 ENGINEERING & CONSTRUCTION MANUAL (I.E. SECTION 6-2) IN ACCORDANCE TO CHAPTER 18.06 DISABLED ACCESS AND ACCESSIBILITY ONLY http://www.digalert.org PERRIS, CA 92571 TWO WORKING DAYS BEFORE YOU DIG OF THE CONSTRUCTION, GRADING AND ENCROACHMENT' ORDINANCE NO. 13-01. COPIES OF THE PHONE: (951) 928-9799 NOTES SHALL BE AVAILABLE ONSITE AT ALL TIMES DURING THE CONSTRUCTION OF THE PROJECT. FAX: (951) 928-9948 APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY NO. INIT. A DESCRIPTION APP' DATE RIVERSIDE COUNTY BENCHMARK: T-5-81 HORIZONTAL QR�fESSIpN PLANS PREPARED UNDER THE SUPERVISION OF RECOMMEND ATE: CITY OF TEMECULA . DEPARTMENT OF PUBLIC WORKS CONTRACTOR INTERSECTION LOCATED 5.7 MILES OF MAIN ANDAST ON HWY. 79 FROM THE FRONT STREETS IN THE CITY 4,� y 8 SEssi��y DATE- OF BY: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. r ��, z R.C.E. NO. 50461 VAIL RANCH TOWNE CENTER RETAIL OF 6 CHAINUNK FENCE AROUND WELL. SITE 12 E. OF W No. 50461 m Sessions 43995 MAHLON VAIL ROAD INSPECTOR - - FENCE CORNER AND P.P. 11894599E 35 SOUTHEAST VERTICAL * Exp. 6-30-19 OF P.P. 11894598E (W/TRANS-FORMER) SET Consulting ACCEPTED BY: DATE: g , TEMECULA, CA FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. �qlF CNI� ���~ E n g 1 n e e rs PATRICK A. THOMAS P.E. ..:.,ate...;.: DATE COMPLETED �F CALIF . �'o►.s 141 W. Wilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER TITLE SHEET 1 6 ELEVATION = 1147.777 FT (714) 853-1851 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 SHEET OF 06/14/2019 • v ' I 1 - _ 1 96.TC 34, ------------------- --•_ I I I 1 ~. _97. i 97.47 _ ._..._.'._.._. ��_.._ _...�_.._ � '- �'�_ - , '--------- M_..-.._.____ .��w�M fS_. I 7erc-': - - co - - - - - FS 97.59 � 97.59 2% 97.41 t 97.FSJ -c'. rn N1 b II rn �; II ' FS FS-GB -� FS 97.30 97.30 97.61 � 6� 0,6 I �FS FS FS 1 I o °o 97.5 T 7 N 97.20 97.35 97.51 ^ I 1 o 97.0 7 04FS FS-GB IR FS 97 81 97.67 c' 97.31 �r--97.11 1.6% FS FS �� i F- LL 1 ° --� FS 96.77TC 96.52TC GB FS FS �-' 97•39 PROVIDE WEEP HOLES AT BOTTOM A O ' FS s 97.51 97.IS TN o � w � t c ^ rz N 0"CF 96.02FS I i 97.47T 7.47TC �6 OF WALL TO ALLOW FOR DRAINAGE FS ^ N ^ i >K 2% I I 4- 96.13FS ae 8.3% o00o ae �- 96.9j 96�97FS 397 0 0° �, w �,w 90000 7. 1 T 97.4- fff2T FS 97.69 I se 'r N N� 96.47TC ° am 01 96.91 FS 96.92FS FS 97.74 97.74 ,,;fi 1 I N -E- 1 `�'. °O 95.97FS 2% 96.65TC c cn 96-1 . 9/Az 1 97.58TC FS FS � ^ � n i ago 96.92FS 97.08FS st 97.93 ao SLOPE VARIES c• `` " rn I cZj .^ � 1% 1% T t4:1 MAX , 96.15FS o cn TC C 96.58TC rn c,c, c, 96.77 96.87 ^� 97.93 FS rn �. FS FS -97.95 I 96.08FS o 7- I GB FS 97.86 .97.95 - - - - -� I E V 97.80 FS FS FS 1% FS I rn c°� c o c°� ^ o o c°� rn o c� v� M 97.171 �, �; M �, � �, ��► N �► CHARGE N CHARGE 97.86 I � I t I �. II � N CLEANAIR� t t FS TC °°°°° 1 VANPOOL EV� 97.9 ' 00000 000°0 1 00000 F I oo°' °°°°° 95.60TC I I '1 97.76TC 1 95.89TC 96.01 TC 0"q= 95_54 95.54 96.O�S GB 97. I I 95.39FS 95.51 FS ' 97.26FS F I DETAIL "B" 0"� TC FS GB FS-GB 95.5 SCALE 1 - 10 DETAIL "A.. �► SCALE 1' = 10' 95.6 9' K 95.5 T TOP .........� I C 1 f��`f f`f• r� , 94.97TC 95.41 TC 95.09TC 94.44TC �j'93.80TCO 94.59FS 1.1% 94.47FS o»� 94.91 FS ; j, i.,,90,951NV ` 1 t t b ► 1 000 ' ~+ 0000 l t 00000 94.41 TC GB :° , t 00^ w c 0 CF 00 1 TEMECULA ;✓ .� !-- 94.86Tc ff\ 4: 8 ; ; PARKWAY 1; t 0CF 71 f f o > �. I 94.84TC ENGINEERED SOIL MEDIA REQUIREMENTS ! 8 i o 94.34FL PROPOSED PROPOSED `�'^ '-i_ / I c' o 4:1 ' cc 3 fJ POLYETHYLENE ; THE ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85 PERCENT MINERAL �, PCC PAVEMENT CURB 2' MIN BENCH .'" ; rn rn • 1 `'a �i 94.73TC 94.12TC 94.77TC ,' j UNING (1YP) COMPONENT AND 15 PERCENT ORGANIC COMPONENT. BY VOLUME, DRUM MIXED a r o > i N 0.5 w 7% 94.27FL 1 97.02TC PROPOSED i w w = c.> z o� 94.23FL 0 - t 1 , LANDSCAPED SLOPE PRIOR TO PLACEMENT. THE MINERAL COMPONENT SHALL BE A CLASS A ; j c ;n ' w l $ _--___- _-___ -_- --- ----- ,• �� " ; ! 96.52TC I SANDY LOAM TOPSOIL THAT MEETS THE RANGE SPECIFIED IN THE TABLE 1 c'• °'• ' 6 PERF 1 f TOP---* iti { ---_____ �� I 1% MIN '� ; � l PVC PIPE i ar "- - - _.. __ `- --•. �� 95.6FS BELOW. THE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED COMPOST. .- t • - _.---- - -70E _ _ _ _ -----..-_- 10 95.40TC SUCH THAT NITROGEN DOES NOT LEACH FROM THE MEDIA. ~ �, ---- --,--- _ 94.90FL _---- ,f `�- - - - is j 9 RT6 - - - - - - 93.7 - _ -- '��.�r'i f N 00--) ; r • _---- f 9 V ___...._ .94.20TG - d- �- 8 7 � 3 ------- w•r--- 721N BOTTOM OF BASIN T -------"" EXISTING ' ' ---_----- PERCENT RANGE COMPONENT r 6 = ~- - I _----' �' �' ---- 93.8 �- AREA 964-SF _i.. __ --- j" 1 EXISTING SIDEWALK 70 80 SAND ------------------- BOTTOM _;�9.2�dY_- GROUND EXISTING EXISTING CURB 15 - 20 SILT �, 4:1 t 2� \ .-- ,. - ._..•• t OF BASIN .-•••' ;;P ..--- GROUND . do GUTTER 5 - 10 CLAY O AREA = 883 SF 5 �` ; ,- TOP r 1�_6 PERF �. j SECTION "A-A" it POLYETHYLENE t�PVC PIPE � NOT TO SCALE THE TRIP TICKET, OR CERTIFICATE OF COMPLIANCE, SHALL BE MADE AVAILABLE t POLYE 193.90TC0 ►t ENGINEERED IX MEETS IS SPECIFICATION. 1 UNING (TYP) 90.951NV ' C�' . �' o� 3�C : :. " ( 9 5.29 TO THE INSPECTOR TO PROVE THE GI EERED M EE THIS E 94.97TC ` �- --94•�Z °.� ° tk6 956 3F5- 1 i -r. -A GF °a ° 1. 3�1 g51 » c 24" DEEP 94.47FS ,� 8 '(�•'• ° 5 5�C 95• F C r , ' 1 8�. 5 ENGINEERED f% CONSTRUCT 6" THICK 4:1 SIDE SOIL MEDIA _•• •. _ GRAVEL PAD W/10 TO SLOPES t --- - q!o°�•-�. 4:6 5.... : . : 1-1/2" AGGREGATE (�) CALTRANS D73 TYPE G-1 INLET OR EQUAL = � 94.12TC 4�3ZC . OVERFLOW .. MAHLON VAIL .� 94.20 95 OPENING \ t �- :. ROAD �. EXISTING SEWER & �\ \\ r: INSTALL BIO CLEAN DETAILNicol WATER EASEMENT INSTALL 2 LAYERS OF 10 MIL \// : :2':` . ;'._:" s `.6 PERF. GRATE INLET SKIMMER SCALE 1' - 10' SIDEWALK 34' POLYETHYLENE LINING .,. AROUND ENTIRE PERIMETERPVC PIPE::` BOX (GISB) OR EQUAL PROPOSED �� PROPOSED LANDSCAPED OF BASIN (SIDES ONLY) BUILDING �1 ; SLOPE VARIES, 4:1 MAX • °'O FF = 97.97 �� 97.04TC � CONSTRUCTION NOTES 96.54FL \ ; EXISTING , % T------- ------ �\ \\�\ 3"4�GRAVEL ''\\\/ 80 PVC \ 89.34 OUTLET PIPE JOIN EX. 3 CONSTRUCT CURB OPENING PER DETAIL, HEREON GROUND��,_- _ - / O 12" PVC SO L ---- i \\\ 3" LAYER OF \/ INV 5 CONSTRUCT 4" THICK PCC SIDEWALK REINFORCED WITH 6"X6" 1/2 DEEP SWALE EXISTING CURB 3 8" GRAVEL //\ -� 10X10 WWF CHAIRED TO CENTER OF SLAB 2 BEHIND CURB FACE do GUTTER / \ .: 89.30 IN BASIN WIDTH INSTALL 8"X12" VERIFY PRIOR TO O CONSTRUCT BIO-RETENTION BASIN PER DETAIL HEREON SECTION B-B WIDTH/LENGTH PER PLAN ECCENTRIC CONSTRUCTION NOT.TO SCALE REDUCER O7 CONSTRUCT 120 WIDE NDS SHALLOW PROFILE CHANNEL DRAIN (PART NO. 840) OR EQUAL PER DETAIL, HEREON 6 BIORETENTION BASIN DETAIL O CONSTRUCT 6' CLEANOUT PER DETAIL, HEREON NOT TO SCALE O9 CONNECT TO EXISTING STORM DRAIN LINE 10 CONSTRUCT CALTRANS D73 TYPE G-1 INLET 11 CONSTRUCT 6" THICK GRAVEL PAD LD BUILDING AND SAFETY DEPARTMENT REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY. NAME DATE CONSTRUCTION RECORD. REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 �pfESSIO PLANS PREPARED UNDER THE SUPERVISION OF CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS NO. INIT. DATE DESCRIPTION APP'D DATE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE HORIZONTAL Q Nq RECOMMENDED BY: DATE: CONTRACTOR ^�Qy 8. SESsi by DATE: INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY � OF TEMECULA, 41 N. OF CENTERLINE HWY. 79 2.4 S. ,� �, z R.C.E. No. 50461 VAIL RANCH TOWNE CENTER RETAIL OF 6' CHAINUNK FENCE AROUND WELL SITE 12' E. OF W No. 50461 � Sessions 43995 MAHLON VAIL ROAD INSPECTOR FENCE CORNER AND P.P. #1894599E. 35' SOUTHEAST VERTICAL * Exp. 6-30-19 AFM Consulting ACCEPTED BY: DATE: TEMECULA, CA - OF P.P. 1894598E (W/TRANS-FORMER) SET CML 'tiQ' DATE COMPLETED FIBERGLASS WITNESS POST 1 NORTH OF MONUMENT. '9lE►OF 1Eo�� Engineers PATRICK A. THOMAS P.E. DETAILS & SECTION S CA1. 141 W. Wilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER • ELEVATION = 1147.777 FT (714) 853-1851 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 SHEET 2 OF 6 06/14/2019 ------------ 4„ Y" RAID. 4'X4' LANDING TRUNCATED DOME ° TACTILE WARNING-36" °.:° . . - DEEP ON RAMP— SHALL GROOVING DETAIL BE CONTRASTING COLOR SURFACE SLOPES OF PARKING SPACES SHALL TO ADJ. SURFACE Y" GROOVES NOT EXCEED Y4" PER FOOT IN ANY DIRECTION. ® 34" O.C. 10% MAX. SIDE SLOPE 4" WIDE PAINTED BLUE 18" STRIPES (2 COATS) PER CBC 11B-502.3.3 INTERNATIONAL BLUE 9" FEDERAL STANDARD 4" WIDE STRIPED LOADING J15180 BACKGROUND 8 339 EQUAL ' EQUAL ZONE—PAINT COLOR: BLUE Mq INTERNATIONAL SYMBOL " " OF ACCESSIBILITY—REFER PAINT NO PARKING DESIGNATION TO DETAIL 08/--- No AT ACCESSIBLE LOADING ZONE PER 4" BLUE BORDER P KING LU CBC 11B-502.3.3-WHITE AND BLUE 9' 8' MIN. g' PAINT PER CITY STANDARDS - ' MIN. T AT VAN MIN. ' ACCESSIBLE CURB PARKING STALLS 4' WIDE BLUE HANDICAP SYMBOL O30 TYPICAL STRIPING & ACCESSIBLE STALL SACCESSIBILITY SYMBOL ACCESSIBILITY RAMP NOT TO SCALE NOT TO SCALE NOT TO SCALE 12'-OY,6' 1.67 DOMES O.C. TACTILE WARNING TILE SIGN NOT LESS THAN 10 POINTS @ 0.167 MFGR. PERIMETER SIGN SHALL BE INTERNATIONAL NOM. O.C. Y4" DIA. SEALANT-INSTALL PER 17" X 22 WHITE GRAPHICS SBOL 2's I I ATTACHMENT MFGR. REQ. AT SIM. 70 SO. IN.,-1/8" ON DARK BLUE I , ( HOLES COND. ALUM. PLATE PER CBC OF ACCESSIBILITY BACKGROUNDLINE OF EDGE OF 1129B.4 CONC. AT RAMP ACCESSIBLE SIGN NOT LESS THAN ,, � APPLY MFGR. SUPPLIED PARKING 7 X 10"--1 8" STEEL 'S� \' I 1 PERIMETER ANDDHESIVE AT THRU BOTTOM (RECESS END 1 .1PLATE PER CBC 1129B.5 1' �;;�� I CENTER OF TILE PER OF RAMP FOR FLUSH VAN 000o0Q00 01� 0000q 000 ; ; MFGR. REQ. 1.50" 1.67" COND.) NOTE: ACCESSIBLE _i 00000 ! 0 0 0 0�6�0 0 0 I 0 0 0 I _1_ SURFACE APPLIED NOMINAL 9 op " ALL SIGNS SHALL 0 0 0 0 0000 �O a ;�, ,I; TACTILE WARNING TILE UNAUTHORIZED VEHICLES BE REFLECTORIZED ALL LETTERING SHALL BE 000 o0000 o o ; ; 50 45" PARKED IN DESIGNATED $250 MIN. 1" HIGH ON SIGNS o o O O o Q ' ' ' ACCESSIBLE SPACES NOT - o a a MIN. FINE % -0--- - 0 00000 �a � m ' ' MFGR. SUPPLIED COLOR DISPLAYING DISTINGUISHING 00 000 ; ; MATCHED EXPANSION PLACARDS OR SPECIAL LICENSE z 0 0 0 0 0 0 0 0 0 > a _ PLATES ISSUED FOR PERSONS WITH PROVIDE ADDITIONAL o \ , c MFGR�REQRILL HOLE PER _ DISABILITIES WILL BE TOWED SIGN BELOW SYMBOL � - 0000 0000000 a AWAY AT THE OWNER'S EXPENSE. � OF ACCESSIBILITY SIGN ,o 0 0 0 0 0 0 0 o O o 0 0 0 o O O FIELD LEVEL MICRO �� °4 _ > AT VAN ACCESSIBLE o � � 0 0 0 O DIRECTION 0 0 0 O O'ER-TEXTURE-41 I � M TOWED VEHICLES MAY BE RE- a 1 1 2"X 1 1 2" SPACES-SEE SITE o 0 0 0 oOF TRAVEL�o 0 o O O 0 ' ' d N CLAIMED AT b GALV TUBE STEEL PLAN FOR LOCATION 0 0�0 0 0 0 0 0 0 0 o O INOIHTS PER SQ. ° I I 2.50" °O .POSTS-WELD ALL co �z 000 00000 0 JOINTS, CAP ALL 0 O 000 =- -__ ;n SOUND-ON-CANE 000 000 - I a a ( BOSS AROUND PERIMETER AMPLIFYING SYSTEM TYP. ENDS, SHOP PRIME --- --- -- — 000 0 000 -------- n AND CENTER OF TILE _ do FIELD PAINT , O 0 000 000 000 - ----- — o . d v DIA.OTYP OAT 03"x.875" 4 -0 LINE OF EDGE OF CONC. ,,cO O o 00000 o AT RAMP BOTTOM 1.5 /Y7s O.C. OFFSET �' a (RECESS END OF RAMP .063" DIA. FOR FLUSH COND.) YP. . i i i i i i i i TILE ENLARGEMENT TACTILE TILE ENLARGEMENT TACTILE TILE SECTION CONCRETE E— FOOTING —T LJ I ; LJ 3' MIN. IL--- ----- 12' MAX TRUNCATED DOMES 18" DIA. W. NOT TO SCALE SITE ENTRY SIGN ACCESSIBLE PARKING SPOT SIGN ACCESSIBILITY SIGNAGE NOT TO SCALE LD - BUILDING AND SAFETY DEPARTMENT REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY NO. INIT. DATE DESCRIPTION APP'D DATE RIVERSIDE COUNTY BENCHMARK: T-5-81 HORIZONTAL QR�FESSIpN9 PLANS PREPARED UNDER THE SUPERVISION OF CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �� g, Sr, Y RECOMMENDED BY: DATE. CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY c�- Qy Si <y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ,�� °?� z -; R.C.E. NO. 5o4st VAIL RANCH TOWNE CENTER RETAIL OF 6' CIiAINLINK FENCE AROUND WELL SITE 12' E. OF W No. 50461 � Sessions _ 43995 MAH LON VAIL ROAD INSPECTOR FENCE CORNER AND P.P. f1894599E 35' SOUTHEAST VERTICAL * Exp. 6-30-19 OF P.P. #1894598E (W/TRANS-FORMER) SET ,�, Q, _ Consulting ACCEPTED BY: DATE: g TEMECULA, CA FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. �'9lF CML ~ Engineers PATRICK A. THOMAS P.E. DATE COMPLETED OF CA1.1F a..s, D ETAI LS & SECTIONS 141 W. Wilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER ELEVATION = 1147.777 FT (714) 853-1851 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 SHEET 3 OF 6 06/14/2019 TEMECULA PKWY. HWY. 79 I H 346.15' N73'22'11"E ---------------------.- - ---------- -- r - - - - - - - - \ I I I � 1 I I I I I ......... I I11 111 TI \ I 11 1 111 11, STRUCTURAL SETBACK n--Tr - - Fr J L10L9 H 11 111 III I, II I I 11 11 11 , - ( u, Ilf II L_J L_J L_J L_J I I , ( Q 10 20 40 $ At I ' - w - - - - - - - - - - - - - - 167 " - -ir- � I 1 1 L5 L12 I 1 I 1 I inch = 20 ft 1-� - -----=o - ------------- -----� , 11 I M v 1 33 CLEANAIR/ I t t �,: t LINE DATA CURVE DATA EASEMENT NOTES A �, I t 33 ANPOOL/E I , , �, t NO. BEARING ISTAN N0. DELTA RADIUS LENGTH (TYP) 30 31 I t 1 r I L1 N7 '09' 4"E 0.69' A A WATER EASEMENT IN FAVOR OF RANCHO CALIFORNIA WATER DISTRICT C1 90'00 00 3.00 4.71 c� , �' i L2 S1 'S0� sw 15.85� w RECORDED APRIL 29, 2002 AS INSTRUMENT NO. 2002-224803 AND IN lIX3 �'� I I I 1 L3 7 '09� 4"W 7 .98' C2 90'00 OOw 2.00' 3.14� RE-RECORDED DECEMBER 5, 2003 AS INSTRUMENT N0. 2003-957479. 1 L4 S16 0 6 15.16 C3 8954 30 2.00 3.14 --- , I /� ,11 1 1 1 _ 1 1 1 'll n y I - I � - ( �� 1 I - . ---_ - I a) ;;; 1 1 I 1 - I 'll I 11 1� I � TIC 30 ! I. t I 1 - q I ,I, 1 I 1 1 ;,, , 11 r , �I I , I , I I , L5 N7 '09 4 1 2 C4 90'00 00 12.00 18.85 OB A SEWER EASEMENT IN FAVOR OF EASTERN MUNICIPAL WATER DISTRICT ;.' "� El I , I I I L6 N16 0'26"W 2.8 ' ____ _ I I ; -'- �- , ;; ;% )� t �, ' I I I 34' I L7 N73'09' 4"E 6 0' C5 90'00 00" 2.50 3.93 RECORDED MAY 6, 2002 AS INSTRUMENT NO. 2002-238096 AND t I =--= _____�____ ___ _____�____ ____J-,, t XIT r , 11 t J J 33 , .� I I I L8 S1 '43'43" .68' C6 79'24 36 12.00 16.63 RE-RECORDED OCTOBER 3, 2002 AS INSTRUMENT N0. 2002-552574. I =_,, I 34 II I tC D C7 104346 12.00 2.25 -.'-- '�1,,=--- ,- ----_________________________________�''� I t I I L9 S7 2 7 W 6.66 ----' - I " ,r%'- 1 I o I I I L10 S7 23' "W 0. 6' C8 90'19'00" 12.00' 18.92' C A WATER EASEMENT IN FAVOR OF RANCHO CALIFORNIA WATER DISTRICT RECORDED DECEMBER 16, 1997 AS INSTRUMENT NO. 459801. I 1 34' 1 t L11 N1 4319 W .05 C9 96'09 49 2.00 3.36 I H I t , , N 1 I t0 . w E L12 7 2 1" 6. C10 83'S013 6.00 8.78 OD A SEWER EASEMENT IN FAVOR OF EASTERN MUNICIPAL WATER DISTRICT ' I C' G10 I t I rill, L13 S1 7 49 E 23.83 C11 83-50'11" 6.00' 8.78' RECORDED DECEMBER 15, 1997 AS INSTRUMENT NO. 458390. 1' 34 -0 I I I p L14 S2 '39'35" 4. '_ 4.50' -- - - 25' t I ____ �-------lj', II » OE A STORM DRAIN EASEMENT IN FAVOR OF THE COUNTY OF RIVERSIDE -- _TP -NA. ;-;- ,I I L17 JL16 S16 7 49 40.83 ^�j� ,I t G I I t I Q L17 S 22 W 16. 0 RECORDED MARCH 29, 1996 AS INSTRUMENT N0. 111788. ----- F I ;i l ii iV I _ ( 1, I I 1 1 > I . . w , 1 I -- ----- 1' t J I I I I L19 S1 . 7- 9"E .00' F A WATER EASEMENT IN FAVOR OF RANCHO CALIFORNIA WATER DISTRICT I Z 16349 41.83 O I 1 I I L17 • I t I • • 9 RECORDED APRIL 23, 2018 AS INSTRUMENT NO. 2018-0154116. t O t L20 S16 7 49 _ I I a,o,o, I t t J 1 I L21 7 2' 1"W 11 6 :6 1 ---------- I - I �I I ; Q 1 L22 S1 .37�49N 4 OG A QUITCLAIM DEED TO RELEASE A PORTION OF A WATER EASEMENT IN FAVOR OF RANCHO CALIFORNIA WATER DISTRICT RECORDED L23 S7 2 41 500' DECEMBER 5, 2018 AS INSTRUMENT NO. 2018-0473258. o I A M I I I I I L I L25 S7 22'11"W 605 �' H AN EASEMENT AND RIGHT OF WAY FOR TELECOMMUNICATIONS SYSTEM -- I ',I ■■■� .� 4 8 8 -� L26 16 7 49 6.00 L27 7 22' 1'W 18.00' PURPOSES IN FAVOR OF VERIZON CALIFORNIA, INC. RECORDED I_ w 2004 AS INSTRUMENT N0. 2004-0587426. PORTIONS OF Sri I, �,,.� I I 1 t 1 1 L28 S1 37 49 1 .93 JULY 29, o I co°ae ,; L _ _ _ ._._ .�._ ,_ _ I I t L29 7 '11" SAID EASEMENT ARE TO BE QUITCLAIMED AS REQUIRED TO ELIMINATE ----- , 'N ',I `"�' , , ' I ,, t CONFLICTS WITH NEW PLAN AND WHERE THE EASEMENT IS OTHERWISE - - ;, - - - - - i I;T - - - - - - - - - � _� ._, �- - - - - i I � �� � FAST FOOD TYP 30 � - - � --1 i K 1 i L30 N1 ' '4 " 4. ' 1 ( I I I , r I I L31 N7• '1 NO LONGER NEEDED. it smog � i ---- ----- RESTAURANT ��. t , 1 t „ I L32 N16 r4 W 1 '.1 BY OTHERS !� H t I I t j � t L33 1"W 4 . OJ A PORTION OF A WATER EASEMENT IN FAVOR OF RANCHO CALIFORNIA -- -''�_ --.�' -- L-- - s • - - ------ ------- �� I - NAP J �_ 1 N1 7 4 W 1 WATER DISTRICT RECORDED DECEMBER 16, 1997 AS INSTRUMENT NO. - o I 1 1 1 ; I r --- I-- ---- - - N.A.P. -- -- --- ------- -- -- ----- ----'� - - ---I I cv , L35 N1 ' ' 9"W 459801 TO BE QUITCLAIMED. G I --�- ----- I - L36 '11'W 1 .1 ;�-_ i r-- ;�- I --- --- -------- -- - - ---- ----------- ---- ----- ------ - - I t i ' 1� i L37 6 26.33 OK AN EASEMENT FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES AS - - - - - -r'/- - - + 4 - - - - - - - - - - - - I ' H � - - o I I I I t L38 WELL AS INGRESS AND EGRESS AND EMERGENCY VEHICLES, AS SHOWN - - - - - - -I I --�- ,-Y--- t � �, � t- -t 1 c t L39 1 T4 " ON THE MAP OF TRACT 23172, MB 251/94-99 LOCATED WITHIN THE I�_ -__+_ I 1 I I 20 I 1 t L40 S16' T49"E 87.93' " ---_--- ,�I I I �, p PRIVATE STREETS OF SAID TRACT. �Q---------- 1 I I I O L41 N16'37'49"W 32. ' I 1 I 1 _-i- -a--- t L42 S61' 7'49" 4.0 ' L AN EASEMENT FOR A ONE-FOOT ROADWAY AND "PRIVATE STREETS" ---------I �..I �� t I I C I I' I 1 1 1 , , O , I I � I 1 1 1 t _ AS SHOWN ON THE MAP OF TRACT 2317Z MB 251/94-99 LOCATED. _ 11 �---------- I _ WITHIN THE PRIVATE STREETS. OF SAID TRACT. H ---- I ��I �� I - 1 � - ,, I IOC° ( L17 1 , u I I G`L L24° 7 I I � 1 I, o I I , I �+ , M A PORTION OF A SEWER EASEMENT IN FAVOR OF EASTERN MUNICIPAL ________ �; I ,,y 00 I 1 1 , ' PARKING SPACES = 42 O WATER DISTRICT RECORDED MAY 6, 2002 AS INSTRUMENT NO. 2002-238096 � 11 ,M1/ I H I I II 1 - - � - - N � EV - EV N -------- " t I I _ CH GE CHA GE AND RE-RECORDED OCTOBER 3, 2002 AS INSTRUMENT NO. 2002-552574 H , --�- -+- - 1 • Q I t t 1 I LEGEND TO BE QUITCLAIMED. 1 I I ❑ I t I 11 I 11 t--------- -- - -- - - --J i , L _ J >r L21 ..a h 31 31 c?L2 H i I i 1 ACCESSIBLE PATH OF TRAVEL uL- - ---- --- --i�-------------i-- c� - ---- --- --I;---------- `�, -�---=i TYP 30 33 I 1 t I 1 ( ) 1 i STRIPING NOTES p---------- --- 11, I �"> 1 33 "'' I t 1 1 ;; I ' j j 30 APPLY DUAL 4" WIDE PARKING STRIPING PER DETAIL, SHEET 3. -A L36 I_-- 1 �� L36 L3 I ' 1 1 t COLOR PER CITY OF TEMECULA STANDARDS III I t I 1 ,, , 1 •, I--• _ �, I 1 (r_------ I I ----------- --_ --'-- --'- , - 31 APPLY STRIPING PER CITY OF TEMECULA STANDARDS -- - ----------- --------------- ----- ���_____� 0 11 1 1 32 APPLY DIRECTIONAL ARROW PER TEMECULA STANDARDS L33 I I t 1 IIII 33 APPLY DIAGONAL PATH OF TRAVEL STRIPING PER CITY OF TEMECULA ADA REQUIREMENTS ------ -------- _ 1 1 -- - ----------------- APPLY INTERNATIONAL SYMBOL OF ACCESSIBILITY PER DETAIL, SHEET 3. CITY OF TEMECULA ADA REQUIREMENTS L -------- - --119.00*---N7322'11"E----- ------ - i 1 1t1 - _1 I I 1so I I 11 %j _ 89.08 H I I 1 -- dOlS __ - .-=. 11 f 7 I � - ,` 11 ;a I 1 1 I 1 I I i I II I "' ` `� `, ``� ii ✓ ♦ I ; . II ,II 1 1 t 1 1 1 1 1 , „ NI I •�'t- - i ' 1 41111111, ♦ 11 ,11 1 I I 1 1 1 I , . „ I I ` 11 'II I I 1 I 1 I 1 11 II II q I % ` / » Y - i- ♦fq6 - f/r _ _ _ 1 , _ _ 1 , _ - _ - _ - - ' " Q' /� H. /'� 1 1 II ,11 ` 1 1 1 , I 1 I 1 11, 11 II M�[• t f i _ - i ♦ U � - t - ' I 61111, 6 ' I �'�' ♦♦ - -� ,- I LD A ♦♦ BUILDING AND SAFETY DEPARTMENT --- -- --�-- -- -- -- ---�--- L I -� - A B ' I 1 REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS. AND ACCESSIBILITY ONLY , I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I- - - -- 1 ' 1 ' APPROVED BY: NAME DATE I /� I CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpFESSIp PLANS PREPARED UNDER THE SUPERVISION OF CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS N INIT. ATE DESCRIPTION APP'D DATE LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE HORIZONTAL ��Q 8. SE NCI! RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY c�- �y si <"y DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. r� °�, _ R.C.E. N0. 50461. VAIL RANCH TOWNE CENTER RETAIL OF 6 CHAINLINK FENCE AROUND WELL SITE 12 E. OF W No. 50461 rn = Sessions 43995 MAH LO N VAI L ROAD INSPECTOR - - FENCE CORNER AND P.P. 11894599E. 35' SOUTHEAST oe VERTICAL * Exp. 6-30-19 OF P.P. 1894598E (W/TRANS-FORMER) SET �, _ C O n S u I t I n g ACCEPTED BY: DATE: TEMECULA, CA FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. rv9` CMS ���~ Engineers PATRICK A. THOMAS P.E. $�...... ;..:: DATE COMPLETED oFCA�iF HORIZONTAL CONTROL PLAN 141 W. Wilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER '�'•� ELEVATION = 1147.777 FT (714) 853-1851 Email: kerry®sessionsconsulting.com R.C.E. NO. 44223 SHEET 4 OF 6 06/14/2019 TEMECULA PKWY. HWY. 79 q I (95.15TC) (96.24TC) I . . 94.65FL (95.74FL (96.33) . FS I(9s.00) CONSTRUCTION NOTES AND QUANTITIES F . . O1 CONSTRUCT 7 PCC/COMPACTED NATIVE SOIL, . CONST. REINFORCED WITH 11`4 ® 16" O.C. EA. WAY -- -- -- -- -- -- -- --�--�- -- ONST. --�-- k000 UMITS�-- - -�- 41111111- UMITS 96.0 DETAIL "A" -- -- -- -- O2 CONSTRUCT 6' PCC CURB PER DETAIL, SHEET 1 . . U 96.4 . -- - , - - - - - � - - 97 9 - - - - - - - � I ( 3 CONSTRUCT CURB OPENING PER DETAIL, SHEET 1 � � 11 . F-1 JOIN I 4.1 4:1 FG 97.32 % 1 ' 1 .O q n 96.79TC n11 I.� - -- FS ) 1 i .I . r a. . N - , I I 1 O CONSTRUCT RECTANGULAR DRAIN PER DETAIL, SHEET 1 94.19TCd i� 95.64FS 1 'h''� 11 ~ `L� a 0 10X10 WWF CHAIRED TO CENTER OF SLAB 1 O5 CONSTRUCT 4' THICK PCC SIDEWALK REINFORCED WITH 6"X6' ( ) 'I i N r�;. [ .'c cow (93.69FL) ® ,1-1 1 .I 1i ; rn a 2 . r7 ao 5 n cc. it )i ,I r o�. 3 5 N r � •__• ll r : u 6 CONSTRUCT BIO-RETENTION BASIN PER DETAIL, SHEET 2 _ � I I Q . " . 95.64TC E �95.97TC 9 W. 95.69T 9 6p r., N-.� 1 r 97.50TC SLOPE VARIES I 11 95.14FS 0.9% 5.47FS I �T .��N 96.92FS 97 OOFS . f4:1 MAX 1 95.19FS s �: 7 CONSTRUCT 12" WIDE NDS SHALLOW PROFILE CHANNEL DRAIN 1 . '.' '�s { v'c' . ..'. �- - I , I O PART NO. 840 OR EQUAL PER DETAIL, SHEET 1 1 I I ( ) 1 94.97TC c� cn I .. 1 . ,, ,Z �`� - - - ��-CL ll ff - - - - - - - - - - - 97.17 ._. � 94.1 OTC rn rn 95.51 TC 95.86TC 1 _ . . 6 C r� TIC 8 CONSTRUCT 6" CLEAN OUT P DETAIL.94.35TC 94.90TC 94.47FL rn v 95.58TC 95.36FL CONST.' ! �G� s c' O CON UC CLE OU PER DE L, SHEET 1 93.60FL 1% f% 94.40FL 95.44TC 95.01 FL 95.08FL 2% I LIMITS .4% .96.88TC E 93.85FL HP . . : % L ______--_-_-- -- ____-- -- - - . - CONNECT EXISTING STORM DRAIN E 94.94FS - ___ � _,- 96 38FL 97.7sTc::' DETAI g i B 1 I O9 TO STO UN 97 26FS I ( 1 .i'- --------�. ,��- SAWCUT ` ngn *I �_-- :: ____------ It ,fir I� LIN GRADING I I '1 I� II I ", o, a CONSTRUCT CALTRANS D73 TYPE G-1 INLET ---------- I. '1 �� q17 . ,. I 97.76TC 1 94.02TC 94.40TC I LIMITS 95.30TC .I I.� o I o se v N 2 ri I I c> I C �. 1. 94.87TC ' pcfl co II r co' F- rn i I 96.98 F- c� cn 94.80E • In LC5 I m . 97.26F5``: 93.52FS 93.90FS �- ;l 94.37FL '1 11N a' II 1L. �'�' co•� �c TC I I G CONSTRUCT 6" THICK GRAVEL PAD . Q, rn , �-=TARANSFORMER ) 1 c' �+°. R; I CONSL I I rnrn .I1.1 ��°�,._`�,-� __=__==___ _==_= 95.10FS 7.9 I o I LIMITS . O ; �6 7 94.81TC 94.76TC 95.16TC I t F L ' �� �/ Nx �OF 94.31 FS -�� 1.5% T 0 CIF 1 C t % I 1 cn ,I �. 94.26FS 94.66FS.a I I o to 20 40 o [__ L_ 'I 1, °� 94.85TC % 0 94.70TC 94.70 95.60TC 2 1 1 2ir TYP 1 g y �� 94.96TC 94.35FS_ __=0- _ 94.20FS 1.5% FS 95.10FS % _ 1 - t 1 1 I I I --- _ - - q I 94.46FS - ----- 95.48TC r '.: 1 96.91 o� . O U Al - 9� ;l I�� i� I 94.98E _�� % t..96.57TC TC G I I i inch 20 ft, (94.05TC (93.77TC) d lio �� 94.68 96 07FS N 97.76TC 93.27FS C�-9�6 ��j o u� _�� 94.13 2% 95.68TC 11 1. I FF = 97.97 93.55FS '� c- �� C) liui �r Lf i ter''-reeve° FS FS 1 F ill � 1 Q^,M 97.26FS 1 � - 1 J I ( ) .n. d I,� rn MA I� 95 8 s .I 1. , PAD - 97.3 �' - �° �01,! �;s �I I�° 95.93TC III 1 1 1 a �� `� �' ��' �I 94. 3 I. .I. -95.43E it 1 �3X 97.95 1 i 9Q Zvi �5 ,I 5 I SAWCUT 9� os �°` �� FS � 1; j 97.76TC FS ' . O I . ss��c o�' d I, III 1 p� . N^ . 97.26FS . X� i J LINE s ;� 94.50 PAVER 'll ; rn rn (�'TYP I � 9C 77 = ( 1 ; SAWCUT p SUBDRAIN, ,IITff Q I 1 LINE (TYP) FS II SEE SHEET 9 'll l / W . 1. - : 2 97.95 I . RD I 1�I I I - - ( •i o. FS CC_ L_ � � ; � ' III 1 l rn� I1 rn� I 93.69TC) 93.60TC 1 1 8 8 i ( ) N N �1 dl I I , o� SLOPE VARIES 93.19FS) 93.10FS) ( 3.73TC 94.06TC '1 M I' t I .. M M om ' ,11 I r v f4:1 MAX I ' . . -93_23F=-=93_56FS _, �l ., 11 IA I I I 1 ;l _ .II I I I CONST % 7.95 I 96.58 1 .. vs go I, Ill i FAST FOOD IMITS -97.76T Fs �-� TC _ _ 1/1 94.20TC ,) 3.84TC-93.96TC 93.70F U. • Q I' ,,,� EXISTING CAR 'i1 I RESTAURANT I 97 26FS I I I (93.96TC) �i L� I I 1 1 '93.34FS 93.46FS �� h WASH SITE Ili I BY OTHERS I 2% 5 ��93.46FS) �, LLJ I CONST. �I 1 - -: . 97.76TC -- --- - -- -- -- -- -- �� 1 11 0 it N.A.P. LIMITS III N.A.P. 97.26FS: 1 1 1 1 • 3X 1 .r % II I ; II c 1 93.68TC 93.64TC /9 .59TC 93.73TC �� 4 11 .11 \ 97.95 1 I 1 93.22TG 93.14FS _0.7% 93.94TC ,i M ,ll 1 i co cn 97.95 F$ i 93.18FS �9`3.0�9FS 93.23FS 97.33TC 4. %-1.� 92.72FS _ /1` -=---- 93.44FS .r 94.00TC v' I� ill 1I L 1 ,�. �'` 96.83E ^ IFS 5 I 96.34 . :--M-- % TC � I �l l �. � 93.5OFS M 11 III I I 7;� ( , -_-__- �0.9% ' I I) , 0) I' .II I 97.48 1 c� 93.66TC 1. cn . N :: rn DETA 'I 93.39TC 93.59TC c� I .I I 4 � 1 I • c cn c� cn 0.4� �- . 1. I I 6 /� 9 .77TC ' I 92.89FS °N° ° 93.06FS 93.16F�' rn cis rn I� o II I } 196.63TC » GB ..C.. 1 M �_� z d a 1' CDNST. 111 1 11 1 ' ". 9613E 0 I 1 1 1 N J ll 11 LIMITS I I c 2X 1 E 9 ( d RD 1� ill l I v. cd U, . 96.47TC 9� ,1 % I I 95,97FS N . 96.10 c� 9 >� G 9� S� ;1 1; RECLAIMED ,II I 1 .i O` 'E ". ; U Ne 0 c � ♦ TC I I 1 . l SAWCUT p T 1 I I ::c �-'$ `� �,� `7 5 >,, �' ' . I WATER TANKS d .ri.ri ..'..'. 2i6: `: ae , �5 co F .... `� F .... .1 a�rn E11.,...�a> fl:.: rn 1 cb . . S LINE � , . S I , I cp 1 . ' 1.I o,^��� �� G o,� 5p r �� t �� m 'II ' A. L. W `CHARGE .n CHARGE co.ri `� i' `� i' ` 1 d o c� F- 11 N v'v' 1 1 1 v 1 o . . o o Q.' ar`d _ F F I I .11 Q CONST. 1 9 6 b I 9 ti . I �; �, � , °� 95.6 T °� cti 6 °� d o d 1 C I I 11 J � vi LIMITS o�a� ca-�`�- 1. m .._ ', 95.89TC 96.04TC' -. - ,� ,I v, I, c� - o� I 11. % %% o�c..: .:. 4. 0 CF I 0o I, F- � F-,� F-- i------ - / 4ib' i F- WL L_� L . 0. TR SF4RMER1. - m �n o c� . - rn le,--94,85TC f�� _ �° .\ ---- � ' 95.69 a 92.98 d �/ . , rn rn rn �� ` SAWCUT `4- c_i �i _ c� cn . , d h 94.35FS o ���------ - - - yea '��► TC I- - ------ ------- ------- rn rn o E 93.25TC 93.23TC 93.42TC I / - ------- --_=_==_=_=---------- FS-GB F- 2 . ,1 p - - - -------------------- -=- LINE 0.7% �-,I p , 2.8% 5 ° 94.61TC CDNST. 95.67TC - 347� 95.09TC 95.41TC I =__---- 92.75FS 92.73FS ______-_-_ . . . -- =------ 94 951 1- 1 92FS cn of 1 _ 94.97TC 1 93.42TC ,1 4 ��-�� 4Sj �� 94.11FS 7FS FS 94.59FL: `1•j� 94.91FS .r--T.- �.23-=1� . . ri M I 1 I' I 1` 92.92FS 0.7% rn rn `� 1� I� ;,,� \•939 LIMITS �1.2% `�' CONST. 1 l 9447 / I N I 1 "�--_ __=_- "�-----------%' ____ p ��\ 94.16TC o-° . SFS- -----------------=_ __-_--___--- ----- I ,'� - - a --.. - --- ------- -------- -- --- _ ~ 93.20TC 3.36TC ( �, 93.66FL y;, ------ -- ,, . LIMITS I .- : / I 1 93.21 TCcy- - - _------ 94.43TC 95.39TC Fv cn rn - L \� 92.70FS 93.40TC =_= --_ 94.53TC 94.89FS I` I v ti' 1 ..i 3. N ,� >r'� / I ,0 94. 9,�5.20TC I ,� ��: ,r, .* � . ,�, �, ,� ,� 92.71 FS ci - __ 93.93FL 2 _ - r n cm 6> - N z 92.90E 93.72F� _94.03FL ==--=-=---=-==--- %'' 94.70FL N rn rn-:0.5� �' �yn.7X j w o� o� rn rn 93.36TC 1 ==_==_=_ ----_ h , I 5 T , I ; ( 92.86FS '�______ -------- --_-_ -- 94.36T 94.61TC 95.09TC I 2 0�� 6 I ___ --- - -----7 10 1 I -----_- 93. 94.11FL _ - c� � SAWCUT ` - __ 86Ft _- 0 94.59FS ( � _'. � .�•- - - - - - - - - N N � I 1 TI LINE == -=-=-==-==-=-==-=-==---=-==-=-= = _ �Sg 94.44TC _ I 11 --- --- - I rn I 9� 9� 93:37T 93.94FL �`- •fit l ------- 9 6, cp o�c, n.�>>jc �c,?� �T�- 92.87FS SAWCUT �.�- C MST i 7 �� oF`.....�s ', �F�....��`S LINE 94.07TC `` \"e\ 94.55TC 0.5% I U TS 1 ,_ """"'� � �� I I °� o ,r �, I off. o '- �� ° a �_ 94.0 F �- i II ♦ (g5.29TC) a� a� --- - ---------------- - _- 97TC C N o�. co 93.57FS --------___ - . --- = Y94. .�.' CDNST. �G .� 94.47FS.1 95 6 S 0-,CF 99`�Ow' ^�� �`� SAWCUT o� I 99`�Ow' SI!Z) e- o� �. 94.84TC '�,,. 95�1�C 9513E LIMITS --��.. I r-4--1.5% 6]C °� ��? 9 °� �� 1 `� �'C� `� �i 94.34FL 430 �.4-- �� _ g1FS ��IIIIIIIIIIIIIIIIIIIIINN r �k• 6s �S961 93.21 TC �� �_ 94' 1� � 11 . 9 \_ 00 ' I '"'` 93.84TC `� -= IFS .\ . � ' 'i 92. 1 FS �t 94.41 TC . _ 4 3 �___'i jC L 1 � "' � �, 93.34FS I I U cn 93.91 FL `� 1 9 \ ��� J�, ��- �` 9q 1��5 ♦ (94.98TC) I SAWCUTL �- _o o_� d r- � co r� F_ cn,I f 9L F- � .I - 5% - _ IC , 4 33 48FL LINE F- I� N cV N c_i C_i F- � I 9 ,3 I . I M rn .I 1 66� ` - 0• 9 - 93• C) MWS NN Irnrn rn � c_fl ��I 1i `G �� �j 1 I � � , -- \\11 944,\���/ - ♦♦/ 9�46 - - I _j 0�G SEE SHT 9rn rn ___ Np li '� F� �,� c I I ``' i \ g43 S 9 �- l 96 91.99 `' �o �°� b� ------=� i�rn o�,l I, o,^�. o,`L s I I rn ,I 9�g F 0�% /� �C 93 , c i � `a a 91.98TC -- ' 92.91 TC .I c� cn . d � , gq 62 / -y- EXISTING 12 PVC I i . I a� rn `� .� 1 93.03TC 1 , I. °� 'G . . F- W II % \_ ♦ � �/- � � FL 0 , c� cn 94.1 OTC . 12F ♦ SD TO REMAIN 1.7% 91.48FL 3% ,I I, 92.53FS 92.41 FS F- 1d I' 19. ^�o �`� ;I I; � - q \� � 4�6�C 94' / 92.43TC -- - 1 �� 1 9 , ,1 1, 93.60FS . s 9 -=T- / ; rn �� p ' . SAWCUT ^� �� 5 .�. %, 91.93FS 92.06TC 92.70TC 92.86TC rn rn'1 1, 92.99TC LINE �� �' 0 d It o� a' �' 1 �y�- SP NA ♦ _ _ _ j.i -A v t� I I 91.56FL ,\ 92.20FL 92.36FS I 93.05FS I 1.6% 1� ♦/ , - I LD 92.34TC .1 . V . . i c!� . 1 92.49FS 1 �C y � I 91.84FS �� 92.23TC_._ -_=_==_==-�--- 0.4%- J - -- - --- - -- - -- --1 -- - _ �� g4.65F\_ ♦ %�-y' ' - - - - .\ ----2-6% 91.73E I 92.42TC 92.71 TIC 92.80TC 92.9 TC SAWCUT- � 93.53TC GB ♦ ' ' ! - � "' BUILDING AND SAFETY DEPARTMENT 92.31 TC 92.21 FL 92.30FL 92.43FL 93.03FL ♦ . ' •� THE EXISTING 12" PVC STORM ' �' DRAIN CONNECTS AS THE REVIEWED FOR COMPLIANCE WTH TITLE 24 91.WCU SAWCUT ' LINE �/, � I 5 91.81FS SAWCUT LINE _�__ , � y' - ' BACK OF A CATCH BASIN IN LINE ___ --- -- - -- -- - -- - -- - -- - -- -- -- ,,'Ic1 � y- - ` . _________�__SHEET 9 FOR STORM_ . '-� ' MAHLDN VAIL ROAD APPROX. i DISABLED ACCESS AND ACCESSIBILITY ONLY SEE I lgy. . ' RAIN CONSTRUCTION 92.19TC (92.55TC) . 93.30TC) 150 FEET TO THE SOUTH N, ' ' I I �' cfl D � 91.74TC) '_(91.69FL - - - - - - - - - ----- - - - - 92_05FL - - - - - - - - -92.80FL)- cp e`'-� -° ' ` . �► n ' t ' 91.24FL) - - - - - - _ - - - - - - - - - - =� -- -_--- -_-__ - - �`' o �� APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: MARK: - - SCALE DESIGNED BY DRAWN BY CHECKED BY I I \ RIVERSIDE COUNTY BENCH T 5 81 RpFESSI CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS NO. INIT. DATE DESCRIPTION APP'D DATE HORIZONTAL Q �N PLANS PREPARED UNDER THE SUPERVISION OF . LOCATED 5.7 MILES SOUTHEAST ON HWY. 79 FROM THE �D g, SES 9( RECOMMENDED BY: DATE: CONTRACTOR INTERSECTION OF MAIN AND FRONT STREETS IN THE CITY 40 sio <y DATE: - OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. ti ti R.C.E. NO. 50461 VAIL RANCH TOWNE CENTER RETAIL OF 6' CHAINUNK FENCE AROUND WELL SITE 12' E. OF 3 Y No. 50461 N m Sessions INSPECTOR FENCE CORNER AND P.P. 11894599E. 35 SOUTHEAST VERTICAL * Exp. 6-30-19 ar Consulting 43995 MAH LO N VAIL ROAD ACCEPTED BY: DATE: TEMECULA CA OF P.P. 11894598E (W/TRANS-FORMER) SET �+ Q, a . r FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. �9rF � � o��~ _ Engineers PATRICK A. THOMAS P.E. _ !� .;:::::.::....:: DATE COMPLETED OF CAME 141 W. Wilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER �i= PRECISE GRADING PLAN ELEVATION = 1147.777 FT (714) 853-1851 Email: kerry0sessionsconsulting.com R.C.E. NO. 44223 . . SHEET 5 . s 06/14/2019 . .. I . . . _. _ _ L . _ 1. .- _ _ _ - 1 . _ - _ _ __ - i , TP ........... .......... ............ ®0 1 -- -- -- -- -- -- -- -- -------------I— -- — — — -- — ----- -- -- 1 1 1 I ® 40 42 II ® I 1 III III " ' 1 III I u it! I Iff~T f—'1 !___l� 11,f " ❑ ❑ ❑ 42 I I 1 1 I I II,1 I I I I I I. IdL_J L_J L_J L_J - �i I t I - - I I1 0 ,a 20 40 1 42 - - CLEANAIR/ VANPOOL/EV I I ( I 1 inch - 20 it ,;- ,,, ,I I 1 IL===================='' 1 9 ,, ;; ; I I EROSION AND SEDIMENT CONTROL NOTES " '✓J _________ _ �y EXIT I ( I I O CONSTRUCT GRAVEL BAGS PER DETAIL, SE-6 __-- , b ---------- CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASQA BMP FACT SHEET TC-1 I INSTALL SILT FENCE, SE-1 - ---------- ,ova Q "°°a I I 42 >� I' ,1 II ` I I. 11; ° pC t I' I J I Ii CORRUGATED STEEL PANELS MATCH EXISTING GRADE c It42 i I 3 WIDTH SHALL BE 10' C — �U ( I 40 I I MIN OR AS REQUIRED = _ 8 g I I TO ACCOMMODATE a ANTICIPATED TRAFFIC, CL I WHICHEVER IS : GREATER. I I X 25' MIN. W I c ___ --6 I 20' R MIN 50' MIN. --- I I I ; ' I I OR 4 TIMES THE CIRCUMFERENCE OF THE LARGEST CONSTRUCTION VEHICLE TIRE, 11 I _--------- ----------------- 000000 �� I EVER IS TER. 0000000000 I � „ G-_-_----- I ii 0000000000 L = ===i' ==__- _-=-_=__-_-___ �� II I 0000000000 I PLAN - ----- ---------_ 00000000000 o0000000 000000 00 III I II 1 I I 000000 000 41 I I1 II I 0000000000 0000000000 I1 0000000000 8 000,000000 I I I - - - - ., I ® 00000000000 II - I 0 0 0 0 O O O O 0 0 I IGINAL GRADE CORRUGATED STEEL PANELS CRUSHED AGGREGETE GREATER - 0000000000 -. - 42 '0000000000° ° 00 EV EV C THAN 3" BUT SMALLER THAN 6" III 00000000000 ILrLn !- -< >) >) ItI I I I O o o O O 0 0 0 0 o a CHARGE CHARGE 11I -•,' 0000000000 v `v„ C i O 00000000000000 000 JI L_ 0000000000 / 0000000000 I I 0000000000 0 0 0 0 0 0 _ - I I _ _ - _ _ - 12" MIN. UNLESS OTHERWISE - FILTER FABRIC ° — — ��---------- SPECIFIED BY A SOILS 40 I ENGINEER II II - 11 I �La.-- ---------------- - _________� .—__________ _____—� - - _ - _ 7 - - - c __________ ______> c --------- - 11 11 .. it _-----------------, ====== j =_------------------------------- - - w ------------------ (r= ' �.. ,' -------------------------------__-_---______ I � SECTION. '------------ I - I I CONSTRUCTION ENTRANCE DETAIL __ II %I 11 1 NOT TO SCALE ---------------___ I 1 ____________________ 42 i I I LEGEND 40 TC-1 STABILIZED CONSTRUCTION EXIT ,I -sue=' \ ❑ �'- ��� dOlS I ' SE-6 GRAVEL BERM dO El EE3 E3 El SE-1 SILT FENCE /� — �r^=__=__ /. I BMPs ARE TO BE INSTALLED PER FACT , - �� , I , SHEETS FROM THE CASQA BMP HANDBOOK OR �� , CALTRANS EQUIVALENT - .--------------------- it - _ , - 1 - - - - �. - rr�------------ dW �' i it :11 It dOiS �__=_----- , , I I , dO BUILDING AND SAFETY DEPARTMENT -- �Ny REVIEWED FOR COMPLIANCE WITH TITLE 24 i II 1 / � _ - DISABLED ACCESS AND ACCESSIBILITY ONLY — _ — - - - -- — — ----__ _ —_— — -- ------ — — ----- N — — — — — — - — — - — — — — — — — — — — — — Q I 1 APPROVED BY: NAME DATE CONSTRUCTION RECORD REVISIONS BENCH MARK: SCALE DESIGNED BY DRAWN BY CHECKED BY RIVERSIDE COUNTY BENCHMARK: T-5-81 RpfESS10 CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS NO. INIT. DATEDESCRIPTION APP'D DATE HORIZONTAL Q Nq PLANS PREPARED UNDER THE SUPERVISION OF CONTRACTOR INTERSECTION MILES MAIN SOUTHEAST DAFRONT STREETS IN THE CITY �����y 6. SES`ri�Fy DATE: RECOMMENDED BY: DATE: OF TEMECULA, 41' N. OF CENTERLINE HWY. 79 2.4' S. C- R.C.E. NO. 50461 VAIL RANCH TOWNE CENTER RETAIL OF 6' CHAINUNK FENCE AROUND WELL. SITE 12' E. OF ILM W No. 50461 m - Sessions 43995 MAH LO N VAIL ROAD INSPECTOR FENCE CORNER AND P.P. 1894599E. 35' SOUTHEAST °L Ex . 6-30-19 - VERTICAL * P * Consulting n s u l t i n g ACCEPTED BY: DATE: TEMECULA, CA OF P.P. 11894598E (W/TRANS-FORMER) SET Q, FIBERGLASS WITNESS POST 1' NORTH OF MONUMENT. �yTFO� LEo��ti _ Engineers PATRICK A. THOMAS P.E. ��...a .. DATE COMPLETED F CA1.1 141 W. WilshiresWilshire Ave., Fullerton, CA 92832 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER EROSION & SEDIMENT CONTROL ELEVATION = 1147.777 FT (714) 853-1851 Email: ken-yllsessionsconsulting.com R.C.E. NO. 44223 SHEET 6 OF 6 06/14/2019 GG 79 SITE 15 MAHLON VAIL RD. 79 y9�fi A� ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- I � ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ HIGHWAY 79 (TEMECULA PARKWAY) VICINITY MAP INOT TO SCALE - - ' `'.. ........... I I LEGEND&ABBREVIATIONS • . • . � ICI . .` • ` I I PROJECT SITE LIMITS DMA BOUNDARY �) �— FLOW DIRECTION • CLEA� — - O •` VANPOOL/EV I I A/ . • • I I W W W W y W LANDSCAPING • J L I v W o I I I J o +s ao ao PERMEABLE PAVERS • • • `• ` •• I �; • � � � , N v I I I Q _ _ _ TOTAL AREA = 5,468 SF . • • • • ( I > SEE DETAIL, SHEET 2 I • • • • z 1 inch = ft. .� N ICI • �, - o• I W F I I o • • • • -j j PROPOSED • z X _I •` - IE RETAIL W BUILDING I I Q • • ' Z I (I OWNER/DEVELOPER ENGINEER ' I ` . I P (I 79 TEMECULA PLAZA, LLC SESSIONS CONSULTING ENGINEERS DMA 2 • — — — —� • — 650 CAMINO DE GLORIA 141 W. WILSHIRE AVE, #133 I • • OOF `_ 8 8 � . . � ` ` � I I WALNUT, CA 91789 FULLERTON, CA 92832 AIN .I I I co LYNN CHAO CONTACT: KERRY SESSIONS `. -`�+.` . . • . I �- • � � : AMA 1 • • • . • _____ PHONE:(909) 598-0320 PHONE: (714) 853-1851 ` I' 1 I EMAIL- lynn®Iclawfirm.com EMAIL- kerry®sessionsconsulting.com R t • ( I ----- -- -- -- -- �I' a •, I I - --- .I 0Q i • - I I GENERAL NOTES ` `I ` ` ` '•' 1. PROPOSED BMPs: BIORETENTION BASIN do MODULAR WETLANDS SYSTEM (MWS). .I ROOF I R ` ,• • ,` . `•- `' I I 2. POST—CONSTRUCTION BMPs ARE DISCUSSED IN MORE DETAIL IN THE BODY OF THE WQMP REPORT. DRAIN PROPOSED • ` FAST FOOD ` .` ` a 3. SEE SEPARATE SHEETS WITHIN THE WQMP FOR A DETAIL OF THE MWS. c 1 . .` .: � I I I • RESTAURANT :� cHa� cHn�cE • • • , 4. FOR INOFRMATION ON PROPOSED LANDSCAPING AND PAVED AREAS REFER TO SECTION 1, PROJECT ® V DESCRIPTION, OF THE WQMP. • I 5. ROOF DRAINS FOR THE CAR WASH HAVE BEEN INCLUDED IN THIS DESIGN. ROOF DRAINS FOR THE ~ ` • ` • • • - FUTURE FAST FOOD RESTAURANTS WILL BE DESIGNED TO DISCHARGE TO LANDSCPAED AREAS, THEN •- - - •-_ r SURFACE FLOW TO THE BIORETENTION BASIN. • ` . • —� • CALTRANS • � .; .., •�;;q'.I D73 TYPE . ` • • • •••- . ` • • ` •. ` ••+`. `. R GRAVEL ;`: r G-1 INLE� I i y • . . . _ • . . -» _•__s_ — I :.J.J . • « :. • �:--'ice . • • ` - - . ` ` ` BIORETENTION BASIN. • • ._.• I , 240 DEEP • � .� • • • � • OTTOM ELEV = 93.6 • • • ` AREA = 1,611 SF I I ENGINEERED CONSTRUCT 6w THICK 4:1 SIDE SOIL MEDIA • GRAVEL. PAD W/1w TO SLOPES <c> 1-1 2" AGGREGATE (TYP) G-1 INLET CALT D73 TYPE _�. I I / OR EQUAL • II94.12TC 94.20 OwCF TG II ' _ \\ ` \ \\ ::.:- ; :r: ::::;. INSTALL BIO CLEAN PROPOSED MWS �'� I INSTALL 2 LAYE UNIT SEE SHEET 2 RS OF 10 MIL �/ 2'c _- , --- -- -- -- -- -- -- -- -i- I PERF. GRATE INLET SKIMMER POLYETHYLENE LINING PVC PIPE=' _ \ BOX (GISB) OR EQUAL II AROUND ENTIRE PERIMETER - EXISTING CATCH 616SD - ' ------ -----� ------------ OF BASIN (SIDES ONLY) BASIN I� 0*4 I w / w EXISTING N \ 9 LAYER OF R / // ." 8 PVC JOIN EX. 30w SD , I II / ��/ 3/4w GRAVEL "'\\%\ 89.34 OUTLET PIPE 12" PVC SD 3w LAYER OF INV I ' 3/8w GRAVEL INSTALL 8wX12w VERIFY PRIOR TO I BASIN WIDTH/LENGTH PER PLAN ECCENTRIC CONSTRUCTION I . I REDUCER I I BIORETENTION BASIN DETAIL NOT TO SCALE I I I1 I , ' I _ I OWNER/DEVELOPER civil ENGINEER oFEssto B M P EXHIBIT (WQMP SITE PLAN) PROJECT NO. 79 TEMECULA PLAZA, LLC �QR S Nq� 95-250-4 650 CAMINO DE GLORIA _ �� � 8• EsDATE: CONLTACT�LYNN CHAogp=' S e s s o n s ,�� z VAI L RANCH TOW N E CENTER 06/14/2019 PHONE:(909) 598-0320 = C o n s u l t i n g 3 No. 50461 SHEET EMAIL- lynnOlclawfirm.com = Engineers Exp. 6-3o-i9 43995 MAH LO N VAI L ROAD 1 141 ire Ave.,J1 :3 Fullerton, C sco92832 .com �f lF OF 11F��MI. �~� TEMECULA, CA OF ( ) Y� 9 CA 2