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Parcel Map 31711 Parcel 3 WQMP
PM'W7// fwt 5 !o•2 i_o i8-/Z50 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: Margarita Professional Office Building Development No: Parcel 3 of Parcel Map 301711 Design Review/Case No: PA17-1306, LD18-1290 m 0"H MURK TR' ;ECU" " t J Contact Information: ❑ Preliminary ® Final Prepared for: Dr. Kai Jergensen 27450 Ynez Road, Suite 106 Original Date Prepared: November 21,2017 Temecula,California 92592 Revision Date(s):2/8/18,9/12/18,11/11/18 (951) 315-0183 Prepared by: Prepared for Compliance with Ventura Engineering Inland Regional Board Order No. R9-2010-0016 27393 Ynez Road, Suite 159 Temecula,California 92591 (951) 252-7632 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: Margarita Professional Office Building Development No:Parcel 3 of Parcel Map 301711 Design Review/Case No: PA17-1306, LD18-1290 n � l oorw , 9w I � h l Contact Information: ❑ Preliminary ® Final Prepared for: Dr. Kai Jergensen 27450 Ynez Road, Suite 106 Original Date Prepared: November21, 2017 Temecula, California 92592 Revision Date(s): 2/8/18,9/12/18, 11/11/18 (9S1) 315-0183 Prepared by: Prepared for Compliance with Ventura Engineering Inland Regional Board Order No. 119-2030-0016 27393 Ynez Road, Suite 159 Temecula, California 92591 (951) 252-7632 OWNER'S CERTIFICATION This Project-Specific WQMP has been prepared for Dr.Tal Jergensen by Ventura Engineering Inland for the Margarita Professional Office Building located at 43980 Margarita Road in Temecula, California 92592. This WQMP is intended to comply with the requirements of the City of Temecula for Ordinance 12-05 which includes the requirement for the preparation and implementation of a Project-Specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph,shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater Best Management Practices until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors,or any other party(or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity.The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section 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." �OL�� ?_ Owner's Si na/tur Date Owner's Printed Na4rie Owner's Title Positi n PREPARER'S CERTIFICATION "The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control Best Management Practices in this plan meet the requirements of Regional Water Quality Control Board Order No. R9- 2010-0016 and any subsequent amendments thereto." WV4 V4h__r_-1 September 11, 2018 Preparer's Signature Date Wilfredo S.D.Ventura Engineer Preparer's Printed Name Preparer's Title/Position PROFESS/ Q4O 'Y Preparer's Licensure: WILFREDO S.D. VEMURA� No. 66532 _10 s Exp. 6-3O-20 ,f CIVIL �p sTgTf OF CA�tF • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Table of Contents Section A: Project and Site Information........................................................................................................6 • A.1 Maps and Site Plans............................................................................................................................7 • A.2 Identify Receiving Waters...................................................................................................................7 A.3 Drainage System Susceptibility to Hydromodification .......................................................................8 • 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 w Section D: Implement LID BMPs................................................................................................................. 12 D.1 Infiltration Applicability....................................................................................................................12 D.2 Harvest and Use Assessment............................................................................................................14 D.3 Bioretention and Biotreatment Assessment....................................................................................17 +] 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 ...........................................19 • E.1 Onsite Feasibility of Hydrologic Control BMPs..................................................................................19 E.2 Meeting the HMP Performance Standard for Small Project Sites....................................................20 • E.3 Hydrologic Control BMP Selection....................................................................................................20 E.4 Hydrologic Control BMP Sizing..........................................................................................................20 E.5 Implement Sediment Supply BMPs...................................................................................................21 Section F: Alternative Compliance..............................................................................................................24 • F.1 Identify Pollutants of Concern...........................................................................................................25 F.2 Stormwater Credits...........................................................................................................................26 • F.3 Sizing Criteria.....................................................................................................................................26 • F.4 Treatment Control BMP Selection ....................................................................................................26 • F.5 Hydrologic Performance Standard—Alternative Compliance Approach..........................................26 • F.6 Sediment Supply Performance Standard -Alternative Compliance .................................................26 Section G: Source Control BMPs.................................................................................................................27 Section H: Construction Plan Checklist.......................................................................................................28 Section I: Operation, Maintenance and Funding........................................................................................29 • Acronyms,Abbreviations and Definitions..................................................................................................30 • -3 - Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA List of Tables Table A.1 Identification of Receiving Waters................................................................................................7 Table A.2 Identification of Susceptibility to Hydromodification...................................................................8 Table A.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 .....................................................................................................11 • 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..................................................................................................................13 Table D.2 Geotechnical Concerns for Onsite Retention Table ...................................................................17 Table D.3 LID Prioritization Summary Matrix .............................................................................................17 • Table DA DCV Calculations for LID BMPs ...................................................................................................18 • Table D.5 LID BMP Sizing.............................................................................................................................19 • Table E.1 LID & Hydromodification BMP Location......................................................................................20 • Table F.1 Potential Pollutants by Land Use Type........................................................................................25 Table F.2 Stormwater Credits.....................................................................................................................26 Table G.1 Structural and Operational Source Control BMP........................................................................27 Table H.1 Construction Plan Cross-reference.............................................................................................28 List of Appendices • Appendix 1: Maps and Site Plans................................................................................................................37 Appendix 2: Construction Plans..................................................................................................................38 Appendix3: Soils Information.....................................................................................................................39 Appendix 4: Historical Site Conditions........................................................................................................40 Appendix 5: LID Infeasibility........................................................................................................................41 • Appendix 6: BMP Design Details.................................................................................................................42 Appendix7: Hydromodification..................................................................................................................43 • Appendix 8: Source Control........................................................................................................................44 • Appendix 9: O&M .......................................................................................................................................45 Appendix 10: Educational Materials....................... ................................................................................43 • -4- • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Section A: Project and Site Information • PROJECT INFORMATION Type of Project: Commercial Planning Area: Not Applicable • Community Name: Not Applicable • Development Name: Pechanga Square PROJECT LOCATION Latitude&Longitude(DMS):330 29'4.39"N by 1170 6'9.29"W • Project Watershed and Sub-Watershed:Redhawk Channel to Temecula Creek to Santa Margarita River(Upper and Lower) • to the Pacific Ocean • APN(s):959-050-014 • Map Book and Page No.: Map Book 154, Pages 92 through 96 • PROJECT CHARACTERISTICS Proposed or potential land use(s) Commercial Proposed or Potential SIC Codes) 651202 Area of Impervious Project Footprint(SF) 13,231 • Total area of proposed Impervious Surfaces within the Project Limits(SF)/or Replacement 13,231 Total Project Area (ac) 20,504 . 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) 1,994 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 0 Is a Geotechnical Report attached? ®Y ❑ N • If no Geotech. Report, list the Natural Resources Conservation Service (NRCS) soils type(s) A/C • present on the site(A, B,C and/or D) • What is the Water Quality Design Storm Depth for the project? 0.95 0 - 6- • Preliminary Water Quality Management Plan (WQMP) . Parcel 3 Office Building • A.1 Maps and Site Plans Parcel 3 of PM 31711, PA • • When completing your Project-Specific WQMP, include a map of the Project vicinity and existing site. In • addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2.At a minimum,your WQMP Site Plan should include the following: • • Drainage Management Areas (DMAs) • Source Control BMPs • • Proposed Structural Best Management • Buildings, Roof Lines, Downspouts • Practices(BMPs) • Impervious Surfaces • Drainage Path • Standard Labeling • • Drainage infrastructure, inlets, overflows 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. (htte://Www.waterboards.ca.govlsandiezo/water issues/oroerams/basinplan� Table A.1 Identification of Receiving Waters USEPA Approved 303(d) List Designated Proximity to . Receiving Waters Impairments Beneficial Uses RARE Beneficial • Use • Pechanga Creek Not Listed At This Time MUN,AGR,IND,REC1,REC2, N/A WARM,COLD,WILD • Santa Margarita River Nutrients(Phosphorous),Toxicity MUN,AGR,IND,RECI,REC2, N/A Upper Reach WARM,COLD,WILD,RARE • Santa Margarita River Pathogens(Enterococcus Bacteria,fecal• MUN,AGR,IND,PROC,RECI,REC2, Lower Reach WARM,COLD,WILD,RARE Coliform),Nutrients(Total Nitrogen, N/A Phosphorus,Total Nitrogen as N) • Santa Margarita Lagoon Nutrient(Eutrophication) RECI,REC2,BIOL,WILD,RARE, N/A • MAR,WARM IND,NAV,RECI,REC2,COMM, Pacific Ocean Shoreline Not Listed At This Time BIOL,WILD,RARE,MAR,AQUA, N/A • MIGR,SPWN,SHELL • • • • • • • 7 • • Preliminary Water Quality Management Plan(WQMP) Parcel 3 Office Building • Parcel 3 of PM 31711, PA 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. • Table A.2 Identification of Susceptibility to Hydromodification Drainage Hydromodification Susceptibility Drainage ** Drainage System System * Exemption • Material Systemnn . City of Temecula Storm Drain Storm Drain Pipes Not Susceptible None • Pechanga Creek Riverwash Not Susceptible Large River Reaches 1.2 Miles (Over 20,0D0 cfs) • Santa Margarita River,Upper Reach Riverwash Not Susceptible Large River Reaches 18.1 Miles (Over 20,000 cfs) Santa Margarita River,Lower Reach No Data At This No Data At This Time Large River Reaches A19.2 Miles Time * Information taken from Riverside County Stormwater" Conservation Tracking Tool. ** Exemptions take from Santa Margarita Region Hydromodification Management Plan, May 2014. A.4 Additional Permits/Approvals required for the Project: • Table A.3 Other Applicable Permits • Agency Permit Required State Department of Fish and Game, 1602 Streambed Alteration Agreement ❑Y ® N • State Water Resources Control Board,Clean Water Act Section 401 Water Quality Certification ❑Y ® N • US Army Corps of Engineers,Clean Water Act Section 404 Permit ❑Y ® N • US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion ❑Y ® N • Statewide Construction General Permit Coverage ®Y ❑ N • Statewide Industrial General Permit Coverage ®Y ❑ N • Western Riverside MSHCP Consistency Approval (e.g.,1PR, DBESP) ❑Y ® N • Other(please list in the space below as required) ®Y ❑ N - City of Temecula Building Permit ®Y ❑ N - City of Temecula Grading Permit 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 • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA Section B: Optimize Site Utilization LID Principles) • p � p ) • 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 0 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 lie 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? Existing site drains to MS4 without treatment as part of an existing development. Drainage patterns will be modified to direct runoff towards the proposed LID BMPs. These BMPs will provide treatment to runoff • before discharge to the MS4. Did you identify and protect existing vegetation? If so, how? If not, why? Existing site is an in fill lot that was previously graded for commercial use but that has not been built on • as of yet. Edge conditions include sidewalks and parking installed prior to this project that will remain and • border the site. There is no existing vegetation to protect. • Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Infiltration has not been addressed at the preliminary phase yet,but is anticipated to support bioretention. Did you identify and minimize impervious area? If so, how? If not, why? Yes, impervious was minimized to the maximum extent possible, impervious areas will have runoff ' dispersed to adjacent landscaped areas for treatment before discharging to the MS4 where feasible. • Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes, runoff will be dispersed to adjacent landscaping. lie • -9 • • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA 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 C.1 DMA Classifications • Table CA DMA Classifications • DMA Name or Surface Type(s)s Area(Sq.Ft.) DMA Type • Identification . DMA1-R1 ROOF 9,890 TYPE D—DRAINS TO BMP DMAl-R2 ROOF 542 TYPE D—DRAINS TO BMP • DMA1-IP1 IMPERVIOUS PAVING 1,994 TYPED—DRAINS TO BMP DMA1-IP2 IMPERVIOUS PAVING 701 TYPE D—DRAINS TO BMP • DMA1-IP3 IMPERVIOUS PAVING 104 TYPED—DRAINS TO BMP DMAl-LS1 LANDSCAPE 2,299 TYPE D—DRAINS TO BMP DMAl-L52 LANDSCAPE 575 TYPE D—DRAINS TO BMP DMA1-LS3 LANDSCAPE 133 TYPE D—DRAINS TO BMP . DMA1-BR1 BIORETENTION 2,575 TYPE D—DRAINS TO BMP • DMS-OC MISC. 1,691 TYPEA—SELF TREATING 'Reference Table 2-1 in the WQMP Guidance Document to populate this column • • Table C.2 Type'A',Self-Treating Areas • Table C.2 Type'A',Sett Treating Areas • DMA Name or Area(Sq.Ft.) Stabilization Type Irrigation Type(if any) • Identification • EXISTING DMS-OS 1,691 LANDSCAPING, CONSERVATIVE IMPERVIOUS • PAVING • • • • • • -10- • • • • Preliminary Water Quality Management Plan CWQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA Table C.3 Type'B',Self-Retaining Areas • Self-Retaining Area Type'C' DMAs that are draining to the Self-Retaining A • Area Storm • (square Depth [C]from Table Required Retention Depth • DMA Post-project feet) (inches) CA= (inches) • Name/ID surface type [A] [B] DMA Name/ID [C] ID] • No Self-Retaining Areas Proposed • • [D] = [B] + [B] ' [C] • [A] • Table CA Type'C',Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA o v w °w y a o a w o • c 'E° u z' `w° Z Area(square a t Product feet) Ratio C • 0 [AI [B] [C]=[A)x[B] DMA name/ID [D] [C)/[Dl • No Areas Draining to Self-Retaining Areas Proposed • • 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: • I/ 2 • Impervious Fraction) 1 • (Tributary Area:Self-Retaining Areal • • Table C.5 Type'D',Areas Draining to BMPs Table C.5 Type'D',Areas Draining to BMPs • DMA Name or ID BMP Name or ID • DMA1: Rl-R2, IP1-IP3, LS1—LS3, BRl I BRl . Note:More than one DMA may drain to a single LID BMP, however, one DMA may not drain to more than one BMP. • • • - 11- • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • 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 DA. • 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 • • • • • • • • • • • - 12 - • • • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA it Infiltration Feasibility • • Table DA below is meant to provide a simple means of assessing which DMAs on your site support • Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.3.4. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, • add a row below the corresponding answer. • Table D.1 Infiltration Feasibility • Does the project site... YES NO • ...have any DMAs with a seasonal high groundwater mark shallower than 10 feet? x If Yes,list affected DMAs: • ...have an DMAs located within 100 feet of a water supply well? x If Yes,list affected DMAs: • ...have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater x • could have a negative Impact? If Yes,list affected DMAs: • ...have measured in-situ infiltration rates of less than 1.6 inches/hour? x • If Yes,list affected DMAs: ALL ...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: Ilie 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. • • • • • • • • • • • • • • lie • -13- • 0 • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • 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). • M 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:0.128 acres Type of Landscaping (Conservation Design or Active Turf): Conservation Turf • Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff • might be feasibly captured and stored for irrigation use, Depending on the configuration of • buildings and other impervious areas on the site,you may consider the site as 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:0.304 acres ' Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WCIMP 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: 3.62 • 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: 1.101 acres • Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by • comparing the total area of irrigated landscape (Step 1)to the minimum required irrigated area • (Step 4). • Minimum required irrigated area (Step 4) Available Irrigated Landscape(Step 1) 1.101 acres 0.128 acres • • - 14- • • • Preliminary Water Quality Management Plan CWQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA S 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: w Projected Number of Daily Toilet Users:30(Estimate Employees and Customers) • 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:0.304 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:193 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:59 + 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) • 59 30 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:N/A • - 15 - a • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Step 2: Identify the planned total of all impervious areas on the proposed Project from which runoff might be feasibly captured and stored for the identified non-potable use. Depending on the . configuration of buildings and other impervious areas on the site, you may consider the Project • site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. • Total Area of Impervious Surfaces:N/A Step 3: Enter the Design Storm Depth for the Project site (see Exhibit A) into the left column of Table 2- 5 in Chapter 2 to determine the minimum demand for non-potable uses of stormwater runoff per tributary impervious acre. w Enter the factor from Table 2-3:N/A w Step 4: Multiply the unit value obtained from Step 4 by the total of impervious areas from Step 3 to develop the minimum gpd of non-potable use that would be required. Minimum required use:N/A Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the Project • by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of • toilet users (Step 4). Minimum required non-potable use(Step 4) Projected average daily use (Step 1) N/A N/A • If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment BMPs, unless a site-specific analysis has been completed that demonstrates technical infeasibility as noted in D.3 below. • Irrigation Area Needed: 1.101 acres . Irrigation Area Available: 0.128 acres therefore Irrigation Infeasible Minimum Toilet Users: 59 • Project Toilet Users: 40 therefore Toilet Use Infeasible Other Non-Potable n/a therefore Other Uses Infeasible • Overall, Harvest and Use is infeasible on the project site. • - 16- • • Preliminary Water Quality Management Plan WWQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • D.3 Bioretention and Biotreatment Assessment . Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.3 of the WQMP Guidance • Document are feasible on nearly all development sites with sufficient advance planning. • Select one of the following: + ® LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the Project as noted • below in Section DA • ❑ A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the • technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee with • jurisdiction over the Project site to discuss this option. Proceed to Section E to document your • alternative compliance measures. • 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: • On-site retention is infeasible because Section 9.12.1 of the referenced geotechnical report(provided for reference in Attachment 3)lists `Uncontrolled infiltration of irrigation excess and storm runoff into the • soils can adversely affect the performance of the planned improvements. Saturation of soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change to important engineering properties." • Table D.2 Geotechnical Concerns for Onsite Retention Table • Type of Geotechnical Concern DMAs Feasible(By Name or ID) DMAs Infeasible(By Name or ID) Collapsible Soil • Expansive Soil • Slopes N/A 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. Bioretention 1 4. Biotreatment Compliance) • DMAl—ALL ❑ ❑ I ® I ❑ ❑ 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. • - 17- • • • • Preliminary Water Quality Management Plan [WQMP) • Parcel 3 Office Building • D.6 LID BMP Sizing Parcel 3 of PM 31711, PA • • 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 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 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 • D.4 below to document the DCV and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6.You may add additional rows to the table below • as needed. • • Table D.4 DCV Calculations for LID BMPs DMA 1 Table D.4 DCV Calculations for LID BMPs • DMA • Effective DMA Amos x DMA1—BRI • DMA DMA Post-Project Impervious Runoff Runoff Bioretention Type/1D (SQ-FT) Surface type Fraction,1 Factor Factor • [A] [B] [C] [A]x[C] • DMA1/RI 9,890 ROOF 1.0 0.892 8,822 DMAI/RI 541 ROOF 1.0 0.892 483 DMA1/1P1 1,994 IMPERV PAVING 1.0 0.891 1,778 • DMAI/IP2 701 IMPERV PAVING 1.0 0.892 625 • DMA1/IP3 104 IMPERV PAVING 1.0 0.892 93 • DM41/LS1 2,299 LANDSCAPE 0.1 0.110 254 • DMAI/LS2 575 LANDSCAPE 0.1 0.110 63 Proposed Deslpn DCV, Volume • DMAI/LS3 133 LANDSCAPE 0.1 0.110 15 Storm on Plans • DMA1/BR1 2,575 BIORETENTION 0.1 0.110 284 Depth (cubic (cubic (in) feet) feet) • • 18,813 12,418 0.95 983 3,296 •DMAI-BRS is 2,575 ftz to meet HMP and has an effective depth of 1.28 ft yielding a proposed volume of • 3,296 fta. • • • • • • - 18- • • • • Preliminary Water Quality Management Plan CWQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Each LID BMP must be designed to ensure that the Design Capture Volume (DCV) will be addressed by • the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the 'VBmp • worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the • required VBMP using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee. Complete Table D.5 below to document the • Design Capture Volume and the Proposed Volume for each LID BMP. You can add rows to the table as • needed. Alternatively, the Santa Margarita Hydrology Model (SMRHM) can be used to size LID BMPs to • address the DCV and, if applicable,to size Hydrologic Control BMPs to meet the Hydrologic Performance Standard of the SMR HMP,as identified in Section E. • • Table D.5 LID 8MP Sizing • Table D.S LID BMP Sizing Design proposed • BMP Name/ID DMA No. BMP Type/Description Capture Volume(ft3) • Volume(ft3) DMAI— BR1 DMA1: 111-112, IPl-IP3,LS1- BIORETENTION 983 3,296 • LS3, BRS Section E: Implement Hydrologic Control BMPs and • p • Sediment Supply BMPs • If a completed Table A.2 demonstrates that the project is exempt from HMP Performance Standards, specify N/A of proceed to Section F, if applicable, and Section G. • E.1 Onsite Feasibility of Hydrologic Control BMPs An assessment of the feasibility of implementing onsite Hydrologic Control BMPs is required for all • projects. • Select one of the following: • ®Yes—The implementation of Hydrologic Control BMPs is feasible onsite. (Proceed to Step E.3 and • Step E.4) • Or - • ❑ No—The project site is larger than one acre and the implementation of Hydrologic Control BMPs • is not feasible onsite. (Proceed to Step E.5 and Step FforAlternative Compliance upon approval of • the Technical Feasibility Assessment by the Copermittee) • ❑ No—The project site is smaller than one acre and the implementation of Hydrologic Control BMPs • is not feasible onsite. (Proceed to Step E.2) • If the reasons for infeasibility are different from those listed in Section D.1,describe the technical or spatial reasons that preclude the implementation of onsite Hydrologic Control BMPs. If none, write N/A: N/A • Approval of the condition for infeasibility, if any, is required by the Copermittee. Has the condition for infeasibility been approved by the Copermittee? • El ❑ N ❑ N/A • - 19- • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711,PA • E.2 Meeting the HMP Performance Standard for Small Project Sites • Not applicable per E.1. • 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 E.1 LID&Hydromodification BMP Location • DMA LID BMP Hydrologic Control Combined BMP type • BMP BMP and ID • ® Onsite ® Onsite DMA1: ❑ Partially Onsite ❑ Partially Onsite ® Yes • Rl-R2, IP1-IP3, LS1-LS3, BRS El Offs ite ❑ Offsite ❑ No BIORETENTION • ❑ None Required ❑ None Required 40 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. • ALL DMAs will be routed on-site to the above mentioned infiltration trenches as designated. • 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 Documentfor additional information on SMRHM.You can add rows to the • table as needed. • • • • • -20- • • • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • E.5 Implement Sediment Supply BMPs • The applicant may refer to Section 2.3 of the SMR HMP for a comprehensive description of the • methodology to meet the Sediment Supply Performance Standard. Complete the following steps to determine compliance with the Sediment Supply Performance Standard: • Step 1: Identify if the site is a Significant Source of Bed Sediment Supply to the receiving channel • ® Step 1.A—Is the Bed Sediment of onsite streams similar to that of receiving streams? Rate the similarity: ❑ High • ❑ Medium • ® Low Results from the geotechnical and sieve analysis to be performed both onsite and in the receiving • channel should be documented in Appendix 7. Of particular interest,the results of the sieve analysis, the • soil erodibility factor, a description of the topographic relief of the project area, and the lithology of • onsite soils should be reported in Appendix 7. • ® Step 1.8—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.C—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 1.13—Summary of Step 1 • Summarize in Table E.3 the findings of Step 1 and associate a score (in parenthesis)to each step. The sum • of the three individual scores determines if a stream is a significant contributor to the receiving stream. • • Sum is equal to or greaterthan 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. • • - 21- • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • 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. • o 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) 1 • 1.B ❑ High(3) ❑ Medium (2) ® Low(1) 1 1.0 ❑ High (3) ❑ Medium (2) ® Low(1) 1 • Significant Source Rating of Bed Sediment to the receiving channel(s) 3 • Step 2: Preservation of Identified Onsite Channels • Onsite streams identified as a Significant Source of Bed Sediment should be avoided in the site design. • Check one of the following: • ® The site design does avoid all onsite channels identified as a Significant Source of Bed Sediment (The • applicant may disregard subsequent steps of Section E.5 and directly advance directly to Section F.) • - Or - ❑ 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 ES). • • 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). • • - 22- • • • Preliminary Water Quality Management Plan (WQMP) Parcel 3 Office Building • Parcel 3 of PM 31711, PA 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. Note: The project site has two distinct factors that should provide sufficient evidence to support these answers: 1. The project site was previously graded for the proposed land use, but the only the rough pad • was installed. This means that the sediment transport issues should have been resolved for the • entire site previously. • and • 1. The site currently drains to the curb and gutter of adjacent streets. Curbs and gutters are not • sediment supply channels. -23 - • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Section F: Alternative Compliance • LID BMPs and Hydrologic Control BMPs are expected to be feasible on virtually all projects.Where LID BMPs and/or Hydrologic Control BMPs have been demonstrated to be infeasible as documented in . Section D and/or Section E, respectively, other Treatment Control BMPs or alternative compliance • approaches must be used (subject LID waiver and/or HMP alternative compliance approval by the Copermittee). • In addition, if supporting documentation demonstrates the infeasibility to implement Sediment Supply BMPs onsite (See Section E.5),the applicant may refer to Section F.5. Check one of the following boxes: ® LID Principles, LID BMPs, Hydrologic Control BMPs, and Sediment Supply BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be • completed. • - Or - • ❑ LID Principles and LID BMPs have NOT been incorporated into the site design to fully address the . LID requirements for all Drainage Management Areas AND HMP Performance Standards are not fully addressed in the following Drainage Management Areas. o The following Drainage Management Areas are unable to be addressed using LID BMPs. A site specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Copermittee and included in Appendix 5.The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated.The applicant should complete Section F.1, Section F.2, and Section F.3, as applicable. o A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs • and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have completed the Simplified Technical Feasibility Study.The applicant should complete Section F.5 and/or Section F.6, as • applicable. N/A - Or - ❑ LID Principles and LID BMPs have been incorporated into the site design to fully address the DCV • for all Drainage Management Areas. However, HMP Performance Standards are not fully • addressed in the following Drainage Management Areas.A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have • completed the Simplified Technical Feasibility.The applicant should complete Section F.5 and/or 0 Section F.6, as applicable. llie • N/A • -24- 0 • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA 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 & • that apply) Indicators Compounds Debris Grease • ❑ Detached Residential P N P P N P P P Development Attached Residential • El Development P N P P N P P PI�1 • ® Commercial/Industrial P(a) P PI'I POI P(s) PI'I P P Development ❑ Automotive Repair N P N N P(°•5) N P P Shops • ❑ Restaurants p N N N N N P P (>5,000 ft2) Hillside Development El (>5,000 ft2) P N P P N P P P • ® Parking Lots P(6) P PO) PI'> Plal PO) P P (>5,000 ft2) • ❑ Retail Gasoline Outlets N P N N P N P P • Project Priority Pollutants) El El El ❑ ❑ El El• of Concern • P=Potential N=Not Potential • r'l 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 IJl A potential Pollutant is land use involving animal waste • (4)Specifically petroleum hydrocarbons • (5)Specifically solvents (6)Bacterial indicators are routinely detected in pavement runoff lie • - 25- • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • F.15tormwater Credits Parcel 3 of PM 31711, PA • . 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' • 'Cannot Exceed 50% 'Obtain corresponding dotafrom Table 3-7in the WQMP Guidance Document • • F.2 Sizing Criteria • After you appropriately considered Stormwater Credits for your Project, utilize Table F.3 below to • appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.5 of the WQMP Guidance Document for further information. N/A • • F.3 Treatment Control BMP Selection • N/A • • • F.4 Hydrologic Performance Standard — Alternative Compliance • Approach N/A • • • F.5 Sediment Supply Performance Standard - Alternative Compliance • N/A • • • • • - 26- • • Preliminary Water Quality Management Plan WWQMP) • Parcel 3 Office Building UParcel 3 of PM 31711, PA Section G: Source Control BMPs r 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 GA 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 49 of the site. • Table G.1 Structural and Operational Source Control BMP 0 Potential Sources of Runoff Operational Source Control BMPs Pollutants Structural Source Control BMPs • A. On-site storm drain inlets Please see Appendix 8 Please see Appendix 8 • D1. Need for future indoor& Please see Appendix 8 Please see Appendix 8 • structural pest control D2. Landscape/Outdoor Pesticide Use Please see Appendix 8 Please see Appendix 8 G. Refuse areas Please see Appendix 8 Please see Appendix 8 N. Fire Sprinkler Test Water Please see Appendix 8 Please see Appendix 8 O. Misc. Please see Appendix 8 Please see Appendix 8 • - 27- • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Section H: Construction Plan Checklist Populate Table HA below to assist the plan checker in an expeditious review of your project.The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your • final Project-Specific WQMP. • Table HA Construction Plan Cross-reference . BMP No.or ID BMP Identifier and Description Corresponding Plan Sheet(s) • DMAI—BR1 BBIORETENTIOn 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. • • • • • • • • • • • • • • • -28- • • • • Preliminary Water Quality Management Plan WWQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA � Section I: Operation, Maintenance and Funding g • 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.Awarranty 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: Property Owner • Will the proposed BMPs be maintained by a Homeowners' Association (HOA) or Property Owners • Association (PDA)? • ❑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. • • • • - 29 - • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Acronyms, Abbreviations and Definitions 2010 SMR M34 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 desigrung the required BMPs. • Best Management Defined in 40 CFR 122.2 as schedules of activities, prohibitions of Practice (BMP) Practices, maintenance procedures, and other management practices to prevent or reduce the pollution of waters of the United States. BMPs also include treatment requirements, operating procedures and practices to control plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material . storage. In the case of municipal storm water permits, BMPs are typically used in place of numeric effluent limits. BMP Fact Sheets BMP Fact Sheets are available in the LID BMP Design Handbook. • Individual BMP Fact Sheets include sitting considerations, and • design and sizing guidelines for seven types of structural BMPs (infiltration basin, infiltration trench, permeable pavement, • harvest-and-use, bioretention, extended detention basin, and sand • filter). • California Publisher of the California Stormwater Best Management Practices • Stormwater Quality Handbooks,available at Association (CASQA) www.cabmphandbooks.com. Conventional A type of BMP that provides treatment of stormwater runoff. • Treatment Control Conventional treatment control BMPs, while designed to treat • BMP particular Pollutants, typically do not provide the same level of • volume reduction as LID BMPs, and commonly require more specialized maintenance than LID BMPs. As such, the 2010 SMR • MS4 Permit and this WQMP require the use of LID BMPs wherever • feasible, before Conventional Treatment BMPs can be considered • or 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. • -30- • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA CEQA California Environmental Quality Act- a statute that requires • state and local agencies to identify the significant environmental • impacts of their actions and to avoid or mitigate those impacts, if • feasible. • CIMIS 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 water quality standards and/or is not expected to meet water • quality standards, even after the application of technology based • pollution controls required by the CWA. The discharge of urban • runoff to these water bodies by the Copermittees is significant because these discharges can cause or contribute to violations of 00 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. • -31- • • • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA Drawdown Time Refers to the amount of time the design volume takes to pass • through the BMP. The specified or incorporated drawdown times • are to ensure that adequate contact or detention time has occurred • for treatment,while not creating vector or other nuisance issues. It is important to abide by the drawdown time requirements stated • in the fact sheet for each specific BMP. • Effective Area Area which 1) is suitable for a BMP (for example, if infiltration is • potentially feasible for the site based on infeasibility criteria, • infiltration must be allowed over this area) and 2) receives runoff from impervious areas. • ESA An Environmental Sensitive Area (ESA) designates an area "in • which plants or animals life or their habitats are either rare or • especially valuable because of their special nature or role in an ecosystem and which would be easily disturbed or degraded by • human activities and developments". (Reference: California Public • Resources Code §30107.5). • ET Evapotranspiration(ET) is the loss of water to the atmosphere by the combined processes of evaporation (from soil and plant • surfaces) and transpiration (from plant tissues). It is also an • indicator of how much water crops, lawn, garden, and trees need • for healthy growth and productivity FAR The Floor Area Ratio (FAR) is the total square feet of a building divided by the total square feet of the lot the building is located on. • Flow-Based BMP Flow-based BMPs are conventional treatment control BMPs that • are sized to treat the design flow rate. FPPP Facility Pollution Prevention Plan • HCOC Hydrologic Condition of Concern - Exists when the alteration of a • site's hydrologic regime caused by development would cause • significant impacts on downstream channels and aquatic habitats, • alone or in conjunction with impacts of other projects. HMP Hydromodification Management Plan-Plan defining Performance • Standards for PDPs to manage increases in runoff discharge rates • and durations. • Hydrologic Control BMP to mitigate the increases in runoff discharge rates and BMP durations and meet the Performance Standards set forth in the • HMP. • 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 • • • -32 - • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA 40 Hydromodit7Gation The 2010 SMR MS4 Permit identifies that increased volume, velocity, frequency and discharge duration of storm water runoff • from developed areas has the potential to greatly accelerate • downstream erosion, impair stream habitat in natural drainages, and negatively impact beneficial uses. • 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 MS4 Permit requirements. LID Low Impact Development(LID) is a site design strategy with a goal • of maintaining or replicating the pre-development hydrologic • regime through the use of design techniques. LID site design BMPs • help preserve and restore the natural hydrologic cycle of the site, allowing for filtration and infiltration which can greatly reduce the • volume,peak flow rate,velocity,and pollutant loads of storm water • runoff. • LID BMP A type of stormwater BMP that is based upon Low Impact Development concepts.LID BMPs not only provide highly effective • treatment of stormwater runoff, but also yield potentially • significant reductions in runoff volume-helping to mimic the pre- project hydrologic regime, and also require less ongoing maintenance than Treatment Control BMPs. The applicant may refer to Chapter 2. • LID BMP Design The LID BMP Design Handbook was developed by the • Handbook Copermittees to provide guidance for the planning, design and • maintenance of LID BMPs which may be used to mitigate the water 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 MS4 Permit defines "retain' as to keep or hold in a particular place,condition,or position without discharge to surface • waters. w • • • • -33- • • Preliminary Water Quality Management Plan(WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA 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. 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 avements. LID Retention BMP BMPs to ensure full onsite retention without runoff of the DCV such as infiltration basins, bioretention, chambers, trenches, • permeable pavement and pavers,harvest and reuse. LID Principles Site design concepts that prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre- development hydrologic regime. MEP Maximum Extent Practicable - standard established by the 1987 amendments to the CWA for the reduction of Pollutant discharges from 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. M84 Municipal Separate Storm Sewer System (MS4) is a conveyance or system of conveyances (including roads with drainage systems, • municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county,parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage,industrial wastes,storm water, or other wastes, • including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or • designated and approved management agency under section 208 • of the CWA that discharges to waters of the United States; (ii) Designated or used for collecting or conveying storm water; (iii) Which is not a combined sewer; (iv) Which is not part of the • Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.26. New Development Defined by the 2010 M54 permit as 'Priority Development Projects' Project if the project,or a component of the project meets the categories and • thresholds described in Section 1.1.1. • -34- • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA NPDES National Pollution Discharge Elimination System - Federal program for issuing, modifying, revoking and reissuing, terminating, monitoring and enforcing permits, and imposing and • enforcing pretreatment requirements, under Sections 307, 318,402, ` and 405 of the CWA. NRCS Natural Resources Conservation Service • PDP Priority Development Project - Includes New Development and Redevelopment project categories listed in Section F.l.d(2)of Order • No. R9-2009-0002. . Priority Pollutants of Pollutants expected to be present on the project site and for which Concern a downstream water body is also listed as Impaired under the 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. Project that meets the criteria described in Section 1. Runoff Fund Runoff Funds have not been established by the Copermittees and are not available to the Applicant. • If established, a Runoff Fund will develop regional mitigation . projects where PDPs will be able to buy mitigation credits if it is determined that implementing onsite controls is infeasible. San Diego Regional San Diego Regional Water Quality Control Board - The term • Board "Regional Board", as defined in Water Code section 13050(b), is • intended to refer to the California Regional Water Quality Control Board for the San Diego Region as specified in Water Code Section • 13200. State agency responsible for managing and regulating water quality in the SMR. • SCCWRP Southern California Coastal Water Research Project • • - 35 - • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA 40 Site Design BMP Site design BMPs prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre-development hydrologic regime. • SF Parcels with a zoning classification for a single residential unit. • SMC Southern California Stormwater Monitoring Coalition • SMR The Santa Margarita Region (SMR) represents the portion of the Santa Margarita Watershed that is included within the County of Riverside. . 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 40 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 • dwellin g units. • TMDL Total Maximum Daily Load - the maximum amount of a Pollutant that can be discharged into a waterbody from all sources(point and non-point) and still maintain Water Quality Standards. Under • CWA Section 303(d), TMDLs must be developed for all • waterbodies that do not meet Water Quality Standards after application of technology-based controls. USEPA United States Environmental Protection Agency Volume-Based BMP Volume-Based BMPs applies to BMPs where the primary mode of pollutant removal depends upon the volumetric capacity such as • detention,retention, and infiltrations stems. WQMP Water Quality Management Plan Wet Season The 2010 SMR MS4 Permit defines the wet season from October 1 through April 30. 40 -36- r D D Q X N • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Appendix 1: Maps and Site Plans • Location Map, WQMP Site Plan and Receiving Waters Map • • • • • • • • • • • • • • • • • • • -37 - • • i • • • • • �o • r,� 9 PR CT SITE • �� DE • • .l�y¢OPO fpHAW KNAY 0 • • • VICINITY MAP • • N.T.S. • • • • • • • • • • * foe . . . . . . . . . . . . . . . i. . . . . . . . . . . . . . . . i. 000 REGION 9 BASIN LOCATION AND PATH TO OCEAN _ PECHANGA Y1 N _ l b1 ✓_ �� ��� ��1 4� ! A \ i CREEK .� u �, 1 s�P 1 r /anC 7 1 IMUAw' d'it 11 ..) e j \� • 1 V :1(- 1 x N L neln I( ( .` •r` p1OINlq } ` \ 1 l s� N[MlR w r \ �� _ 4 • I r RIYER E COUNTY `,- ,.- f.�- \ 1 CL� _K._ o y-}� wrww ~ 5nri 6 'coin TZ--.- r hn - �,l�j t 1 � wr} _ �•.f i�i/°.rosy i iS,'Al '4 Y2` � -ter `red! JfJ i 'j a I ^^►1 �— w N, at 1 cr 1 -1/' I '+Y 4k I r c . R'" RI _ �di1`P �{%`• SANTA 1 IT /G esn Rew�t.\ 1� ]T'jy vECHnnen'l _,_ 1 ter.:t- 's r. r rr A Mrd , MARGARITA eef aAVA INU r Yy�.w t esE �L / ihd " RIVER __ all 'I InM. L r Rcs APPROXIMATE San CMmenM , lrxsr ,;s� i �,.�_ r^W i am'P--'"1�-~ SITE LOCATION �lr lrh•1 h'^(� `r `r ;� '.M alYMi65 / ' N 33-29-4.39 den M F. Rod.. _ ww.x wn..i� ;w.1x awo ''�" �XRAP /� •. r - Reo M.y.uw`��....•G�: - W 117-6-9.29 I r hn aeneM /' Ss^ �., _; , 1 robe11 Sloo Reed A a, eJ ,Asyrrw , Y Sen A4wo ibis K rprre r' ®(.��0�1 j r�s:w'• - �' j ^ .: ___-�r�pporsurruu s ouRRY ._CL VEL 0 Nag Fall rwk WWI >ti ��a� I 1.� :I E59 ��BR�N.. _ _ fil fi �• .2_trt�l �4 �..� PAUMA ` ..— e q� t, I i .t' N Al '! u - ✓`,/` I -INONN , AV,+I/ {BESER4ATgN I ' �1 NM e4. 'ALA �y _l ww1 ..=� INOIANww U. y Mu^ Are M1 •C !I I1• .. _ _ y �.. Ili 5 RESERVA�fb P�p..\r Mo ` SANTA 4 Mt4E. APµ rvr 1/ - D 1 Pns A U (d l vl` ( C f e J . . I ,� R]9 _ , JIJ L_ �.._._ MARGARITA --I, ,;.fi / �I "'" 1 R :�^ 1 T.i ,yr i . la i � se Mt,sfp J t � � 'I- � � wm1 LAGOON J 1 / �elN Ni I -� ! h\ n sRnI\L_ I PACIFIC OCEAN • ,Rr R `� �k\C: .( a '* f �* N`� `-f�, SHORELINE ice. R 6 R^ r r „P AW OCEANSIDE J .W" s `� y ^ ea W: f \ J /A1ZtuA /'.n n ` esma De I l.,t,n rI,.rl. YRna A� 2 i 4.:1ry sn. G p. _ n4j s Carlsbad'. on•nM. `1 . 1 ✓ I In. I 902.52 PECHANGA CREEK SANTA MARGARITA HU PECHANGA HA WOLF HSA • • • . . 0 . 00 . 000000 0 . �000 0 . . . . . . . ! • i &. . • • Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS BENEFICIAL USE Hydrologic P F C R B W C W R SInland Surface Waters t' 2Unit Basin MpIG R P E I A O I A PNumber U G N WS O C O R L L R W N R D C R H W 1 2 L M D D E N Santa Margarita River Watershed - continued Temecula Creek 2.51 • • • • • O • • • Temecula Creek 2.52 • • • • • O • • • Pechanga Creek 2.52 • • • • • O • • • Rainbow Creek' 2.23 • • • • • • • • • Rainbow Creek' 2.22 • • • • • • • • • Sandia Canyon 2.22 • • • • • • • • • Walker Basin 2.22 Santa Margarita River 2.21 • • • • • • • • • DeLuz Creek 2.21 • • • • • • • • • • Cottonwood Creek 2.21 • • • • • • • • Camps Creek 2.21 • • • • • • • • • Fern Creek 2.21 • • • • • • • • • Roblar Creek 2.21 • • • • • • • • O'Neill Lake 2.13 See Reservoirs & Lakes - Table 2-4 Santa Margarita River 2.13 • • 1 • • • • • • • io Wood Canyon 2.13 • • • • • • • Santa Margarita River 2.12 • • • • —2222-2 • • • • • Existing Beneficial Use ' Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries. O Potential Beneficial Use ] Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately. ' Rainbow Creek is designated as an impaired water body for total nitrogen and total phosphorus pursuant to Clean Water Act section 303(d). Total Maximum Daily Loads ITMDLsI have been adopted to address these impairments. See Chapter 3, Water Quality Objectives for Biostimulatory Substances and Chapter 4,Total Maximum Daily Loads, Table 2-2 BENEFICIAL USES 2- 25 00096. 00000000000000Or & * * * 00000000 . 00 �. . . • Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS BENEFICIAL USE Hydrologic P F R R B W C W JRW Inland Surface Waters t' 2 Unit Basin M A I R G R P E E I A O I Number U G N O W S O C C O R L L N R D C RH W1 2 L M D D Santa Margarita River Watershed - continued Santa Margarita River 2.11 • • • • • • • • • • Pueblitos Canyon 2.11 • • • • • • • • • Newton Canyon 2.11 *--To I i a i L Santa Margarita Lagoon 2.11 See Coastal Waters - Table 2-3 San Luis Rey River Watershed San Luis Rey River 3.32 • • • • • • • • • • Johnson Canyon 3.32 • • • • • • • • • • San Luis Rey River 3.31 • • • • • • • • • • Canada Aguanga 3.31 • • • • • • • • • • Dark Canyon 3.31 • • • • • • • 1 • • • Bear Canyon 3.31 • • • • • • • • • • Cow Canyon 3.31 • • • • • • • • • • Blue Canyon 3.31 • • • • • • • • • • Rock Canyon 3.31 • • • • • • • • • • Agua Caliente Creek 3.31 • • • • • • j • • • • unnamed Tributary 3.31 • • • • • • • • • • • Canada Agua Caliente 3.31 • • • • • • • • • • • Existing Beneficial Use Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries. ] Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2 - 26 Table 2-3. BENEFICIAL USES OF COASTAL WATERS BENEFICIAL USE Hydrologic R R C B W R A M S W S Unit Basin I N E E 0 1 E I A M Q I P A H Coastal Waters N A C C M 0 S L R A U G W R E Number D V 1 2 M L T D E R A R N M L Pacific Ocean • • • • • • • • • • • • • Dana Point Harbor • • • • • • • • • • • Del Mar Boat Basin • • • • • • • • • • • Mission Bay • • • • • • • • • • • Oceanside Harbor • • • • • • • • • • • San Diego Bay ' 3 • • • • • • • • • • • • • Coastal Lagoons Tijuana River Estuary 11.11 • • • • • • • • • • • Mouth of San Diego River 7.11 • • • • • • • • • • Famosa Slough and Channel 7.11 • • • • • • • • • • Los Penasquitos Lagoon 2 6.10 • • • • • • • • • • San Dieguito Lagoon 5.11 • • • • • • • • • Batiquitos Lagoon 4.51 • • • • • • • • • San Elijo Lagoon 4.61 • • • • • • • • • Agua Hedionda Lagoon 4.31 • • • • • • • • • • • • • Includes the tidal prisms of the Otay and Sweetwater Rivers. Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. 3 The Shelter Island Yacht Basin portion of San Diego Bay is designated as an impaired water body for dissolved copper pursuant to Clean Water Act section 303(d). A Total Maximum Daily Load (TMDL) has been adopted to address this impairment. See Chapter 3, Water Quality Objectives for Pesticides, Toxicity and Toxic Pollutants and Chapter 4, Total Maximum Daily Loads. • Existing Beneficial Use Table 2-3 2 - 52 BENEFICIAL USES 00006. . . . . . . . . . . . . . . . 6. a . . . . . . . . . . . . . . 4. . . 0 Table 2-3. BENEFICIAL USES OF COASTAL WATERS BENEFICIAL USE Hydrologic R R C B W R A M S W S Unit Basin I N E E O 1 E I A M Q I P Number A H Coastal Waters N A C C M 0 S L R A U G W R E D V 1 2 M L T D E R A R N M Coastal Lagoons - continued Buena Vista Lagoons 4.21 • • • 0 • • • • Loma Alta Slough 4.10 • • • • • • Mouth of San Luis Rey River 3.11 • • • • • • Santa Margarita Lagoon 2.11 • • • • • • • • Aliso Creek Mouth 1.13 • • • • • San Juan Creek Mouth 1.27 • • • • • • • San Mateo Creek Mouth 1.40 • • • • • • • • San Onofre Creek Mouth 1.51 • • • • • • • ' Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. • Existing Beneficial Use 0 Potential Beneficial Use Table 2-3 2 - 53 BENEFICIAL USES Table 2-5. BENEFICIAL USES OF GROUND WATERS BENEFICIAL USE Hydrologic M A I P F G Ground Water Unit Basin U G N R R W Number N R D 0 H R SANTA MARGARITA HYDROLOGIC UNIT 2.00 Ysidora HA 2 2.10 0 0 0 DeLuz HA 2.20 0 0 Murrieta HA 2.30 40 0 0 0 Auld HA 2.40 0 0 Pechanga HA 2.50 Wilson HA 0 p Cave Rocks HA 2.70 0 0 Aguanga HA 2.80 0 0 Oakgrove HA 2.90 2 These beneficial uses do not apply westerly of the right-of-way of Interstate 5 and this area is excepted from the sources of drinking water policy. The beneficial uses for the remainder of the hydrologic area are as shown. • Existing Beneficial Use O Potential Beneficial Use Table 2-5 BENEFICIAL USES 2 - 58 • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Appendix 2: Construction Plans • Grading and Drainage Plans 0 0 • - 38- D 70 CL X N • • D Q X W • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA r Appendix 3: Soils Information • Geotechnical Study and Other Infiltration Testing Data • • • • • • • • • • • • • • • • • • • • -39 - • Earth Straw Geotechnical Services, Inc. G�rarAd3cvl�;;Enn�rurfmreucdJn�eil.$t raY�g vr4,tfiati�t�u,yt; April 5, 2018 Project No. 171960-10A Mr.Tal Jergensen 550 East Latham Ave., Suite 3 Hemet, CA 92543 Subject: Preliminary Geotechnical Interpretive Report, Proposed Medical Building Addition, Assessor's Parcel Number 959-050-014, Lot 3 of Parcel Map 31711, Located at 43980 Margarita Road,City of Temecula, Riverside County,California Earth Strata Geotechnical Services is pleased to present our preliminary geotechnical interpretive report for tiie proposed medical building addition, Assessor's Parcel Number 959-050-014, Lot 3 of Parcel Map 31711, located at 43980 Margarita Road in the City of Temecula, Riverside County, California. This work was performed in accordance with the scope of work described in our proposal, dated March 20, 2018. The purpose of this study is to evaluate the nature,distribution,engineering properties,and geologic strata underlying the site with respect to the proposed development. • Earth Strata Geotechnical Services appreciates the opportunity to offer our consultation and advice on this project. In the event that you have any questions,please do not hesitate to contact the undersigned at your earliest convenience. Respectfully submitted, EARTH STRATA GEOTECHNIICAL SERVICES R�pFESS/p r`xGqAEG R1Nc t a VVO ` 4 a No.2550 N LLI 19 N0. 692 C m U Exp, 61301j1 Stephen M. Poole, PE, GE R VO �" Aar n G.Wood, PG, CEG * Principal Engineer %o7ECNN 00 * Principal Geologist �T9 ��� 4 O'CAIJf TF CF C A,�>FC? SMP/snj/ew Distribution: (2) Addressee 42184 REMINGTON AVENUE,TEMECULA, CA 92590 951-397-8315, ESGSINC.COM Section TABLE OF CONTENTS Paee INTRODUCTION....................................................................................................................................................l SITEDESCRIPTION...............................................................................................................................................I PROPOSED DEVELOPMENT AND GRADING.................................................................................................I FIELD EXPLORATION AND LABORATORY TESTING......................................................................................3 FieldExploration..............................................................................................................................................3 LaboratoryTesting..........................................................................................................................................3 FINDINGS................................................................................................................................................................3 RegionalGeology..............................................................................................................................................3 LocalGeology....................................................................................................................................................4 Faulting..............................................................................................................................................................4 Landslides..........................................................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS.......................................................................................................6 General...............................................................................................................................................................6 Earthwork..........................................................................................................................................................6 Earthworkand Grading..............................................................................................................................6 Clearingand Grubbing................................................................................................................................6 ExcavationCharacteristics.........................................................................................................................6 Groundwater.................................................................................................................................................7 Ground Preparation for Fill Areas............................................................................................................7 • Oversize Rock ...............................................................................................................................................7 CompactedFill Placement..........................................................................................................................7 ImportEarth Materials...............................................................................................................................8 Cut/Fill Transitions.....................................................................................................................................9 CutAreas........................................................................................................................................................9 Shrinkage, Bulking and Subsidence.........................................................................................................9 GeotechnicalObservations ......................................................................................................................10 PostGrading Considerations.......................................................................................................................10 Slope Landscaping and Maintenance.....................................................................................................10 SiteDrainage...............................................................................................................................................10 UtilityTrenches..........................................................................................................................................10 SEISMIC DESIGN CONSIDERATIONS................................................................................................................I GroundMotions..............................................................................................................................................I I SecondarySeismic Hazards .........................................................................................................................12 Liquefaction and Lateral Spreading...........................................................................................................12 General.............................................................................................................................................................13 AllowableBearing Values.............................................................................................................................13 Settlement........................................................................................................................................................13 LateralResistance..........................................................................................................................................13 Structural Setbacks and Building Clearance ............................................................................................14 FoundationObservations.............................................................................................................................15 ExpansiveSoil Considerations ....................................................................................................................16 Very Low Expansion Potential (Expansion Index of 20 or Less) ......................................................16 • Post Tensioned Slab/Foundation Design Recommendations...............................................................16 Corrosivity.......................................................................................................................................................17 EARTH STRATA GEOTECHNICAL SERVICES Page i April 5, 2018 Project No. 171960-10A RETAININGWALLS.............................................................................................................................................18 SActive and At-Rest Earth Pressures............................................................................................................18 SubdrainSystem.............................................................................................................................................19 TemporaryExcavations................................................................................................................................19 RetainingWall Backfill .................................................................................................................................19 CONCRETEFLATWORK.....................................................................................................................................20 Thicknessand Joint Spacing........................................................................................................................20 SubgradePreparation...................................................................................................................................20 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES .........................................................................20 REPORTLIMITATIONS......................................................................................................................................21 Attachments: Figure 1 - Vicinity Map (Page 2) Figure 2 - Regional Geologic Map (Page 5) APPENDIX A- References (Rear of Text) APPENDIX B - Exploratory Logs (Rear of Text) APPENDIX C - Laboratory Procedures and Test Results (Rear of Text) APPENDIX D - Seismicity(Rear of Text) APPENDIX E - Liquefaction Analysis (Rear of Text) APPENDIX F- General Earthwork and Grading Specifications (Rear of Text) Plate 1 - Geotechnical Map (In Pocket) • • EAIRL'FIHl STIILA"CA GEOI ECIHN)ICAL SEI&VIKES Page ii April 5, 2018 Project No. 171960-10A • INTRODUCTION Earth Strata Geotechnical Services is pleased to present our preliminary geotechnical interpretive report for the proposed development. The purpose of this study was to evaluate the nature, distribution, engineering properties,and geologic strata underlying the site with respect to the proposed development, and then provide preliminary grading and foundation design recommendations based on the plans you provided. The general location of the subject property is indicated on the Vicinity Map, Figure 1. The plans you provided were used as the base map to show geologic conditions within the subject site, see Geotechnical Map, Plate 1. SITE DESCRIPTION The subject property is located at 43980 Margarita Road in the City of Temecula, Riverside County, California. The approximate location of the site is shown on the Vicinity Map, Figure 1. The subject property is comprised of approximately 1.05 acres of partially developed land. Topographic relief at the subject property is relatively low with the terrain being generally flat. Elevations at the site is approximately 1,070 feet above mean sea level(msl). Drainage within the subject property generally Flows to the southwest. The site is currently bordered by commercial and residential development. Most of the vegetation on the site consists of sparse amounts of annual weeds/grasses, along with small to large trees bordering the northeast portion of the subject site. • PROPOSED DEVELOPMENT AND GRADING The proposed commercial development is expected to consist of concrete, wood or steel framed one- and/or two-story structures utilizing slab on grade construction with associated streets, landscape areas, and utilities. The current development plans include one (1) building pad. The plans provided by you were utilized in our exploration and form the base for our Geotechnical Map, Plate 1. • EAIR ,TIHI S"FIKA" A rGEOIFECIHINIICAL SERVICES 1 April 9, 2018 Project Number 171621-10A NR} V Y � .GRSN9 a r , 171960 Proposed Medical Building Additionp Approximate Site Location Nc- Av a Y t ryypppp pyNg r , 'tlxrEatn__ ' "tD 2007 DeLorme(www.delonnamm)Topo USA" PROPOSED MEDICAL BUILDING ADDITION • Earth Strata Geotechnical Services, In,.s 171960 l0A i VICINITY M A P SCALE 1:40,625 I Geotechmcal,Environmental and A(atenaU Terting Coresuhnnv .._ascsl.�cmm/95; 1v)-xJlS; APR 2018 FIGURE 1 • Field Exploration FIELD EXPLORATION AND LABORATORY TESTING Subsurface exploration within the subject site was performed on March 31, 2018 for the exploratory excavations. A truck mounted hollow-stem-auger drill rig was utilized to drill two (2) borings throughout the site to a maximum depth of 51.5 feet. An underground utilities clearance was obtained from Underground Service Alert of Southern California, prior to the subsurface exploration. Earth materials encountered during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing,exploratory logs and sample descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487, Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively undisturbed samples of earth materials for laboratory testing and analysis. The relatively undisturbed samples were obtained with a 3 inch outside diameter modified California split-spoon sampler lined with 1-inch-high brass rings. Samples obtained using a hollow stem auger drill rig, were mechanically driven with successive 30 inch drops of a 140-pound automatic trip safety hammer. The blow count per one-foot increment was recorded in the boring logs. The central portions of the driven samples were placed in sealed containers and transported to our laboratory for testing and analysis. The approximate exploratory locations are shown on Plate 1 and descriptive logs are presented in Appendix B. • Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, sieve analysis, pH, resistivity, sulfate content, chloride content, and in-situ density/moisture content were determined for selected undisturbed and bulk samples of earth materials, considered representative of those encountered. An evaluation of the test data is reflected throughout the Conclusions and Recommendations section of this report. A brief description of laboratory test criteria and summaries of test data are presented in Appendix C. FINDINGS Regional Geology Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by northwest trending steep mountain ranges separated by sediment filled elongated valleys. The dominant structural geologic features reflect the northwest trend of the province. Associated with and subparallel to the San Andreas Fault are the San Jacinto Fault, Newport-Inglewood, and the Whittier-Elsinore Fault. The Santa Ana Mountains abut the west side of the Elsinore Fault while the Perris Block forms the other side of the fault zone to the east. The Perris Block is bounded to the east by the San Jacinto Fault. The northern perimeter of the Los Angeles basin forms part of a northerly dipping blind thrust fault at the boundary between the Peninsular Ranges Province and the Transverse Range Province. • EARTH STRATA GEOTECIHINIICAL SEIRVIICES 3 April 5, 2018 Project Number 171960-10A The mountainous regions within the Peninsular Ranges Province are comprised of Pre-Cretaceous, • metasedimentary, and metavolcanic rocks along with Cretaceous plutonic rocks of the Southern California Batholith. The low lying areas are primarily comprised of Tertiary and Quaternary non-marine alluvial sediments consisting of alluvial deposits,sandstones,claystones, siltstones, conglomerates,and occasional volcanic units. A map illustrating the regional geology is presented on the Regional Geologic Map, Figure 2. Local Geology The earth materials on the site are primarily comprised of artificial fill and Quaternary alluvial materials. A general description of the dominant earth materials observed on the site is provided below: Artificial Fill. Undocumented (map symbol Afu): Undocumented artificial fill materials were encountered throughout the site within the upper 6 to 7 feet during exploration. These materials are typically locally derived from the native materials and consist generally of brown to dark brown silty sand. • Quaternary Young Alluvial Flood Plain Deposits malsymbol Qya): Quaternary young alluvial flood plain deposits were encountered beneath the undocumented artificial fill to the full depth of exploration. These young alluvial deposits consist predominately of interlayered light brown to gray brown, fine to coarse grained poorly-graded sand with varying amounts of silt and clay. These deposits were generally noted to be in a slightly moist to saturated, medium dense to very dense state. • Faulting The project is located in a seismically active region and as a result, significant ground shaking will likely impact the site within the design life of the proposed project. The geologic structure of the entire southern California area is dominated by northwest-trending faults associated with the San Andreas Fault system, which accommodates for most of the right lateral movement associated with the relative motion between the Pacific and North American tectonic plates. Known active faults within this system include the Newport-Inglewood,Whittier-Elsinore, San Jacinto and San Andreas Faults. No active faults are known to project through the site and the site is not located within an Alquist-Priolo Earthquake Fault Zone, established by the State of California to restrict the construction of new habitable structures across identifiable traces of known active faults. An active fault is defined by the State of California as having surface displacement within the past 11,000 years or during the Holocene geologic time period. Based on our mapping of the subject site, review of current and historical aerial imagery, lack of lineaments indicative of active faulting,and the data compiled during the preparation of this report, it is our interpretation that the potential for surface rupture to adversely impact the proposed structures is very low to remote. Based on our review of regional geologic maps and applicable computer programs (USGS 2008 Interactive Deaggregation, Caltrans ARS online, and USGS Earthquake Hazard Programs), the Elsinore Fault with an approximate source to site distance of 1.61 kilometers is the closest known active fault anticipated to produce the highest ground accelerations,with an anticipated maximum modal magnitude of 7.7.A list of • EAR FHI SIFI[L161f A CEO FECJHNIICAL SEIKVIICE6 4 April S, 2018 Project Number 171960-10A '1�4 174k % q Addition 4d 960 Ad 17 Proposed Medical Building Addition % r Approximate Site Location 7,-L7 5-3- 4— E: L r F :2 101 :> x 7 50;A �4- T� 3 U LEGEND Ix Depos Qya Young Alluvial Flood-Plain r7 K P-- , .7 3L REFERNCES:Morton, D.M , Hauser,Rachel M.,and Ruppert,KellyR.,2004,Preliminary Digital Geologic Map of the Oceanside 30'x 60'Quadrangle, 1wouthern California,Version 2.0:U.S.Geological Survey Open-File Report 99-0172. 9)2007 DeLorme(www.delorme.com)Topo USA®". I -Forth Strata Geotechnical Services, Inc. PROPOSED MEDICAL BUILDING ADDITION 1171960-10A REGIONAL GEOLOGIC MAP SCALE 1:40,625 v7-9315 APR 2018 FIGURE 2 faults as well as a list of significant historical seismic events within a 100km radius of the subject site are • included in Appendix D. Landslides Landslide debris was not observed during our subsurface exploration and no ancient landslides are known to exist on the site. No landslides are known to exist, or have been mapped, in the vicinity of the site. Geologic mapping of the site conducted during our investigation, and review of aerial imagery of the site, reveal no geomorphic expressions indicative of landsliding. CONCLUSIONS AND RECOMMENDATIONS General From geotechnical and engineering geologic points of view, the subject property is considered suitable for the proposed development, provided the following conclusions and recommendations are incorporated into the plans and are implemented during construction. Earthwork Earthwork and Grading The provisions of the 2016 California Building Code (CBC), including the General Earthwork and • Grading Specifications in the last Appendix of this report, should be applied to all earthwork and grading operations, as well as in accordance with all applicable grading codes and requirements of the appropriate reviewing agency. Unless specifically revised or amended herein, grading operations should also be performed in accordance with applicable provisions of our General Earthwork and Grading Specifications within the last appendix of this report. Clearing and Grubbing Vegetation including trees, grasses, weeds, brush, shrubs, or any other debris should be stripped from the areas to be graded and properly disposed of offsite. In addition, laborers should be utilized to remove any roots, branches, or other deleterious materials during grading operations. Earth Strata Geotechnical Services should be notified at the appropriate times to provide observation and testing services during Clearing and Grubbing operations. Any buried structures or unanticipated conditions should be brought to our immediate attention. Excavation Characteristics Based on the results of our exploration and experience with similar projects in similar settings, the near surface earth materials, will be readily excavated with conventional earth moving equipment. EARTH STIiiATA GEOTECIH MICAL SERVICES 6 April 5, 2018 Project Number 171960-10A Groundwater • Groundwater was observed in Boring B-1 at a depth of 42 feet below existing grade. It should be noted that localized groundwater could be encountered during grading due to the limited number of exploratory locations or other factors. Ground Preparation for Fill Areas For each area to receive compacted fill, the removal of low density, compressible earth materials, such as upper alluvial materials and undocumented artificial fill, should continue until firm competent alluvium is encountered. Removal excavations are subject to verification by the project engineer, geologist or their representative. Prior to placing compacted fills, the exposed bottom in each removal area should be scarified to a depth of 6 inches or more, watered or air dried as necessary to achieve near optimum moisture conditions and then compacted to a minimum of 90 percent of the maximum dry density determined by ASTM D 1557. The intent of remedial grading is to diminish the potential for hydro-consolidation,slope instability, and/or settlement. Remedial grading should extend beyond the perimeter of the proposed structures a horizontal distance equal to the depth of excavation or a minimum of 5 feet, whichever is greater. For cursory purposes the anticipated removal depths are shown on the enclosed Geotechnical Map, Plate 1. In general, the anticipated removal depths should vary from 10 to 12 feet below existing grade. • Wet Removals Wet alluvial materials will probably not be encountered within the low lying areas of the site. If removals of wet alluvial materials are required, special grading equipment and procedures can greatly reduce overall costs. Careful planning by an experienced grading contractor can reduce the need for special equipment, such as swamp cats, draglines, excavators, pumps, and top loading earthmovers. Possible solutions may include the placement of imported angular rock and/or geotextile ground reinforcement. More specific recommendations can be provided based on the actual conditions encountered. Drying or mixing of wet materials with dry materials will be needed to bring the wet materials to near optimum moisture prior to placing wet materials into compacted fills. Oversize Rock Oversize rock is not expected to be encountered during grading. Oversize rock that is encountered (i.e., rock exceeding a maximum dimension of 12 inches) should be disposed of offsite or stockpiled onsite and crushed for future use. The disposal of oversize rock is discussed in greater detail in General Earthwork and Grading Specifications within the last appendix of this report. Compacted Fill Placement Compacted fill materials should be placed in 6 to 8 inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content and then compacted to a • minimum of 90 percent of the maximum dry density determined by ASTM D 1557. EARTH[ STRATA GEOTECIHN11CAL SERVICES 7 April 5, 2018 Project Number 171960-10A • Import Earth Materials Should import earth materials be needed to achieve final design grades, all potential import materials should be free of deleterious/oversize materials, non-expansive, and approved by the project geotechnical consultant prior to delivery onsite. Fill Slopes When properly constructed, fill slopes up to 10 feet high with inclinations of 2:1 (h:v) or flatter are considered to be grossly stable. Keyways are required at the toe of all fill slopes higher than 5 feet and steeper than 5:1 (h:v). Keyways should be a minimum of 10 feet wide and 2 feet into competent earth materials,as measured on the downhill side. In order to establish keyway removals, backcuts should be cut no steeper than 1:1 or as recommended by the geotechnical engineer or engineering geologist. Compacted fill should be benched into competent earth materials. Cut Slopes When properly constructed,cut slopes into older alluvium up to 10 feet high with inclinations of 2:1 (h:v) or Flatter are considered grossly stable. Cut slopes should be observed by the engineering geologist or his representative during grading, but are anticipated to be stable. Stabilization Fills • Currently, stabilization fills will not be required for cut slopes in the alluvium. Our engineering geologist or his representative should be called to evaluate all slopes during grading. In the event that unfavorable geologic conditions are encountered, recommendations for stabilization fills or Flatter slopes will be provided. Fill Over Cut Slopes The fill portion of fill over cut slopes should not be constructed until the cut portion of the slope has been cut to finish grade. The earth materials and geologic structure exposed along the cut slope should be evaluated with regard to suitability for compacted fills or foundations and for stability. If the cut materials are determined to be competent,then the construction of the keyway and subdrain system may commence or additional remedial recommendations will be provided. Temporary Backcuts It is the responsibility of the grading contractor to follow all Cal-OSHA requirements with regard to excavation safety. Where existing developments are upslope, adequate slope stability to protect those developments must be maintained. Temporary backcuts will be required to accomplish removals of unsuitable materials and possibly, to perform canyon removals, stabilization fills, and/or keyways. Backcuts should be excavated at a gradient of 1:1 (h:v) or flatter. Flatter backcuts may be required where geologic structure or earth materials are unfavorable. It is imperative that grading schedules minimize the exposure time of the unsupported excavations. All excavations should be stabilized within 30 days of initial excavation. EARTH S"FIibAIFA GEOTECIf N)ICAL SE11MICES 8 April 5, 2018 Project Number 171960-10A Cut/Fill Transitions Cut/fill transitions should be eliminated from all building areas where the depth of fill placed within the "fill" portion exceeds proposed footing depths. This is to diminish distress to structures resulting from excessive differential settlement. The entire foundation of each structure should be founded on a uniform bearing material. This should be accomplished by overexcavating the "cut" portion and replacing the excavated materials as properly compacted fill. Refer to the following table for recommended depths of overexcavation. DEPTH QF F[LL Mill" ortion DEPTH QF O.I ER_EXCAYATIQN scut" or[iom Up to 5 feet Equal Depth 5 to 10 feet 5 feet Greater than 10 feet One-half the thickness of fill placed on the"fill" portion 10 feet maximum Overexcavation of the "cut" portion should extend beyond the building perimeter a horizontal distance equal to the depth of overexcavation or a minimum of 5 feet, whichever is greater. Cut Areas In cut areas, an area a minimum of 5 feet beyond the footprint of the proposed structures should overexcavated until; competent bottoms are achieved; to a minimum 3 feet below the proposed foundations; or per the Overexcavation Table above; (whichever is greater) and replaced with • compacted fill. Final determination of areas that require overexcavation should be determined in the field by a representative of Earth Strata Geotechnical Services. Shrinkage. Bulking and Subsidence Volumetric changes in earth material quantities will occur when poorly consolidated earth materials are replaced with properly compacted fill. Estimates of the percent shrinkage/bulking factors for the various geologic units observed on the subject property are based on in-place densities and on the estimated average percent of relative compaction achieved during grading. El 1 1 UNIT SHRINIUIGE Artificial Fill 5 to 10 Alluvium 10 to 15 Subsidence from scarification and recompaction of exposed bottom surfaces is expected to be negligible to approximately 0.01 foot. The estimates of shrinkage/bulking and subsidence are intended as an aid for project engineers in determining earthwork quantities. Since many variables can affect the accuracy of these estimates, they should be used with caution and contingency plans should be in place for balancing the project. • EAIRLTFHi S'1rR.A"IrA GEO'IFECHINICAL SERV110ES 9 April 5, 2018 Project Number 171960-10A Geotech nical Observations • Clearing operations, removal of unsuitable materials, and general grading procedures should be observed by the project geotechnical consultant or his representative. No compacted fill should be placed without observations by the geotechnical consultant or his representative to verify the adequacy of the removals. The project geotechnical consultant or his representative should be present to observe grading operations and to check that minimum compaction requirements and proper lift thicknesses are being met, as well as to verify compliance with the other recommendations presented herein. Post Grading Considerations Slope Landscaping and Maintenance Adequate slope and building pad drainage is essential for the long term performance of the subject site. The gross stability of graded slopes should not be adversely affected, provided all drainage provisions are properly constructed and maintained. Engineered slopes should be landscaped with deep rooted, drought tolerant maintenance free plant species, as recommended by the project landscape architect. Site Drainage • Control of site drainage is important for the performance of the proposed project. Roof gutters are recommended for the proposed structures. Pad and roof drainage should be collected and transferred to driveways,adjacent streets,storm-drain facilities, or other locations approved by the building official in non-erosive drainage devices. Drainage should not be allowed to pond on the pad or against any foundation or retaining wall. Drainage should not be allowed to flow uncontrolled over any descending slope. Planters located within retaining wall backfill should be sealed to prevent moisture intrusion into the backfill. Planters located next to structures should be sealed to the depth of the footings. Drainage control devices require periodic cleaning, testing and maintenance to remain effective. At a minimum, pad drainage should be designed at the minimum gradients required by the CBC. To divert water away from foundations, the ground surface adjacent to foundations should also be graded at the minimum gradients required per the CBC. Utility Trenches All utility trench backfill should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density determined by ASTM D 1557. For utility trench backfill within pavement areas the upper 6 inches of subgrade materials should be compacted to 95 percent of the maximum dry density determined by ASTM D 1557. This includes within the street right-of-ways, utility easements, under footings, sidewalks, driveways and building floor slabs, as well as within or adjacent to any slopes. Backfill should be placed in approximately 6 to 8 inch maximum loose lifts and then mechanically compacted with a hydro-hammer, rolling with a sheepsfoot, pneumatic • EAIR-I[IHI STIKA"rA GEOTECIHN)ICAL SERVICES 10 April 5, 2018 Project Number 171960-10A tampers, or similar equipment. The utility trenches should be tested by the project geotechnical • engineer or their representative to verify minimum compaction requirements are obtained. In order to minimize the penetration of moisture below building slabs, all utility trenches should be backfilled with compacted fill, lean concrete or concrete slurry where they undercut the perimeter foundation. Utility trenches that are proposed parallel to any building footings (interior and/or exterior trenches), should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the footing. SEISMIC DESIGN CONSIDERATIONS Ground Motions Structures are required to be designed and constructed to resist the effects of seismic ground motions as provided in the 2016 California Building Code Section 1613. The design is dependent on the site class, occupancy category 1, II, III, or IV, mapped spectral accelerations for short periods (Ss), and mapped spectral acceleration for a 1-second period (Si). In order for structural design to comply with the 2016 CBC, the USGS"US Seismic Design Maps"online tool was used to compile spectral accelerations for the subject property based on data and maps jointly compiled by the United States Geological Survey (USGS) and the California Geological Survey (CGS). The data found in the following table is based on the Maximum Considered Earthquake(MCE) with 5%damped ground motions having a 2%probability of being exceeded in 50 years (2,475 year return period). • The seismic design coefficients were determined by a combination of the site class, mapped spectral accelerations, and occupancy category. The following seismic design coefficients should be implemented during design of the proposed structures. Summaries of the Seismic Hazard Deaggregation graphs and test data are presented in Appendix D. SWARNMOM 2016 CBC FACTOR Site Location Latitude: 33.484567' (North) Longitude: -117.10257" est Site Class D Mapped Spectral Accelerations for short periods,Ss 1.883 Mapped Spectral Accelerations for 1-Second Period,S1 0.764 Maximum Considered Earthquake Spectral Response 1.883 Acceleration for Short Periods,Sms Maximum Considered Earthquake Spectral Response 1.147 Acceleration for 1-Second Period,Sml Design Spectral Response Acceleration for Short 1.255 Periods,SDs Design Spectral Response Acceleration for 1-Second 0.764 Period,SDI Seismic Design Category E Importance Factor Based on Occupancy Category 11 • E/tlEz [']HI S1[IRATA GE IFECIHINIICAL SEIIBVIICES 11 April 5, 2018 Project Number 171960-10A We performed the probabilistic seismic hazard assessment for the site in accordance with the 2016 CBC, • Section 1803.5.11 and 1803.5.12. The probabilistic seismic hazard maps and data files were jointly prepared by the United States Geological Survey(USGS) and the California Geological Survey(CGS) and can be found at the CGS Probabilistic Seismic Hazards Mapping Ground Motion Page. Actual ground shaking intensities at the site may be substantially higher or lower based on complex variables such as the near source directivity effects, depth and consistency of earth materials, topography, geologic structure, direction of fault rupture, and seismic wave reflection, refraction, and attenuation rates. The mean peak ground acceleration was calculated to be 0.772g. Secondary Seismic Hazards Secondary effects of seismic shaking considered as potential hazards include several types of ground failure as well as induced flooding. Different types of ground failure, which could occur as a consequence of severe ground shaking at the site, include landslides, ground lurching, shallow ground rupture, and liquefaction/lateral spreading. The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults, topography, the state of subsurface earth materials, groundwater conditions, and other factors. Based on our experience, subsurface exploration, and laboratory testing, all of the above secondary effects of seismic activity are considered unlikely. Seismically induced flooding is normally a consequence of a tsunami (seismic sea wave), a seiche (i.e., a wave-like oscillation of surface water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention system up gradient of the site. Since the site is at an elevation of more than 1,070 feet above mean sea level and is located more than 20 miles inland from the nearest • coastline of the Pacific Ocean, the potential for seismically induced flooding due to a tsunami is considered nonexistent. Since no enclosed bodies of water lie adjacent to or up gradient of the site, the likelihood for induced flooding due to a dam failure or a seiche overcoming the dam's freeboard is considered nonexistent. Liquefaction and Lateral Spreading Liquefaction occurs as a result of a substantial loss of shear strength or shearing resistance in loose, saturated, cohesionless earth materials subjected to earthquake induced ground shaking. Potential impacts from liquefaction include loss of bearing capacity, liquefaction related settlement, lateral movements, and surface manifestation such as sand boils. Seismically induced settlement occurs when loose sandy soils become denser when subjected to shaking during an earthquake. The three factors determining whether a site is likely to be subject to liquefaction include seismic shaking, type and consistency of earth materials, and groundwater level. The proposed structures will be supported by compacted fill and competent alluvium, with groundwater at a depth of approximately 42 feet. As such, the potential for earthquake induced liquefaction and lateral spreading beneath the proposed structures is considered very low to remote due to the recommended compacted fill, relatively low groundwater level, and the dense nature of the deeper onsite earth materials. Liquefaction analyses were performed for the existing un-graded and graded conditions, using a conservative groundwater level of 5 feet to represent the historic high groundwater level. The analyses of post graded conditions determined that potentially liquefiable earth materials were encountered in Boring B-1, from 9 to 32 and at 46 to 50 feet. According to Fig. 10 of Ishihara (1995) liquefaction should not • manifest itself at the surface, due to the recommended grading,the depth of the liquefiable earth materials, EI#RTHI S7FIKA"FA GEO• FEGIi NJICAL SEIk'NIICES 12 April 5, 2018 Project Number 171960-10A • and the volume of overburden materials above the liquefiable zone. We estimate that dynamic settlement of sands due to liquefaction will be on the order of 4.6 inches. The liquefaction potential and dynamic settlement of sands analyses are included within the appendices of this report. In order to mitigate the dynamic settlement, either a mat foundation should be used, or three layers of geogrid should be placed within the compacted fill. The geogrid should consist of Miragrid 5XT or equivalent and should be placed at the bottom of the over-excavation at 11 to 12 feet below existing grade. The additional two layers of geogrid should be placed at 2-foot intervals above the bottom layer. TENTATIVE FOUNDATION DESIGN RECOMMENDATIONS General Provided grading is performed in accordance with the recommendations of this report, shallow foundations are considered feasible for support of the proposed structures. Tentative foundation recommendations are provided herein and graphic presentations of relevant recommendations may also be included on the enclosed map. Allowable Bearing Values An allowable bearing value of 2,000 pounds per square foot (psf) is recommended for design of 24-inch square pad footings and 12-inch-wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional 1-foot of • width and/or depth to a maximum value of 2,500 psf. Recommended allowable bearing values include both dead and frequently applied live loads and may be increased by one third when designing for short duration wind or seismic forces. Settlement Based on the settlement characteristics of the earth materials that underlie the building sites and the anticipated loading, we estimate that the maximum total settlement of the footings will be less than approximately 3/4 inch. Differential settlement is expected to be about Yz inch over a horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. It is anticipated that the majority of the settlement will occur during construction or shortly after the initial application of loading. The above settlement estimates are based on the assumption that the grading and construction are performed in accordance with the recommendations presented in this report and that the project geotechnical consultant will observe or test the earth material conditions in the footing excavations. Lateral Resistance Passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to establish lateral bearing resistance for footings. For areas coved with hardscape, passive earth pressure may be taken from the surface. For areas without hardscape, the upper 12 inches of the soil profile must be neglected when calculating passive earth pressure. A coefficient of friction of 0.36 times the dead load forces may be used between concrete and the supporting earth materials to determine lateral sliding • resistance. The above values may be increased by one-third when designing for short duration wind or EARTH STRATA GEOTEC HiMICAL SEir VICES 13 April 5, 2018 Project Number 171960-10A seismic forces. When combining passive and friction for lateral resistance, the passive component should • be reduced by one third. In no case shall the lateral sliding resistance exceed one-half the dead load for clay, sandy clay, sandy silty clay, silty clay,and clayey silt. The above lateral resistance values are based on footings for an entire structure being placed directly against either compacted fill or competent alluvium. Structural Setbacks and Building Clearance Structural setbacks are required per the 2016 California Building Code (CBC). Additional structural setbacks are not required due to geologic or geotechnical conditions within the site. Improvements constructed in close proximity to natural or properly engineered and compacted slopes can, over time, be affected by natural processes including gravity forces,weathering,and long term secondary settlement. As a result, the CBC requires that buildings and structures be setback or footings deepened to resist the influence of these processes. For structures that are planned near ascending and descending slopes, the footings should be embedded to satisfy the requirements presented in the CBC, Section 1808.7 as illustrated in the following Foundation Clearances from Slopes diagram. • • EAl(>s"]fIH( SIFIRLAI A GEOIFECHIMICAL SEf VIKES 14 April 5, 2018 Project Number 171960-10A FOUNDATION CLEARANCES FROM SLOPES • 2016 CALIFORNIA BUILDING CODE EariW-- Strata, Inc. BUILDING SETBACK DIMENSIONS �erra,scwe.amv mwv.mrm man FI�01 wn writtnrvorm E%L®�O FffTMM1% F�M H wx wrr+�e wrEu@n uFtt��,u / mea When determining the required clearance from ascending slopes with a retaining wall at the toe,the height of the slope shall be measured from the top of the wall to the top of the slope. Foundation Observations In accordance with the 2016 CBC and prior to the placement of forms, concrete, or steel, all foundation excavations should be observed by the geologist, engineer, or his representative to verify that they have been excavated into competent bearing materials. The excavations should be per the approved plans, moistened, cleaned of all loose materials, trimmed neat, level, and square. Any moisture softened earth materials should be removed prior to steel or concrete placement. Earth materials from foundation excavations should not be placed in slab on grade areas unless the materials are tested for expansion potential and compacted to a minimum of 90 percent of the maximum dry density. EARTH S'7f118A'[A GE01 ECIH[N111CAL SERVIKES 15 April 5, 2018 Project Number 171960-10A Expansive Soil Considerations • Preliminary laboratory test results indicate onsite earth materials exhibit an expansion potential of VERY LOW as classified in accordance with 2016 CBC Section 1803.5.3 and ASTM D4829. Additional, testing for expansive soil conditions should be conducted upon completion of rough grading. The following recommendations should be considered the very minimum requirements, for the earth materials tested. It is common practice for the project architect or structural engineer to require additional slab thickness, footing sizes, and/or reinforcement. Very Low Expansion Potential (Expansion Index of 20 or Less Our laboratory test results indicate that the earth materials onsite exhibit a VERY LOW expansion potential as classified in accordance with 2016 CBC Section 1803.5.3 and ASTM D4829. Since the onsite earth materials exhibit expansion indices of 20 or less, the design of slab on ground foundations is exempt from the procedures outlined in Section 1808.6.1 or 1808.6.2. A mat foundation should be designed for the structure or a post-tensioned slab can also be sed. The post-tension recommendations are outlined below. Post Tensioned Slab/Foundation Design Recommendations In lieu of the proceeding foundation recommendations, post tensioned slabs may be used to support the proposed structures. We recommend that the foundation engineer design the foundation system using the Preliminary Post Tensioned Foundation Slab Design table below. These parameters have been provided in general accordance with Post Tensioned Design. Alternate designs addressing the effects of expansive • earth materials are allowed per 2016 CBC Section 1808.6.2. When utilizing these parameters, the foundation engineer should design the foundation system in accordance with the allowable deflection criteria of applicable codes and per the requirements of the structural engineer/architect. It should be noted that the post tensioned design methodology is partially based on the assumption that soil moisture changes around and underneath post tensioned slabs, are influenced only by climate conditions. Soil moisture change below slabs is the major factor in foundation damages relating to expansive soil. However,the design methodology has no consideration for presaturation, owner irrigation, or other non-climate related influences on the moisture content ofsubgrade earth materials. In recognition of these factors, we modified the geotechnical parameters determined from this methodology to account for reasonable irrigation practices and proper homeowner maintenance. Additionally,we recommend that prior to excavating footings, slab subgrades be presoaked to a depth of 12 inches and maintained at above optimum moisture until placing concrete. Furthermore, we recommend that the moisture content of the earth materials around the immediate perimeter and below the slab be presaturated to at least 1% above optimum moisture content just prior to placing concrete. The pre-watering should be verified and tested by Earth Strata Geotechnical Services during construction. The following geotechnical parameters assume that areas adjacent to the foundations, which are planted and irrigated, will be designed with proper drainage to prevent water from ponding. Water ponding near the foundation causes significant moisture change below the foundation. Our recommendations do not account for excessive irrigation and/or incorrect landscape design. Planters placed adjacent to the foundation,should be designed with an effective drainage system or liners, to prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam should be expected even with • properly constructed planters. Based on our experience monitoring sites with similar earth materials, EA1lL'IPHI STRATA GEO'UECIH NIICAL SERV➢CES 16 April 5, 2018 Project Number 171960-10A • elevated moisture contents below the foundation perimeter due to incorrect landscaping irrigation or maintenance, can result in uplift at the perimeter foundation relative to the central portion of the slab. Future owners should be informed and educated of the importance in maintaining a consistent level of moisture within the earth materials around the structures. Future owners should also be informed of the potential negative consequences of either excessive watering or allowing expansive earth materials to become too dry. Earth materials will shrink as they dry, followed by swelling during the rainy winter season, or when irrigation is resumed. This will cause distress to site improvements and structures. Preliminary Post Tensioned Foundation Slab Design P,ARAMET�ER VALUE Expansion Index Medium' Percent Finer than 0.002 mm in the Fraction Passing the No. < 30 percent(assumed) 200 Sieve Type of Clay Mineral Montmorillonite assumed Thornthwaite Moisture Index +20 Depth to Constant Soil Suction 7 feet Constant Soil Suction P.F.3.6 Moisture Velocity 0.7 inches month Center Lift Edge moisture variation distance,em 5.5 feet Center lift,y. 2.5 inches Edge Lift Edge moisture variation distance,em 3.5 feet Edge lift,ym 1.0 inches Soluble Sulfate Content for Design of Concrete Mixtures in• Negligible Contact with Earth Materials Modulus of Subgrade Reaction,k(assuming presaturation as indicated below) 120 pci Minimum Perimeter Foundation Embedment 24 Under Slab Moisture/Vapor Barrier and Sand Layer 10-mil thick moisture/vapor barrier meeting the requirements of a ASTM E 1745 Class A material 1. Assumed for design purposes. 2. Recommendations for foundation reinforcement are ultimately the purview of the foundation/structural engineer based upon the geotechnical criteria presented in this report,and structural engineering considerations. Corrosivity Corrosion is defined by the National Association of Corrosion Engineers (NACE) as "a deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint, the "substances" are the reinforced concrete foundations or buried metallic elements (not surrounded by concrete) and the "environment" is the prevailing earth materials in contact with them. Many factors can contribute to corrosivity, including the presence of chlorides, sulfates, salts, organic materials, different oxygen levels, poor drainage, different soil types, and moisture content. It is not considered practical or realistic to test for all of the factors which may contribute to corrosivity. The potential for concrete exposure to chlorides is based upon the recognized Caltrans reference standard "Bridge Design Specifications", under Subsection 8.22.1 of that document, Caltrans has determined that • "Corrosive water or soil contains more than 500 parts per million (ppm) of chlorides". Based on limited EAikiril-ii S ITIKAIFA GEOTEGHIN'IICAL SEIKV/IICES 17 April S, 2018 Project Number 171960-10A preliminary laboratory testing, the onsite earth materials have chloride contents less than 500 ppm. As such, specific requirements resulting from elevated chloride contents are not required. Specific guidelines for concrete mix design are provided in 2016 CBC Section 1904.1 and ACI 318, Section 4.3 Table 4.3.1 when the soluble sulfate content of earth materials exceeds 0.1 percent by weight. Based on limited preliminary laboratory testing, the onsite earth materials are classified in accordance with Table 4.3.1 as having a negligible sulfate exposure condition. Therefore, structural concrete in contact with onsite earth materials should utilize Type I or II. Based on our laboratory testing of resistivity,the onsite earth materials in contact with buried steel should be considered mildly corrosive. Additionally,pH values below 9.7 are recognized as being corrosive to most common metallic components including, copper, steel, iron, and aluminum. The pH values for the earth materials tested were lower than 9.7. Therefore, any steel or metallic materials that are exposed to the earth materials should be encased in concrete or other measures should be taken to provide corrosion protection. The preliminary test results for corrosivity are based on limited samples, and the initiation of grading may blend various earth materials together. This blending or imported material could alter and increase the detrimental properties of the onsite earth materials. Accordingly, additional testing for chlorides and sulfates along with testing for pH and resistivity should be performed upon completion of grading. Laboratory test results are presented in Appendix C. RETAINING WALLS Active and At-Rest Earth Pressures Foundations may be designed in accordance with the recommendations provided in the Tentative Foundation Design Recommendation section of this report. The following table provides the minimum recommended equivalent fluid pressures for design of retaining walls a maximum of 8 feet high. The active earth pressure should be used for design of unrestrained retaining walls,which are free to tilt slightly. The at-rest earth pressure should be used for design of retaining walls that are restrained at the top, such as basement walls, curved walls with no joints, or walls restrained at corners. For curved walls, active pressure may be used if tilting is acceptable and construction joints are provided at each angle point and at a minimum of 15 foot intervals along the curved segments. uc MINIMUMSTAT,IGE_ UIYALENTFLUTAsP,RESSURES mac'' ` BACK_SLI`OP,EfGANDITION 1?RESSUREYTYPE :hE.vEL ` Active Earth Pressure 40 63 At-Rest Earth Pressure 60 95 The retainingwall parameters provided do not account for hydrostatic pressure behind the retaining walls. Therefore, the subdrain system is a very important part of the design. All retaining walls should be designed to resist surcharge loads imposed by other nearby walls, structures, or vehicles should be added to the above earth pressures, if the additional loads are being applied within a 1.5:1 (h:v) plane projected • up from the heel of the retaining wall footing. As a way of minimizing surcharge loads and the settlement EAJKTIH[ S1r1[3ATA GEOTECIHIMICAL SERWIICES 18 April S, 2018 Project Number 171960-10A • potential of nearby buildings, the footings for the building can be deepened below the 1.5:1 (h:v)plane projected up from the heel of the retaining wall footing. Upon request and under a separate scope of work, more detailed analyses can be performed to address equivalent fluid pressures with regard to stepped retaining walls, actual retaining wall heights, actual backfill inclinations, specific backfill materials, higher retaining walls requiring earthquake design motions, etc. Subdrain System We recommend a perforated pipe and gravel subdrain system be provided behind all proposed retaining walls to prevent the buildup of hydrostatic pressure behind the proposed retaining walls. The perforated pipe should consist of 4-inch minimum diameter Schedule 40 PVC or ABS SDR-35, placed with the perforations facing down. The pipe should be surrounded by 1 cubic foot per foot of 3/4- or 11/z inch open graded gravel wrapped in filter fabric. The filter fabric should consist of Mirafi 140N or equivalent to prevent infiltration of fines and subsequent clogging of the subdrain system. In lieu of a perforated pipe and gravel subdrain system,weep holes or open vertical masonry joints may be provided in the lowest row of block exposed to the air to prevent the buildup of hydrostatic pressure behind the proposed retaining walls. Weep holes should be a minimum of 3 inches in diameter and provided at intervals of at least every 6 feet along the wall. Open vertical masonry joints should be provided at a minimum of 32 inch intervals. A continuous gravel fill, a minimum of 1 cubic foot per foot, should be placed behind the weep holes or open masonry joints. The gravel should be wrapped in filter • fabric consisting of Mirafi 140N or equivalent. The retaining walls should be adequately coated on the backfilled side of the walls with a proven waterproofing compound by an experienced professional to inhibit infiltration of moisture through the walls. Temporary Excavations All excavations should be made in accordance with Cal-OSHA requirements. Earth Strata Geotechnical Services is not responsible for job site safety. Retaining Wall Backfill Retaining wall backfill materials should be approved by the geotechnical engineer or his representative prior to placement as compacted fill. Retaining wait backfill should be placed in lifts no greater than 6 to 8 inches, watered or air dried as necessary to achieve near optimum moisture contents. All retaining wall backfill should be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D 1557. Retaining wall backfill should be capped with a paved surface drain. • EA1KTIHI S1fIRL'ATA GE01 EGIHIMIGAL SEIRLVIfCES 19 April 5, 2018 Project Number 171960-1OA • Thickness and Joint Spacing CONCRETE FLATWORK Concrete sidewalks and patio type slabs should be at least 31/2 inches thick and provided with construction or expansion joints every 6 feet or less, to reduce the potential for excessive cracking. Concrete driveway slabs should be at least 5 inches thick and provided with construction or expansion joints every 10 feet or less. Subgrade Preparation In order to reduce the potential for unsightly cracking, subgrade earth materials underlying concrete flatwork should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density determined by ASTM D 1557 and then moistened to at least optimum or slightly above optimum moisture content. This moisture should extend to a depth of at least 12 inches below subgrade and be maintained prior to placement of concrete. Pre-watering of the earth materials prior to placing concrete will promote uniform curing of the concrete and minimize the development of shrinkage cracks. The project geotechnical engineer or his representative should verify the density and moisture content of the earth materials and the depth of moisture penetration prior to placing concrete. Cracking within concrete flatwork is often a result of factors such as the use of too high a water to cement ratio and/or inadequate steps taken to prevent moisture loss during the curing of the concrete. Concrete distress can be reduced by proper concrete mix design and proper placement and curing of the concrete. Minor cracking within concrete flatwork is normal and should be expected. GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Mr. Tal Jergensen and their authorized representative. It likely does not contain sufficient information for other parties or other uses. Earth Strata Geotechnical Services should be engaged to review the final design plans and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth Strata Geotechnical Services not be accorded the opportunity to review the project plans and specifications, we are not responsibility for misinterpretation of our recommendations. We recommend that Earth Strata Geotechnical Services be retained to provide geologic and geotechnical engineering services during grading and foundation excavation phases of the work. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth Strata Geotechnical Services should review any changes in the project and modify and approve in writing the conclusions and recommendations of this report. This report and the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report, this office should be notified immediately, as revisions may be required. • EAJP,IF1HI STRATA GEOIrECIHINI[CAL SE1I8VI[CES 20 April 5, 2018 Project Number 171960-10A REPORT LIMITATIONS • Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by Earth Strata Geotechnical Services based on the conditions revealed during grading and construction. This report was prepared with the understanding that it is the responsibility of the owner or their representative, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners' contractor should properly implement the conclusions and recommendations during grading and construction, and notify the owner if they consider any of the recommendations presented herein to be unsafe or unsuitable. • • EAllB'EHI SIFIKA1fA GEO f CIH NI[CAL SERVICES 21 April 5, 2018 Project Number 171960-10A APPENDIX A REFERENCES • APPENDIX A References California Building Standards Commission, 2016, 2016 California Building Code, California Code of Regulations Title 24, Part 2, Volume 2 of 2, Based on 2012 International Building Code. DeLorme, 2004, (www.delorme.com) Topo USA®. Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG Special Publication 42, revised 2003. Ishihara, K., 1995,Effects of At-Depth Liquefaction on Embedded Foundations during Earthquakes, Proc. 10th Asian Regional Conference on Soil Mechanics and Foundation Engineering, August 29-September 2, Beijing, China. Kennedy, M.P., et all, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey, Regional Geologic Map No. 2. National Association of Corrosion Engineers, 1984, Corrosion Basics An Introduction, page 191. Southern California Earthquake Center(SCEC), 1999, Recommended Proceduresfor Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, • March. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking,Journal of the Geotechnical Engineering Division, ASCE,Vol. 113, No. 8, pp. 861-878. • APPENDIX B • EXPLORATORY LOGS Geotechnical Boring Log B-1 • Date: March 31,2018 Project Name:Margarita Road Page: 1 of 2 Project Number: 171960-30A Logged By:SNJ Drilling Company:Drilling It Type of Rig:B-61 Drive Weight(Ibs): 140 Drop(in): 30 Hole Diameter(in): 8 Top of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map v c a t a o a¢ ' o 0 6 0 w ! a r U 0 _N v E d 3 D ti n y O E T p U m '^ MATERIAL DESCRIPTION 0 (Artificial Fill, Undocumented IAfu) SM Silty SAND;dark brown,slightly moist, dense,fine to coarse sand,trace clay 49 2.5' 121.2 8.8 Clay nodules below 4 feet 25 5' 114.9 6.6ISM-SC Silty SAND with Clay;dark brown,slightly moist, medium dense,fine to coarse sand Quaternary Young Alluvial Flood Plain Deposits(Qva) 24 7.5' 122.2 7.1 ISM-SC Silty SAND with Clay; light brown,slightly moist,medium dense,fine to coarse sand ---- ----- --------- --------------------------------------------------------------------------------------- 10 SP Poorly-Graded SAND; light brown,slightly moist, medium dense,fine to coarse sand, 25 10' 115.3 6.2 trace clay 15 21 15' 112.3 3.5 �— Medium to coarse sand,trace gravel below 15 feet r= I Brown below 18 feet 20 24 20' 113.0 9.5 Poorly-Graded Graded SAND with Clay; light brown, moist, medium dense, medium to coarse Sp-SC Y- Y� g sand,trace fine sand,trace gravel 25 32 25' 106.7 14.9 Saturated below 25 feet I I I 30 • CA 92590 l T A 42184 RemingtonEarth Strata Geotechnical Services, Inc. venue, Temecula, ��----'-"—'--"--- --- Gencxhmml,Envrmrt__mcnm!and Mu¢rrals Taung Coamlwn_u 1 Geotechnical Boring Log B-1 • Date:March 31,2018 Project Name:Margarita Road Page: 2 of 2 Project Number:171960-10A Logged By:SNJ Drilling Company:Drilling It Type of Rig:B-61 Drive Weight(lbs): 140 Drop(in): 30 Hole Diameter(in): 8 Top of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map v c 0 ^, C N L °✓ t0 O 0 0 v a t U t° w v E a 3 a v o E > o Ei MATERIAL DESCRIPTION 30 41 30' 114.3 13.0 ------------- -------------'------- CL Sandy CLAY; brown, moist,very dense,fine to coarse sand 35 ------------------------------------------------------------------------------------------------------------ 40 80 40 114.7 16.2 SP Poorly Graded SAND: light brown, wet,very dense,medium to coarse sand, • trace fine sand,trace clay Groundwater at 42 feet 45 50 34 50 123.4 12.1 Dense below 50 feet �f Total Depth: feet at 4 f Groundwater at 2 feet 55 60 . Earth Strata Geotechnical Services, Inc. 42184 Remington Avenue,Temecula, CA 92590 g feO!nniral. rnrtronmenrd! Tcrting Gansuliumt Geotechnical Boring Log B-2 • Date:March 31,2018 Project Name:Margarita Road Page:1 of 1 Project Number:171960-IOA Logged By:SNJ Drilling Company:Drilling It Type of Rig:B-61 Drive Weight(lbs): 140 Drop(in): 30 Hole Diameter(in): 8 Top of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map u a o y c Y � O Q C D O N U 0 N j .N E a 3 E o n a) _o > g m `^ MATERIAL DESCRIPTION 0 Artificial Fill,Undocumented IAfu) SM Silty SAND; brown,slightlyii moist, dense,fine to coarse sand ----- ------ ------- ------ ----------------------------------------------------------------------------------------------------------- 36 2.5' 127.6 9.8 SC IClayey SAND; brown to dark brown, slightly moist,dense,fine to coarse sand Dark gray below 5 feet 5 45 5' 129.5 7.4 23 7.5' 122.5 9.6 Quaternary Young Alluvial Flood Plain Deposits Loyal SM-SC Silty SAND with Clay;medium brown,slightly moist,medium dense,fine to coarse sand 22 10' 119.3 7.5 SP Poorly-Graded SAND with Silt; light brown, slightly moist, medium dense,fine sand, • trace clay 15 17 15' 105.7I 5.1 ------ ---- ------' I 20 24 20' 110.0 6.2 5p Poorly-Graded SAND; brown, moist, medium dense,fine to medium sand Total Depth: 21.5 feet T No Groundwater 25 I I 30 Earth Strata Geotechnical Services, Inc. i 42184 Remington Avenue, Temecula, CA 92590 g noterFnlcal.Em•Irtlnmmml and dlatcrials T Kcing�'oiuLl�nnu APPENDIX C • LABORATORY PROCEDURES AND TEST RESULTS • APPENDIX C Laboratory Procedures and Test Results Laboratory testing provided quantitative and qualitative data involving the relevant engineering properties of the representative earth materials selected for testing. The representative samples were tested in general accordance with American Society for Testing and Materials (ASTM) procedures and/or California Test Methods (CTM). Soil Classification: Earth materials encountered during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing, exploratory logs and sample descriptions were reconciled to reflect laboratory test results with regard to ASTM D 2487. Grain Size Distribution: Select samples were tested using the guidelines of ASTM D 1140. The test results are presented in the table below. SAMPLE LOCATION MA+TERIAL DESGRIP'GION %PA•SSING#200 SIEVE B-1 @ 5 feet Silty SAND 24 B-1 @ 10 feet Poorly-Graded SAND 4.5 B-1 @ 15 feet Poorly-Graded SAND 1.5 B-1 @ 20 feet Poorly-Graded SAND 1.5 B-1 @ 30 feet Poorly-Graded SAND 2.5 . B-1 @ 40 feet Poorly-Graded SAND 2.5 Moisture and Density Tests: For select samples moisture content was determined using the guidelines of ASTM D 2216 and dry density determinations were made using the guidelines of ASTM D 2937. These tests were performed on relatively undisturbed samples and the test results are presented on the exploratory logs. Maximum Density Tests: The maximum dry density and optimum moisture content of representative samples were determined using the guidelines of ASTM D 1557. The test results are presented in the table below. LOGATION DE'S lu>RIAB BENS UM DRY OPTi1MUM M01 URE _ (pef). CONTENT(r B-1 @ 0-5 feet Silty SAND with Clay 1 128.0 8.5 Expansion Index: The expansion potential of representative samples was evaluated using the guidelines of ASTM D 4829. The test results are presented in the table below. :. - SAMPLE ' ' f MATERIAL ;. ...;,, : � e n•,; ad°' .. • <: 9 � EXPANSION INDEXT, SXP..ANSION PO.TiEN.T,fAL a LO_CATIONf UESCRIP�TION ;s B-1 @ 0-5 feet Silty SAND with Clay 0 Very Low Minimum Resistivity and pH Tests: Minimum resistivity and pH Tests of select samples were performed • using the guidelines of CTM 643. The test results are presented in the table below. SAMPLE MgTER AFL pH MINIMUM RESISTIVITY LOCATtION' DESCRIPTION (ohmvem); B-1 @ 0-5 feet Silty SAND with Clay 6.9 4,200 Soluble Sulfate: The soluble sulfate content of select samples was determined using the guidelines of CTM 417. The test results are presented in the table below. SAMPLE M�ITERIA SULFATE CONTENT OCATION DESC•RIPTIy,ON (moo by weight) SUB FAT±E EXPOSURE B-1 @ 0-5 feet Silty SAND with Clay 0.01 Negligible Chloride Content: Chloride content of select samples was determined using the guidelines of CTM 422. The test results are presented in the table below. SAMPLE LOCATION MATERIAL DESCRIPTION EHLORIDE CONTENT (ppM) B-1 @ 0-5 feet Silty SAND with Clay 50 • • APPENDIX D SEISMICITY CALIFORNIA DEPARTMENT OF TRANSPORTATION Caltrans ARS Online (V2.3.09) ................................................................................................................................................................................................ This web-based tool calculates both deterministic and probabilistic acceleration response spectra for any location in California based on criteria provided in Appendix B of Caltrans Seismic Design Criteria. More... SELECT SITE LOCATION a f ill ` aoDkRd 8o 1RA SO ark �i \` a • Mark site ' '�� akelVillage Q+.ryo � �Pa . GWOa� ,3 Overlay Ternecu IV � �O a,F Glenoak H 'Ile Lli§Rauh 5 par® 79 ntAP� Valle De n� Los-Caballos o`Q 3,R. 'S h � g � I 8 GOO9l¢ i Rainbow _ _MapdRepor?aimep;enore Latitude: 33.484567 Longitude: -117.10257 Vs30: 270 m/s Calculate • CALCULATED SPECTRA Display Curves: 3 Location: LAT=33.484567 LONG=-117.10257 Vs30=270m/s i.a _ . . . . . .:._ . ....._ _.... -.. Minimum Deterministic Spectrum 0 Elsinore (Temecula) (With Near Fault Factor Applied) Q Elsinore (Julian) (With Near Fault Factor Applied) Q 1.8 ... .. .. .I.... .. ..:. .......•... � Murrieta Hot Springs fault (With Near Fault Factor Applied) ' m : DSGS 5% in 50 years hazard (2008) (With Near Fault Factor Applied) C y 1.2 a1 A L .. .... ...... _ y A U • .......... . ...... .... L `. ii0.6 ...,... ...... .... ... ......� ...._.... . . ....... ... . ... ... .... ...... ':"?+r, •. ......... .... . .. .... .. 0.2 . .. ........ .... .... .... .. ... . . .. . 0 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 Period, T(sec) r Tabular Data �r Envelo a Onl r p y �; Hide Near Fault �i Axis Scale �� Show Basin • Apply Near Fault Adjustment T o: NOTE:Caltrans SDC requires application of a Near Fault Adjustment factor for sites less than 25 km(Rrup) from the causative fault. Deterministic Spectrum Using 1.61 Km Elsinore(Temecula) 18.55 Km Elsinore(Julian) 6.66 Km Murrieta Hot Springs fault Probabilistic Spectrum Using 1.61 Km(Recommend Performing Deaggregation To Verify) Show Spectrum with Adjustment Only 0 Show Spectrum with and without near fault Adjustment OK U.S.Geological Survey-Earthquake Hazards Program 2008 National Seismic Hazard Maps - Source Parameters • New Search Pret Distance in Name State Slip Dip Dip Slip Rupture Rupture Top Bottom Length Kilometers Rate (degrees) DIY Sense (km) (mm/yr) (km) (km) 1.61 EI i�nore;G+T+J trike+CM CA n/a 86 NE 0 16 195 slip 1.61 E sin r ;W+GI+T CA n/a 84 NE strike 0 14 124 slip 1.61 Elsinore;T+ + strike CM CA nJa 85 NE 0 16 169 slip 1.61 E inore;T±J CA n/a 86 NE strike 0 17 127 slip 1.61 EI in re; I+T+J CA n/a I 86 NE strike 0 17 153 slip 1.61 E strike in r ;T CA 5 90 V 0 14 52 slip • 1.61 Elsi� strikerg;y1+T CA 5 90 V 0 14 78 slip 1.61 E.inore;W+GI+T+J+CM CA n/a 84 NE strike 0 16 241 slip 1.61 Elsinor ;W+ +T+ CA n/a 84 NE strike slip1 0 16 199 � 18.15 Elsr ;+CM CA 3 84 NE strike i0 17 118 slip strike— I 18.15 El5inore;J CA 3 84 NE 0 19 75 slip 22.48 Elsinor ;G tri keI CA 5 90 V 0 13 37 slip 22.48 E inore;W�GI strike CA n/a 81 NE 0 14 83 slip 32.89 San Jai strike nto;BBV+SJV+A CA n/a 90 V 0 16 134 slip 32.89 San Jacinto;A+CC+B+51A CA n/a 90 V strike 0.1 15 178 slip 32.89 San Jac'ito;A strike CA n/a 90 V 0.1 15 152 slip • strike 32.89 San lac'rto;A CA 9 90 V 0 17 71 slip 32.89 San Jacwtu;A+CC CA n/a 90 V strike 0 16 118 slip 32.89 San Jacinto A strike+C CA n/a 90 V 0 17 118 • ` slip _ 4 32.89 San San Jacinto;SJV+A+CC+e+SM CA n/a 90 V 0.1 15 196 slip 32.89 San Jacinto;SJV+A+CC+B CA n/a 90 V I strike 0.1 15 170 slip 32.89 San Jacinto;SJWA+ strike CA n/a 90 V 0 16 136 SUP 32.89 San Jacinto;SJV+A+C CA n/a 90 V strike 0 17 136 slip r 32.89 San Jacinto;SJV+A CA n/a 90 V strike 0 17 89 slip 32.89 San Jacinto;SBV+SJV+A+CC+B+SM CA n/a 90 V strike 1 slip 0.1 IS 241 32.89 San Jacinto;SBV+SJV+A+CC+ strike g CA n/a 90 V 0.1 15 215 I slip 32.89 San Jacinto;5BV+5JV+q+CC CA n/a 90 V strike 0 16 181 slip 32.89 T San Jacinto;SSV+SJV+A+ strike C CA n/a g0 ` V slip 0 17 181 35.27 San Jacinto; BS V+SJV CA n/a 90 V strike / slip 0 16 88 35.27 San Jacinto;SJU CA 18 90 V strike 0 16 43 slip II 46.60 Newport In strikegtewood Connected alt2 CA 1.3 90 V 0 11 208 I slip 46.60 Newport In strikeglewood Connected alt 1 CA 1.3 89 0 11 208 slip 46.60 NNewtio-Inglewood(Q(jshQrgj CA 1.5 90 V strike 0 10 66 slip 50.08 Rose CanyQ strike CA 1.5 90 V 0 8 70 slip 51.96 San Jacinto; C+C B+SM CA n/a 90 V strike 0.2 14 103 slip 51.96 San Jacinm trike;C� CA 4 90 V 0 16 43 slip 51.96 San Jacinto;CC±6 CA n/a 90 V strike 0.2 14 77 slip 54.60 San Joaauin Hills CA 0.5 23 Sw thrust 2 13 27 54.69 San Ja<inm strike;� CA 14 90 V 0 17 47 slip 57.20 China,all 2 CA 1 65 Sw strike 0 14 29 - slip -_ 58.50 S San Andreas;@( CA n/a 58 strike 0 13 56 • slip _ 58.50 S.San CA n/a 86 strike 0.1 13 512 Andrea ;CH+CC+BB+NM+SM+NSB+SSB+BG+CO slip 58.50 S San Andrea s;S B� CA n/a 71 strike 0 13 101 slip 58.50 S.San Andreas;N5B+S5B+BG+CO CA n/a 79 strike 0.2 12 206 slip 58.50 S.San Andreas;BG+CO CA n/a 72 strike 0.3 12 125 slip 58.50 S.San Andreas;CC+BB+NM+SM+N5B+S56+gG CA n/a BS strike 0 14 380 SUP 58.50 S.San Andreas;CC+BB+NM+SM+N5B+S5B+BG+CO CA n/a 86 strike 0.1 13 449 slip 58.50 S.San Andreas;CH+CC+BB+NM+SM+NSB+SSB+BG CA n/a 86 strike slip 0 14 442 58.50 S.San Andreas;NM+SM+NSB+SSB+BG CA n/a 83 strike 1 0 14 271 slip + 58.50 5.San Andreas;NM+SM+NSB+SSB+BG+CO CA n/a 84 strike i 0.1 13 340 slip 58.50 S.San Andrea s;NSB+SSB+BG CA n/a 75 strike 1 0 14 136 slip 58.50 S San CA n/a 86 strike 0.1 13 479 Andrea ;PK+CH+CC+BB+NM+SM+NSB+SSB+BG slip 58.50 S.Sail CA n/a 86 strike 0.1 13 548 Andrea ;PK+CH+CC+BB+NM+SM+NSB+SSB+BG+CO slip 58.50 S.San Andreas;SM+NSB*SSg+B6 CA n/a el 1 strike sliP 0 13 234 58.50 S.San Andreas,5M+N5B+SSB+B strikeG+CO CA n/a 83 0.1 13 303 slip 58.50 S.San Andreas;SSB+BG+CO CA n/a 77 strike 0.2 12 170 slip 58.50 S.San Andreas;BB+NM+SM+N5B+SSB strike+gG CA n/a 84 0 14 321 slip 58.59 S San Andrea "BB+NM+SM+NSB+SSB+BG+CO CA n/a 85 strike 0.1 13 390 slip 58.68 Earthquake Valley CA 2 90 V strike 0 19 20 slip 58.77 S San Andreas:BB,NM+SM+NSB+SSB CA n/a strike 90 V 0 14 263 slip 58.77 S strike San Andreas;CH+CC-BB -NM CA n/a 90 V 0 14 384 slip 58.77 S.San Andreas:S$6 CA 16 90 V strike 0 13 43 slip • 58.77 S.San Andreas;PW strikeCH+CC+BB+NM+SM+N58+SSB CA n/a 90 V 0.1 13 421 slip 58.77 5 San Andreas;CC+B strikeB+NM+SM+N58*SSB CA n/a 90 V 0 14 322 slip 58.77 S.San Andreas;NSB+SSB CA n/a 90 V strike 0 13 79 slip 58.77 S.San Andreas:SM+NSB+SSB CA n/a 90 V strike 0 13 176 slip 58.77 SSan Andreas;NM+SM+NSB+S58 CA n/a 90 V strike 0 13 213 slip 59.25 strike in r ;W CA 2.5 75 NE 0 14 46 slip 60.38 San Jacinto;SBV CA 6 90 V strike 0 16 45 slip 61.40 Q1j114,i t I CA 1 50 SW slip strike 0 9 24 72.45 Pinto Mtn CA 2.5 90 V strike 0 16 74 slip 74.50 Coronado Bank CA 3 90 V strike 10 9 186 • � slip ' 74.50 Palos Verdes Connected CA 3 90 V strike 0 10 285 slip 74.66 S.San Andreas:NNNSB CA 22 90 V strike i 0 13 35 slip 74.66 S.San Andreas;PK+CN+CC+BB+NM*SM+NSB CA n/a 90 V strike 0.1 13 377 slip 74.66 S.San Andreas-,CH+CC+BS+NM+SM+NSB CA n/a 90 V strike 0 14 341 slip 74.66 S.San Andreas;88-NM+SM+NSB CA n/a 90 V strike 0 14 220 slip 74.66 S.San Andreas;NM+SM+NSB CA n/a 90 V strike 0 13 170 slip 74.66 S.San An trikedreas:CC+gg+NM+SM+NSB CA n/a 90 V 0 14 279 slip 74.66 S.San Andreas; M+N B CA n/a 90 V strike 0 13 133 SUP 78.58 Ngwport_Inglewood,all 1 CA 1 88 strike 0 15 65 SUP • 79.19 Palos Verdes CA 3 90 V strike 0 14 99 slip 8171 Burnt Mot CA 0.6 67 VJ strike 0 16 21 slip 83.09 Cucamo ga CA 5 45 N thrust 0 8 28 • 84.49 Puente Hills CQyqjk Hi ) CA 0.7 26 N thrust 2.8 15 17 86.22 S.San Andreas;C strikeQ CA 20 90 V 0.6 11 69 slip *88.02 Eureka Peak CA 0.6 90 V strike 0 15 19 slip 86.45 San Josestrike CA 0.5 74 NW 0 15 20 slip 88.80 Clgghorn CA 3 90 V strike 0 16 25 slip 88.98 San Jacinto;B-SM CA n/a 90 V strike 0.4 12 61 slip 88.98 San Jacinto;B CA 4 90 V strike 0.7 13 34 slip f 91.00 Elsinor ;C strike M CA 3 82 NE i 0 13 39 i sk'p I 92.25 Sierra Madre CA 2 53 N ! reverse I 0 14 57 92.25 Sierra Madre Connected CA 2 51 reverse 0 14 76 93.63 North Frontal(Mes1) CA 1 49 S reverse f 0 16 50 • ' 96.91 Helendale-So Lockhart CA 0.6 90 V strike 0 13 114 slip 98.31 Puente Hills(Santa Fe Spritlg@) CA 0.7 29 N thrust L2.8 15 11 9B.58 Narth Frontal(E351) CA 0.5 41 S thrust 4 0 16 27 98.60 Landers strike CA 0.6 90 V 0 15 95 slip • Search Results 9 of 9 earthquakes in map area. Click for more information 6.3 7km SSE of Big Bear City,CA 1992-06-28 15:05:30(UTC) 3.6 km 6.1 17km NNE of Thousand Palms,California 1992-04-23 04:50:23(UTC) 11.6 km 6.0 6km SSW of Morongo Valley,CA 1986-07-08 09:20:44(UTC) 9.5 km 6.6 Skm NNE of Ocotillo Wells,CA 1968-04-09 02:28:58(UTC) 10.0 km • 6.4 12km W of Salton City, CA 1954-03-19 09:54:27(UTC) 6.0 km 6.0 16km E of Desert Hot Springs,CA 1948-12-04 2143:16(UTC) 6.0 km 6.0 16km WSW of oasis,CA 1937-03-25 16:49:02(UTC) 6.0 km 6.4 Long Beach,California Earthquake 1933-03-11 01:54:09(UTC) 6.0 km 6.7 Southern California 1918-04-21 22:32:29(UTC) 10.0 km Didn't find what you were looking for? • Check your Settings. • • Which earthquakes are included on the map and list? • Felt something not shown-report it here. MUM Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.48457°N, 117.10257°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III r Ho pnrjgs nuiey r = b A pIce Temgqecula i 4 .,�_ ✓ vy' NpUNT ,�^ �1 � - b` r'� R ,- _ r`r� ins p�'+^'r7i�iM1f5ffiSiVA& Dfq(,'l1,KIYFP,SLB"aD011' - " ^+>•1 .Y: .n :g USGS—Provided Output • Ss = 1.883 g S.s = 1.883 g Sps = 1.255 g 5, = 0.764 g S,,, = 1.147 g Se, = 0.764 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE,Response Spectrum Des lgn Response Spectrum IA3 LM1 IJO 1 2 u 133 91 u 1.14 n ar. N G95 � (LM1S /I SI O 1V C3N i1.31 p,19 n.13 V ut0 Vol 0.1i u.41 nUi OA? Ifa Lb IX1 Itvl IHI 21.1 .10 03 11 06] UA:I 111 1.11 IY, 13u I Period,T Isac) Perked.T poi For PGA., Tc, Cos, and Cal values, please view the detailed report. Although this information is a product of the U.S.Geological survey,we provide no warranty, expressed or implied, as to the • accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. ZLM Design Maps Detailed Report ASCE 7-10 Standard (33.484570N, 117.10257°W) • Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 Ell Ss = 1.883 g From Fig ure 22-2 E21 S, = 0.764 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification • Site Class vs fV or Nan s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s IIb/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE ) Spectral Response Acceleration Parameters • Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE a Spectral Response Acceleration Parameter at Short Period Ss :5 0.25 Ss = 0.50 S, = 0.75 Ss = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S, = 1.883 g, Fa = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE a Spectral Response Acceleration Parameter at 1-s Period • S, <- 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.764 g, F„ = 1.500 • Equation (11.4-1): S, = F,SS = 1.000 x 1.883 = 1.883 g • Equation (11.4-2): S, = F S, = 1.500 x 0.764 = 1.147 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3) : Sns = % SM, = % x 1,883 = 1.255 g Equation (11.4-4) : Sr, _ % SM, _ 21 x 1.147 = 0.764 g Section 11.4.5 — Design Response Spectrum From Fig ure 22-12 [31 T, = 8 seconds Figure 11.4-1: Design Response Spectrum T<T.:S.=Sw(0.4.0.6 T/T,) To5T5Te:S.=S. T.<TST,:S.=S,,IT 8 I T>T,:S.=S.,T,/T' i I I I � I a r i Tn=0.1]2 T,o.64)9 1.000 ee;la, r 1.i • Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE, Response Spectrum is determined by multiplying the design response spectrum above by • 1.5. Sin= 1 883 _d O !Q S 1 5.11 = I.lii ' qO G f I I I I 1 Tn=0.1'_2 TS=0,609 1.000 Pff W,T(W) • • Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F • From Figure 22-714) PGA = 0.772 Equation (11.8-1): PGAM = F11gPGA = 1.000 x 0.772 = 0.772 g Table 11.8-1: Site Coefficient F., Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <- PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 . Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.772 g, FICA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From FJc ure 22-1715) Cas = 0.908 From FFci ure 22-1816) CR, = 0.890 • Section 11.6 — Seismic Design Category • Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF S Ds I or II III IV SDs < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.5og <_ S Ds D D D For Risk Category = I and Sps = 1.255 g, Seism is Desig n Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF S D, I or II III IV SD, < 0.067g A A A 0.067g 5 S D, < 0.133g B B C 0.133g <_ S D, < 0.20g C C D 0.209 5 S D, D D D For Risk Category = I and SD, = 0.764 g, Seism is Desig n Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for • buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category a "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = E Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-I.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf • APPENDIX E LIQUEFACTION ANALYSIS LIQUEFACTION & SETTLEMENT OF SANDS ANALYSIS Project Name: Margarita Road,Temecula Project Number: 171960-10A Boring Number: B-1(fir-Situ) Horizontal Ground Acceleration (%g) 0.914 Energy Ratio CE(Auto-hammer) 1.65 Analyzed Groundwater Depth(feet) 5.0 Borehole Diameter CB(6-8 inches) 1.00 Average Wet Unit Weight(pcf) 127.1 Groundwater Depth in Boring(feet) 42.0 Design Magnitude Earthquake 7.7 Magnitude Scaling Factor(MSF) 0.9 Blow 1 Total Ehedive Fines Sampler NCEER NCEER Liquefaction Layer Layer Percent Settlement Per Depth Count SPT Stress Stress Content Overburde Type 1998 1998 Safety Thickness Thickness Volumetric Sand Layer (feet) SPT Cel.Motl. Nm Itons/B2 (tonsitU) Fr- Cx Cx rd Cs (N,). (N,). CSR CRR'MSF Factor t(h) t(inches) Strain (inches) 4 49 37.044 0,254 0.254 30 0.75 1.51 0.99 1.00 69 85 1 0.59 Corrected SPT>30' 4.00 48.00 0,00 0.00 6 25 18,900 0,381 0.350 24 0.75 1.39 0.99 1 1.00 33 40 064 Connected SPT>30' 2.00 24.00 0.00 0.00 9 24 18.144 0.572 0,447 24 0.75 1.24 0.98 1 1.00 28 35 0.74 Corrected SPT>30' 300 36.00 0.00 0.00 14 25 18.900 0.890 0,609 5 0.85 1.05 0.97 1.00 28 28 0.84 0.3423 0.41 5.00 6000 1.10 0.66 19 21 15.876 1.207 0.771 2 0.95 0.91 0.96 1900 23 23 0.89 0,2364 0.27 5.00 60.00 1.40 0,84 24 24 18.144 1.525 0,932 2 0,95 0.81 0.94 100 23 23 0.92 0.2395 Us 5.00 60.00 1.40 0.84 29 32 24.192 1.843 1.094 2 0.95 0.72 0.93 1.00 27 27 0.93 0.3275 0.35 5.00 60.00 1.10 0.66 32 41 30.996 2.034 1.191 2 1.00 0.68 0.91 1.00 35 35 0.93 Connected!SPT>30' 3.00 36.00 0.00 0.00 38 40 30.240 2A15 1.385 75 1.00 0.61 0.86 1.00 30 41 0.90 Corrected SPT>30' 6.00 72,00 0.00 Fin Chaired 46 80 60.480 2.923 1.644 2 f.00 0.55 O.BO 1.00 55 55 0.84 Corzeded SPT>30' 8.00 9fi.00 0.00 0.00 52 34 25.704 3.305 1.838 2 1.00 0.52 0.75 1.00 22 22 0.80 0.2296 0.29 6.00 72.00 1,40 1,01 Total Settlement(inches): 4.0 Procedure established by T.L.Vaud and I.M.Idriss,et,al., 1996 N C E ER-96-0022 Workshop&S.C,E.C.SP117 Evaluation of settlements in sand due to earthquake shaking,Tokimatsu and Seed, 1987 __-_ - --- _• _ 1 3 CRR 7i5 i of rod above boring 60cs(feet) Earth - Strata,try! r'"C� CRR7.5 is not defined for(N J60cs greater than 30. Soils vnlh(N1)fi0cs>30 are considered too dense to liquefy(NCEER Workshop) UaobcnnkaL E//nwvonmurcai7bne uiaeaar Tamip/fCan.Wranu _ 1 60=NMCNCECBCRCS (N1)agcs=Ks(Nt)fio ___._.___-�...._ BETIERPEOPIE BEffFJf aERV/CE•6E71EF gE5UL7a • • • LIQUEFACTION & SETTLEMENT OF SANDS ANALYSIS Project Name: Margarita Road,Temecula Project Number: 171960-10A Boring Number: B-1(10-foot removals) Horizontal Ground Acceleration (%g) 0,914 Energy Ratio CE(Auto-hammer) 1.65 Analyzed Groundwater Depth(feet) 5.0 Borehole Diameter Ca(6-8 inches) 1.00 Average Wet Unit Weight(pcf) 127.1 Groundwater Depth in Baring(feet) 42.0 Design Magnitude Earthquake 7.7 Magnitude Scaling Factor(MSF) 0.9 Blow Tote, Effacive Fines Sampler NCEER NCEER Liquefaction layer Layer Percent Settlement Per Depth Count SPT Stress Stress Content Overburden Type 1998 IW8 Safety Thickness Thickness Valumelric Sand Layer (feet) SPT Cal.Mod. Nm (tons4(2 tons/82) FC(%) Cs Cn rd Cs (N,r. (N,)s CSR CRR'MSF Factor IR) t(inches) Strain (inches) 4 49 37.044 0.254 0.254 3o 0.75 1.51 0.99 1 1.00 69 85 0,59 Corrected SPT>30- 4.00 48.00 0.00 0.00 6 30 22.680 0.381 0.350 24 0.75 1.39 0.99 1.00 39 47 0.64 Conectetl SPT>30' 2.00 24.00 0.00 0.00 9 30 22080 0,572 0447 24 0.75 1.24 0,98 1.00 35 43 0.74 Comected SPT>30' 3,00 36.00 000 0.00 14 25 18900 0.890 0609 4.5. 025 1.05 0.97 1.00 28 28 0.84 0.3423 041 5.00 60.00 1.10 0A6 19 21 15.876 1,207 0,771 2. 0.95 0.91 0.96 1.00 23 23 0.89 0.2354 027 5,00 60.00 1,40 0,84 24 24 18.144 1.525 0.932 2 0.95 0.81 0.94 1.00 23 23 0.92 0.2395 026 5.00 60.00 1,40 0.84 29 32. 24,192 1,843 1.094 2,- 0.95 0.72 0.93 1.00 27 27 0.93 0.3275 0.35 5,00 6000 1.10 0.66 32 41 30.996- 2,034 1.191 2 _. 1.00 0.68 0.91 1.00 35 35 0.93 Corrected SPT>30' 3.00 36.00 0.00 0.00 38 40 30.240 2.415 1.385 75 1,00 0.61 0.86 1.00 30 41 0.90 Connected SPT>30- 6.00 72,00 0.00 Fine Grained 46 80 60.480 21923 1.2 2 1.00 0.55 0.80 9.00 55 55 0.84 Corrected SPT>30' 8.00 96.00 0.00 000 52 34 25.704 3.305 1.836 2 1.00 0.52 0.75 1.00 22 22 0.80 0.2296 0.29 6.00 72.00 1.40 1.01 Total Settlement(inches): 4,0 Procedure established by T.L.Youd and I.M.Idriss,et.al., 1996 NCEER-96-0022 Workshop&S.C,EC.SP117 Evaluation of settlements in sand due to earthquake shaking,Tokimatsu and Seed,1987 --�.�__.,-,_�_.�:- _ 3 E,densim of rod above boring(feet) -1 CRR 7.5 is not defined for(N,)60cs greater than 30. Soils with(N1)60cs>30 are considered too dense to liquefy(NCEER Workshop) �.a'.k'��7 Strata, In (Nt6o=NMCNCECeCRCs - S( 16o B.mashMeµ Eawionm.nw.M werRsr.rwdny dwwurtenn BETTER PEOME BETTER SERV/CE.BElrER RESULTS APPENDIX F GENERAL EARTHWORK AND GRADING SPECIFICATIONS • EARTH-STRATA General Earthwork and Grading Specifications General Intent: These General Earthwork and Grading Specifications are intended to be the minimum requirements for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These General Earthwork and Grading Specifications should be considered a part of the recommendations contained in the geotechnical report(s) and if they are in conflict with the geotechnical report(s), the specific recommendations in the geotechnical report shall supersede these more general specifications. Observations made during earthwork operations by the project Geotechnical Consultant may result in new or revised recommendations that may supersede these specifications and/or the recommendations in the geotechnical report(s). The Geotechnical Consultant of Record: The Owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant), prior to commencement of grading or construction. The Geotechnical Consultant shall • be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading or construction. Prior to commencement of grading or construction, the Owner shall coordinate with the Geotechnical Consultant, and Earthwork Contractor (Contractor) to schedule sufficient personnel for the appropriate level of observation, mapping,and compaction testing. During earthwork and grading operations, the Geotechnical Consultant shall observe, map, and document the subsurface conditions to confirm assumptions made during the geotechnical design phase of the project. Should the observed conditions differ significantly from the interpretive assumptions made during the design phase, the Geotechnical Consultant shall recommend appropriate changes to accommodate the observed conditions, and notify the reviewing agency where required. The Geotechnical Consultant shall observe the moisture conditioning and processing of the excavations and fill materials. The Geotechnical Consultant should perform periodic relative density testing of fill materials to verify that the attained level of compaction is being accomplished as specified. • • The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of earth materials to receive compacted fill, moisture- conditioning and processing of fill, and compacting fill. The Contractor shall be provided with the approved grading plans and geotechnical report(s) for his review and acceptance of responsibilities, prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the approved grading plans and geotechnical report(s). Prior to commencement of grading, the Contractor shall prepare and submit to the Owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "equipment' of work and the estimated quantities of daily earthwork contemplated for the site. The Contractor shall inform the Owner and the Geotechnical Consultant of work schedule changes and revisions to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. No assumptions shall be made by the Contractor with regard to whether the Geotechnical Consultant is aware of all grading operations. It is the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the earthwork operations in accordance with the applicable grading codes and agency ordinances, these specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). • At the sole discretion of the Geotechnical Consultant, any unsatisfactory conditions, such as unsuitable earth materials, improper moisture conditioning, inadequate compaction, insufficient buttress keyway size, adverse weather conditions, etc., resulting in a quality of work less than required in the approved grading plans and geotechnical report(s), the Geotechnical Consultant shall reject the work and may recommend to the Owner that grading be stopped until conditions are corrected. Preparation of Areas for Compacted Fill Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed in a method acceptable to the Owner, Geotechnical Consultant, and governing agencies. The Geotechnical Consultant shall evaluate the extent of these removals on a site by site basis. Earth materials to be placed as compacted fill shall not contain more than 1 percent organic materials (by volume). No compacted fill lift shall contain more than 10 percent organic matter. Should potentially hazardous materials be encountered, the Contractor shall stop work in the affected area, and a hazardous materials specialist shall immediately be consulted to evaluate the potentially hazardous materials, • prior to continuing to work in that area. It is our understanding that the State of California defines most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) as hazardous waste. As such, indiscriminate dumping or spillage of these fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall be prohibited. The contractor is responsible for all hazardous waste related to his operations. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Owner should contract the services of a qualified environmental assessor. Processine: Exposed earth materials that have been observed to be satisfactory for support of compacted fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Exposed earth materials that are not observed to be satisfactory shall be removed or alternative recommendations may be provided by the Geotechnical Consultant. Scarification shall continue until the exposed earth materials are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. The earth materials should be moistened or air dried to near optimum moisture content, prior to compaction. Overexcavation: The Cut Lot Typical Detail and Cut/Fill Transition Lot • Typical Detail, included herein provides a graphic illustration that depicts typical overexcavation recommendations made in the approved geotechnical report(s) and/or grading plan(s). Keyways and Benching: Where fills are to be placed on slopes steeper than SA (horizontal to vertical units), the ground shall be thoroughly benched as compacted fill is placed. Please see the three Keyway and Benching Typical Details with subtitles Cut Over Fill Slope, Fill Over Cut Slope, and Fill Slope for a graphic illustration. The lowest bench or smallest keyway shall be a minimum of 15 feet wide (or 1/2 the proposed slope height) and at least 2 feet into competent earth materials as advised by the Geotechnical Consultant. Typical benches shall be excavated a minimum height of 4 feet into competent earth materials or as recommended by the Geotechnicat Consultant. Fill placed on slopes steeper than 5:1 should be thoroughly benched or otherwise excavated to provide a flat subgrade for the compacted fill. Evaluation/Acceptance of Bottom Excavations: All areas to receive compacted fill (bottom excavations), including removal excavations, processed areas, keyways, and benching, shall be observed, mapped, general elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive compacted fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to placing compacted fill. A licensed surveyor shall provide the survey control for • determining elevations of bottom excavations, processed areas, keyways, and • benching. The Geotechnical Consultant is not responsible for erroneously located,fills, subdrain systems, or excavations. Fill Materials General: Earth material to be used as compacted fill should to a large extent be free of organic matter and other deleterious substances as evaluated and accepted by the Geotechnical Consultant. Oversize: Oversize material is rock that does not break down into smaller pieces and has a maximum diameter greater than 8 inches. Oversize rock shall not be included within compacted fill unless specific methods and guidelines acceptable to the Geotechnical Consultant are followed. For examples of methods and guidelines of oversize rock placement see the enclosed Oversize Rock Disposal Detail. The inclusion of oversize materials in the compacted fill shall only be acceptable if the oversize material is completely surrounded by compacted fill or thoroughly jetted granular materials. No oversize material shall be placed within 10 vertical feet of finish grade or within 2 feet of proposed utilities or underground improvements. Import: Should imported earth materials be required, the proposed import materials shall meet the requirements of the Geotechnical Consultant. Well • graded, very low expansion potential earth materials free of organic matter and other deleterious substances are usually sought after as import materials. However, it is generally in the Owners best interest that potential import earth materials are provided to the Geotechnical Consultant to determine their suitability for the intended purpose. At least 48 hours should be allotted for the appropriate laboratory testing to be performed, prior to starting the import operations. Fill Placement and Compaction Procedures Fill Layers: Fill materials shall be placed in areas prepared to receive fill in nearly horizontal layers not exceeding 8 inches in loose thickness. Thicker layers may be accepted by the Geotechnical Consultant, provided field density testing indicates that the grading procedures can adequately compact the thicker layers. Each layer of fill shall be spread evenly and thoroughly mixed to obtain uniformity within the earth materials and consistent moisture throughout the fill. Moisture Conditioning of Fill: Earth materials to be placed as compacted fill shall be watered, dried, blended, and/or mixed, as needed to obtain relatively uniform moisture contents that are at or slightly above optimum. The maximum density and optimum moisture content tests should be performed in accordance with the American Society of Testing and Materials (ASTM test • method D1557-00). Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it should be uniformly compacted to a minimum of 90 percent of maximum dry density as determined by ASTM test method D1557-00. Compaction equipment shall be adequately sized and be either specifically designed for compaction of earth materials or be proven to consistently achieve the required level of compaction. Compaction of Fill Slopes: In addition to normal compaction procedures specified above, additional effort to obtain compaction on slopes is needed. This may be accomplished by backrolling of slopes with sheepsfoot rollers as the fill is being placed, by overbuilding the fill slopes, or by other methods producing results that are satisfactory to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill and the slope face shall be a minimum of 90 percent of maximum density per ASTM test method D1557- 00. Compaction Testing of Fill: Field tests for moisture content and relative density of the compacted fill earth materials shall be periodically performed by the Geotechnical Consultant. The location and frequency of tests shall be at the Geotechnical Consultant's discretion based on field observations. Compaction test locations will not necessarily be random. The test locations may or may • not be selected to verify minimum compaction requirements in areas that are typically prone to inadequate compaction, such as close to slope faces and near benching. Frequency of Compaction Testing: Compaction tests shall be taken at minimum intervals of every 2 vertical feet and/or per 1,000 cubic yards of compacted materials placed. Additionally, as a guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face and/or for each 10 vertical feet of slope. The Contractor shall assure that fill placement is such that the testing schedule described herein can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork operations to a safe level so that these minimum standards can be obtained. Compaction Test Locations: The approximate elevation and horizontal coordinates of each test location shall be documented by the Geotechnical Consultant. The Contractor shall coordinate with the Surveyor to assure that sufficient grade stakes are established. This will provide the Geotechnical Consultant with sufficient accuracy to determine the approximate test locations and elevations. The Geotechnical Consultant can not be responsible for staking erroneously located by the Surveyor or Contractor. A minimum of two grade stakes should be provided at a maximum horizontal distance of 100 feet and vertical difference of less than 5 feet. s Subdrain System Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the approved grading plan, and the typical details provided herein. The Geotechnical Consultant may recommend additional subdrain systems and/or changes to the subdrain systems described herein, with regard to the extent, location, grade, or material depending on conditions encountered during grading or other factors. All Subdrain systems shall be surveyed by a licensed land surveyor (except for retaining wall subdrain systems) to verify line and grade after installation and prior to burial. Adequate time should be allowed by the Contractor to complete these surveys. Excavation All excavations and over-excavations for remedial purposes shall be evaluated by the Geotechnical Consultant during grading operations. Remedial removal depths indicated on the geotechnical plans are estimates only. The actual removal depths and extent shall he determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading operations. Where fill over cut slopes are planned, the cut portion of the slope shall be excavated, evaluated, and accepted by the Geotechnical Consultant prior to placement of the fill portion of the proposed slope, unless specifically addressed by the Geotechnical Consultant. Typical • details for cut over fill slopes and fill over cut slopes are provided herein. Trench Backfill 1) The Contractor shall follow all OHSA and Cal/OSHA requirements for trench excavation safety. 2) Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions in the Standard Specifications of Public Works Construction. Bedding materials shall have a Sand Equivalency more than 30 (SE>30). The bedding shall be placed to 1 foot over the conduit and thoroughly jetting to provide densification. Backfill should be compacted to a minimum of 90 percent of maximum dry density, from 1 foot above the top of the conduit to the surface. 3) Jetting of the bedding materials around the conduits shall be observed by the Geotechnical Consultant. 4) The Geotechnical Consultant shall test trench backfill for the minimum compaction requirements recommended herein. At least one test should be conducted for every 300 linear feet of trench and for each 2 vertical feet of backfill. S) For trench backfill the lift thicknesses shall not exceed those allowed in the Standard Specifications of Public Works Construction, unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment ® or method. IE-- tlhi G ^Strata, fin c STABILIZATION FILL TYPICAL DETAIL Geatechnical,,Environmental and Materials Testing Consultants BETTERPEOPLE.BETTER SERVICE.SETTERRESULTS MIN.OF 5 FEET DEEP COMPACTED FILL,BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT 15 FEET MINA 4 INCH PERFORATED � ' PROPOSED GRADE PVCB R ir 9 INCH SOLID OUTLET UTLET Y ? TYPICAL BENCHING INTO EARTH MATERIALS -1 s 4 INCH PERFORATED / �L PVC BALKDRAIN COMPACTED FLLL � L TYPICAL BENCHING INTO H .a EARTH MATERIALS 4 INCH SOLID PVC y r_ x SP 30 FE T MAX OUTLET Y i .T 2 FEE MIN ..... .... ....\� ..................... 5 FEET MI[N ~ \ \ \ GEOFABRIC(MIRAFI 140N OR II I \ APPROVED EQUIVALENT) \PERFORATED PVC PIPE WITH PERFORATIONS \ KEYWAY BOTTOM SHOULD FACING DOWN \ 150 FEET DESCEND INTO SLOPE \ KEYWAY DIMENSST(TYPIONS ALLY ER H/GEOTECHNICALEETMI CONSULTANT/ \ GEOLOGIST(TYPICALLY H/2 OR 15 FEET MIN.) 12 INCH MIN.OVERL-P, SECURED EVERY 6 FEEN SCHEDULE 40 SOLID PVC OUTLbTPIPE, , \ SURROUNDED By COMPACTED FILL. OUTLETS TO BE PLACED EVERY 100 FEET OR LES 5 CUBIC FEET/FOOT OF Y INCH-I Y INCH / OPEN GRADED ROCK -----Earth SSrt�nartar,. I�inr/c. BUTTRESS TYPICAL DETAIL Oeotechnlcel,Environmental and Materials Testin,Consultant BETTER PEOPLE..BETTER SERVICE.BETTER RESULTS MIN.OF 5 FEET DEEP COMPACTED FILL,BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT PROPOSED GRADE 15 FEET MINy 4 INCH PERFORATED PVC BACKDRAIN 4 INCH SOLID PVC OUTLET 10 FEET MIN TYPICAL BENCHING INTO COMPETENT EARTH MATERIALS 4 INCH PERFORATED �. PVC BACKDRAIN TYPICAL BENCHING /t OMPACTED FILL': INTO COMPETENT 4 INCH 500UDT PVC LET 30 FEET MAX EARTH MATERIALS H SN . _ R � tENt� 2 FEET MIN / 5 FEET MIN GEOFABRIC(MIRAFI 140N OR \ --�PPR`EQUIVALENT) \ PERFORATED PVC PIPE WITH PERFORATIONS 15.0 FEET KEYWAY BOTTOM SHOULD FACING DOWN _ DESCEND INTO SLOPE \ / KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT/ \ GEOLOGIST(TYPICALLY H/2 OR 15 FEET MIN.j \ 12 INCH MIN.OVE AP, I SECURED EVERY 6 F SCHEDULE 40 SOLID PVC OUIIbb��T PIPE, SURROUNDED By COMPACTED FILL. oUTLET5 TO� I BE PLACED EVERY 100 FEET OR LESS. \ <; 5 CUBIC FEET/FOOT OF X INCH-1/t INCH / OPEN GRADED ROCK Earth bSrtlt arrtar,. I(inrlc.. CANYON SUBDRAIN SYSTEM TYPICAL DETAIL Geotechnical,Enrlrunmental and Materials rearing Consultants BETTER PEOPLE•BETTER SERWCE.BETTER RESULTS CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIAL TO BE REMOVE PROPOSED GRADE r . ' 'LOMPACTEDFTLL GEOFABPIC(MIPAFI 140N OR APPROVED EQUIVALENT) y - 6INCH COLLECTOR PIPE (SCHEDULE 40 PERFORATED PVC PEP \ Y. WITH PERFORATIONS FACING DOW EXISTING NATURAL GRADE is A } l Y f •l 4 / •� V r �^ 12 INCHES MIN.OVERLAP,SECURED EVERY 6 FEET r 6I C(B MIN UNSUITABLE MA TERIAL5 TO BE REMOVED Fl, r`r i i rJ' 9 CUBIC FEET/FOOT OF Y,INCH-1 iP INCH CRUSHED ROCK TYPICAL BENCHING INTO COMPETENT EARTH MATE ALS —� INCH MIt COMPETENT EARTH MATERIALS NOTES: TY�Y N Y Y Y>1 I-CONTINUOUS RUNS IN EXCESS OF 500 FEET LONG WILL REQUIRE AN 8INCH DIAMETER PIPE. 2-FINAL 20 FEET OF PIPE AT OUTLET WILL BE SOLID AND BACKFILLED WITH COMPACTED FINE-GRAINED EARTH MATERIALS. CANYON SUBDRAIN TYPICAL OUTLET 200FEETMI GEOFABRIC(MIRAFI 140N OR APPROVED EQUIVALENT) PROP05ED GRADE TYPICALLY 100 FEET :•...#�«- 1 f +CQM�AC,TU F$4i•.;`� .i N -e - RUT VARIES, ^ '�'D�.'^ •• '.��... H0 6 INCH SOLID PVC PIPE 2% Y,INCH-K INCH CRUSHED ROCK 0 FEET MIN 'INCH SOLID PVC PIPE_MCH PERFORATED SCHEDULE 40 PVC PIPE IE ir-itlh - bSitrai tar,. 1lml�., CUT LOT TYPICAL DETAIL Geateehnle.l,Environmental and Materials Tesgng ConsWtan6 BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS REMOVE UNSUITABLE MATERIALS PROPOSED GRADE 1.1 PROJECTION TO COMPETENT EARTH MATERIALS T ORIGINAL GRADE / COMPACTED FILE t 5 FEET MIN BUT VARIES OVEREXCAVATE AND_RECOMPACT /.. COMPETENT EARTH MATERIALS I.1 PROJECTION COMPETENT EARTH MATERIALS NOTE:REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2%FALL TOWARDS STREET OR OTHER SUITABLE AREA(AS DETERMINED BY THE GEOTECHNICAL CONSULTANT)TO AVOID PONDING BELOW THE BUILDING NOTE:WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS,OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS IEantlhr e 5srti�,arrt,ar, I(mrtc.. CUT / FILL TRANSITION LOT TYPICAL DETAIL Geotechnical,Environmental and Materials Testing OonseBants BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS � � GRADE l� r� p1ytGiNAb CKIREMOVE a Op VJE� AjE ZP`S RO•r .J' PROPOSED GRADE I _ •�`SOPSOF • / COMPETENT EARTH — ON TO — CQMVACTEDF t vim _ at_ MATERIALS ILLE — C _ MA iQYERJCGA^dAT Ate+!} #CT 5 FEET MIN BUTVARIES ✓ -:�, spa �!. NOTE;REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2%FALL TOWARDS STREET OR OTHER SUITABLE AREA(AS .✓.. 7q:'.�".}`' DETERMINED BY THE GEOTECHNICAL CONSULTANT)TO AVOID TYPICAL BENCHING INTO PONDING BELOW THE BUILDING COMPETENT EARTH MATERIALS NOTE:WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS,OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS --- KEYWAY & BENCHING TYPICAL DETAILS 1 (wha�>tlhi = talandMaterrCar, l�mr� CUT OVER FILL SLOPE Geofechn--EnvUanmental - Ma -- Testing Consultanu BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS PROPOSED GRADE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVE :•,�j EXISTING NATURAL GRADE / pZfl 5S� PROPOSED GRADE / t+ OVERBUILD AND CUT BACK TO ,� ?COMPACTED FILL �` THE PROPOSED GRADE / TO BE CUTBACK R M f 1:1 PROJECTION TO COMPETENT EARTH pq'T MATERIAL TEMPORARY 1:I CUT .. ...._.. . ......... 5.0 2.0 FEET MI KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE 5.0 FEET KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT/ GEOLOGIST(TYPICALLY H/2 OR 15 FEET MIN.) NOTE: NATURAL SLOPES STEEPER THAN 5A(H:V)MUST BE BENCHED INTO COMPETENT EARTH MATERIALS Earth ^��rt><r Strata,tar,. KEYWAY & BENCHING TYPICAL DETAILS Geofechnlcsl.Environmental and Materials TesBnB Consultants FILL OVER CUT SLOPE BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS ..................................... .......... ...................................... �r PROPOSED GRADE O�PpLAED f '�t r "' EXI5TING NATURAL GRADE '/ 0.EM • � iy '�C-DMPACTED FTLL . k0.pSPY �i �. VARIES (4 FEET TYPICAL) CONTACT BETWEEN SUITABLE AND UNSUITABLE PVp H EARTH MATERIALS TO BE REMOVED CUT SLOPE P En5F 5FF uoiES / � c� VARIES(B FEET TYPICAL)+ V�,�? KEYWAY BOTTOM SHOULD DESCEND INTO 150 FEET SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT/ NOTES: GEOLOGIST(TYPICALLY H/2 OR 15 FEET MIN) NATURAL SLOPES STEEPER THAN 5:1(H:V)MUST BE BENCHED INTO COMPETENT EARTH MATERIALS THE CUT SLOPE MUST BE CONSTRUCTED FIRST - -- ---------------- -- KEYWAY & BENCHING TYPICAL DETAILS ,Earth - Str,airt/ar, In( FILL SLOPE GePwhA ca!Em'mnmental and Mamnels TesU gConson U BETTER PEOPLE.BETTER SERVICE.BETTER RESULTS PROPOSED GRADE EXISTING NATURAL GRADE ` +p. r� ^ COMRACTED FILL /4 .... CONTACT BETWEEN SUITABLE AND /:� � VARIES H UNSUITABLE MATERIALS TO BE REMOVED ,��+ •_;I (4 FEET TYPICAL) LI PROJECTION TO COMPETENT EARTH MATERIALS FROM PROPOSED TOE OF SLOPE / y. r TEMPORARY 1:7 CUT _C ' 0`" NS�Pq. .......... .. ......... ......... ............... -' '4 •..•"� * E VARIES(8 FEET TYPICAL 4 � 2.0 FEET MINJ KEYWAY BOTTOM SHOULD DESCEND INTO 75.0 FEET SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT/ GEOLOGI5T(TYPICALLY H/2 OR 15 FEET MIN.) NOTES: NATURAL SLOPES STEEPER THAN 5:1(H:V)MUST BE BENCHED INTO COMPETENT EARTH MATERIALS :°�53: ee :edee� e:::3�e3��s�3��e55°'::9;�'?e:ee�65e:9e�35ae:;•e:, e;,r3fre9�eEe::::=case ae: ��r9�:a5�:3�Eee�f9e�f3%3::93::3:e6e6 �5;:3E5:: e5e??:%�3d:e'1 •::•' :�:::��::�:i ! III:i:: i:li'�:!:::::::�ii� ,��io: iii ::::ii:��::��:: ::•:�:�i•: n�i:1iV i�:::::::::64�::::ice':!::::•:ii�V y:::::�:: :i1 I. 111•1111•1:••I:1111 111:::•�I••::IY:•:11•II.1111r•11:111 11•::�1 1:11::11:�111�rig IIV•�RII:11:�:1.1�•• 11:•1: �1�::11••1 1�'�1:: 111 1�,1 I���`1:'•�:1:�1�11:•1:111:• II:•I:I I:••i!)11 1 :1::11' 1 1) II I.11:• •'1'• • •' •:::'III:�:Ii ::�1::i�1:•1:�1:•11: 1 • I.11 11::� 1•I11if 1• 1•• 1•I:i�1 ••2- 1I.R 1:1.1• :11•Ij I�1:i�1••_:4�Ii IM 111y^Iy q� q • t , 1• • e! F • t ............. LEGEND III -1- Geologic Units afu - Arrival Fill Undocumented pI e O .: - ❑ l�J .�: ❑O OYa Young Alluvial Flood-Plain Deposits gyEli Q; r ❑ ❑ ❑1 ©' a'_❑�j (Circled Where 9uied) symbols ❑ ❑— p L s 0 i p '-.k - — ❑ ..Y �-�CII Ory n usp � I � Limits of Report o ❑-". p , � - - i ❑_ �i a � n Boring Location ❑ _ Y7: o.0 n os�..<.... ❑ lob in 1 r t1o1° Ea: ❑ (- li 10-121 D _ ❑ ; O .'£5'. D.12' - Recommended Removal Depths (In Lies of Mac Foundations) ❑ -❑ ❑'- M R A bFt CE BUILDI G 42 ❑I ❑ ❑ y� ❑ _ _ ❑ ❑as a- 4 k3` s ✓' �. - . .0 -�- 00.0 ❑ _:.p a❑ : p' by _q.a..>- ❑ aoL ❑ a — GEOTECHNICAL MAP -p p �" I LOCATED AT 43980 MARGARITA ROAD ° CITY OF TEMECULA,RIVERSIDE COUNTY.CALIFORNIA APN 959450L14 PROJECT PROPOSED MEDICAL BUILDING ADDITION CLIENT MR.TAL JERGENSEN PROJECTNO. 171960-11 DATE APRIL 2018 SCALE 1:30 -- OWG XREFS REVISION DRAWNBY JDG I PLATE IIOFI 0 30, 60' ,. . .�. �.:... ..,..a , I „. .� Earth Strata Geotechnical Services,Inc. -Gen----n_i— rem-ironmenral.and Mace:�nls TeAaing nsulmnes uq,:,E}45ING mmlY5.1!3Y.]-a',il> Earth Strata Geotechnical Services, Inc. - - -------------------------------------- ------------ Geotechnical, Environmental and Materials Testing Consultants • Project No. 171960-12A April 10,2018 Mr.Tal jergensen 550 East Latham Avenue.,Suite 3 Hemet,CA 92543 Subject: Interpretive Report for Infiltration System Design, Proposed Medical Building Addition, Assessor's Parcel Number 959-050-014,Lot 3 of Parcel Map 31711.Located at 43980 Margarita Road,City of Temecula,Riverside County,California Reference: County of Riverside, Community Health Agency, Department of Environmental Health, Onsite Wastewater Treatment Systems, Technical Guidance Manual,Version A,undated. 2011,Appendix A of Riverside County Flood Control,Water Conservation District,Design Handbook for Low Impact Development Best Management Practices, dated September. Warth Strata Geotechnical Services, Inc. is pleased to present this interpretive report for the proposed medical building addition, located at 43980 Margarita Road, in the City of Temecula, Riverside County, California. The purpose of our study was to determine the infiltration rates and physical characteristics of the subsurface earth materials within the proposed development. We have provided guidelines for the design of WQMP areas, where applicable. This study is intended to provide onsite infiltration rates for the earth materials at the approximate depth near the proposed WQMP areas located in the southwest portion of the site. PROPERTY DESCRIPTION The subject property is located at 43980 Margarita Road in the City of Temecula, Riverside County,California. The approximate location of the site is shown on the Vicinity Map,Figure 1. The subject property is comprised of approximately 1.05 acres of partially developed land. Topographic relief at the subject property is relatively low with the terrain being generally flat Elevations at the site is approximately 1,070 feet above mean sea level(msl). Drainage within the subject property generally flows to the southwest. The site is currently bordered by commercial and residential development Most of the vegetation on the site consists of sparse amounts of annual weeds/grasses, along with small to large trees bordering the northeast portion of the subject site. 0 42184 REMINGTON AVENUE, TEMECUL.A, CA 92590 951-397-8315, ESGSINC.COM PROPOSED CONSTRUCTION Based on information provided by you, the proposed development will consist of one- and/or two-story buildings hich includes interior driveways,utilities and WQMP areas located along the southwest perimeter of the proposed development. SUBSURFACE EXPLORATION AND INFILTRATION TESTING SUBSURFACE EXPLORATION Subsurface exploration of the subject site consisted of two exploratory excavations to depths of 21.5 feet and 51.5 feet, conducted on March 31, 2018.The exploratory borings were conducted as part of the geotechnical evaluation of the insitu soils with respect to the proposed development. The approximate locations of the exploratory excavations are shown on the attached Infiltration Location Map, Plate 1, and descriptive logs are included in Appendix A. EARTH MATERIALS A general description of the earth materials observed on site is provided below. • Artificial Fill. Undocumented (mapssvmbol Afu)_ Undocumented artificial fill materials were encountered throughout the site within the upper 1 to 7 feet during exploration. These materials are typically locally derived from the native materials and consist generally of brown to dark brown silty sand and clayey sand. These materials were noted to be in a slightly moist, medium dense to dense state. • Quaternary Young Alluvial Flood-Plain Deposits (map symbol Qya): Quaternary young alluvial channel deposits were encountered directly from the surface within the topographically low portions of the site to a maximum depth of 51.5 feet. These young alluvial deposits consist predominately of light brown to brown, fine to coarse grained silty sand with clay, sandy clay, clayey sand, poorly graded sand, and poorly graded sand with clay. These deposits were generally noted to be in a slightly moist to wet, medium dense to very dense state. GROUNDWATER Groundwater was observed within the exploratory boring (B-1) and was encountered at approximately 40 feet below the existing grade. INFILTRATION TESTING The percolation testing method per Riverside County Health Department guidelines, with the Porchet Method conversion, was utilized to perform a total of five (4) percolation tests on April 3, 2018 to evaluate near surface infiltration rates in order to estimate the amount of storm water runoff that can infiltrate into the WQMP areas. The percolation tests were performed in general accordance with the requirements of Appendix A of the Design Handbook for Low Impact Development Best Management Practices, prepared by Riverside County Flood Control and Water Conservation District. The percolation tests were performed within 10 to 13 foot-deep,8-inch diameter tests holes.The final percolation test reading and infiltration rate is summarized in the following table and the test data recorded in the field is included in Appendix B. 0 >EAIBTHf STRATA G,lEOTIEC]HINIC1AL SHIRV)ICIES 3 April 10, 2018 Project Number 171960-12A INFILTRATION TEST SUMMARY TEST PERCOLATION INFILTRATION INFILTRATION • NUMBER HOLE DEPTH RATE (MPI) RATE DESCRIPTION in hour P-1 12% 60 0.19 Clayey SAND P-2 121h 120 0.05 Clayey SAND P-3 12% 60 0.32 Clayey SAND P-4 12% 60 0.33 Clayey SAND The infiltration test rates ranged from 0.05 to 0.33 inches per hour. CONCLUSIONS AND RECOMMENDATIONS The following equation was used in order to convert the percolation rates to infiltration rates. It = OH (60) r At(r+2Havg) The percolation rate of 60 mpi is to be used for the design. This rate is used in the conversion equation utilizing the Porchet Method to obtain the infiltration rates,see Attached Sheets.The recommended factor of safety for the infiltration design is 3. Vased on the data presented in this report and the recommendations set forth herein,it is the opinion of Earth Strata eotechnical Services that the WQMP area can be designed for an infiltration rate of 0.19 inches per hour. GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Dr. Tal Jergensen and their authorized representative. It likely does not contain sufficient information for other parties or other uses. Earth Strata Geotechnical Services should be engaged to review the final design plans and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth Strata Geotechnical Services not be accorded the opportunity to review the project plans and specifications,we are not responsibility for misinterpretation of our recommendations. Earth Strata Geotechnical Services should be retained to provide observations during construction to validate this report. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth Strata Geotechnical Services should review any changes in the project and modify and approve in writing the conclusions and recommendations of this report This report and the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report,this office should be notified immediately,as revisions may be required. • EARTH STRATA GEOiCECIH[NICAL SERVICES 4 April 10, 2018 Project Number 171960-12A REPORT LIMITATIONS • Our services were performed using the degree of care and skill ordinarily exercised,under similar circumstances,by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty,expressed or implied,is made as to the conclusions and professional advice included in this report. Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result,we do not and cannot have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by Earth Strata Geotechnical Services during construction. This report is considered valid for a period of one year from the time the report was issued. This report was prepared with the understanding that it is the responsibility of the owner or their representative, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners'contractor should properly implement the conclusions and recommendations during grading and construction, and notify the owner if they consider any of the recommendations presented herein to be unsafe or unsuitable. • Respectfully submitted, EARTH STRATA GEOTECHNICAIL SERVICES, INC. �,pFEsq/p,1;4 ��MICN4E��,rf. H W N9. 40219$ T co Gap. AD 6 � Stephen M.Poole,PE 40219 �J} CW President ��pF Cµ Principal Engineer SMP/hr/jf Distribution: (4)Addressee Attachments: Figure 1-Vicinity Map(Rear of Text) Appendix A-Exploratory Logs Sheets(Rear of Text) Appendix B-Infiltration Test Sheets(Rear of Text) Plate 1-Infiltration Location Map(Rear of Tent) • EARTH STRATA GEOTECHNICAL SERVICES 5 April 10, 2018 Project Number 171960-12A INFILTRATION TEST SUMMARY INFILTRATION INFILTRATION • TEST HOLE DEPTH PERCOLATION RATE DESCRIPTION NUMBER (ft.) RATE (MPI) Ur P-1 12Y2 60 0.19 Clayey SAND P-2 121h 120 0.05 Clayey SAND P-3 121h 60 0.32 Clayey SAND P-4 121h 60 0.33 Clayey SAND The infiltration test rates ranged from 0.05 to 0.33 inches per hour. CONCLUSIONS AND RECOMMENDATIONS The following equation was used in order to convert the percolation rates to infiltration rates. 4 = OH (60) r At(r+ 2Havg) The percolation rate of 60 mpi is to be used for the design. This rate is used in the conversion equation utilizing the Porchet Method to obtain the infiltration rates,see Attached Sheets.The recommended factor of safety for the infiltration design is 3. Wased on the data presented in this report and the recommendations set forth herein,it is the opinion of Earth Strata eotechnical Services that the WQMP area can be designed for an infiltration rate of 0.19 inches per hour. GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Dr. Tal Jergensen and their authorized representative. It likely does not contain sufficient information for other parties or other uses. Earth Strata Geotechnical Services should be engaged to review the final design plans and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth Strata Geotechnical Services not be accorded the opportunity to review the project plans and specifications,we are not responsibility for misinterpretation of our recommendations. Earth Strata Geotechnical Services should be retained to provide observations during construction to validate this report. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth Strata Geotechnical Services should review any changes in the project and modify and approve in writing the conclusions and recommendations of this report. This report and the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report,this office should be notified immediately,as revisions may be required. • EARTH STRATA GEOTECHNICAL SERVICES 4 April 10, 2018 Project Number 171960-12A REPORT LIMITATIONS • Our services were performed using the degree of care and skill ordinarily exercised,under similar circumstances,by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty,expressed or implied,is made as to the conclusions and professional advice included in this report. Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result,we do not and cannot have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by Earth Strata Geotechnical Services during construction. This report is considered valid for a period of one year from the time the report was issued. This report was prepared with the understanding that it is the responsibility of the owner or their representative, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners'contractor should properly implement the conclusions and recommendations during grading and construction, and notify the owner if they consider any of the recommendations presented herein to be unsafe or unsuitable. • Respectfully submitted, ]EARTH STRATA GEOTIECHNICA]L SERVICES, INC. �pFE /pI� �0104� p� W I10. 1021910 s Stephen M.Poole,PE 40219 *i►� CIYI� � President Principal Engineer SMP/hr/jf Distribution: (4)Addressee Attachments: Figure 1-Vicinity Map(Rear of Text) Appendix A-Exploratory Logs Sheets(Rear of Text) Appendix B-Infiltration Test Sheets(Rear of Text) Plate 1-Infiltration Location Map(Rear of Text) • EARTH STRATA GEOTECHNICAL SERVICES 5 April 10, 2018 Project Number 171960-12A DEL y R , a b aN � OPiE QOPIf0.0.L \� \. r 171960 Proposed Medical Building AdditioW., -,Approximate Site Location �5 a RV 6 ` A coo I k2iP g a � C a ry L R 3 V gg y N O' C � t p4 Z JI C fa 1 uPR x% 9 � 8 P "®2007 DeLorme(www.delorme.com)Topo USA•,. PROPOSED MEDICAL BUILDING ADDITION 171960-12A Earth Strata Geotechnical Services, Inc. SCALE 1:40 625 VICINITY MAP- ---�a xm r APR 2018 FIGURE 1 • APPENDIX A EXPLORATORY LOGS • • Geotechnical Boring Log B-1 Date: March 31,2018 Project Name: Margarita Road Page: 1 of 2 roject Number: 171960-10A Logged By:SNJ rifling Company: Drilling It Type of Rig:B-61 Drive Weight(lbs): 140 Drop(in): 30 Hole Diameter(in): 8 op of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map U a u c o Y a O Y W aT M O C O O p C ` r u LL y a .N E C m of 0 U MATERIAL DESCRIPTION 0 Artificial Fill,Undocumented(Aful SM Silty SAND;dark brown,slightly moist,dense,fine to coarse sand,trace clay 49 2.5' 121.2 8.8 Clay nodules below 4 feet -— - — ------ ---- ------ - ------- ----- ----- ---- -------- - ------ ------- --------- ------------- -- ------- ------5 - 25 5' 114.9 6.6 SM-SC Silty SAND with Clay; dark brown,slightly moist, medium dense,fine-to coarse sand Quatemary Young Alluvial Flood Plain Deposits(Qva) 24 7.5' 122.2 7.1 SM-SC Silty SAND with Clay; light brown,slightly moist, medium dense,fine to coarse sand —_ -- - — - — ---— ___--- --- —_-------------------------—--------------—-----—----------- 10 SP Poorly-Graded SAND; light brown,slightly moist,medium dense,fine to coarse sand, 25 10' 115.3 6.2 trace clay 15 21 15' 112.3 3.5 Medium to coarse sand,trace gravel below 15 feet Brown below 18 feet 20 24 20' 113.0 9.5 Sp-SC Poorly-Graded SAND with Clay; light brown,moist, medium dense, medium to coarse sand,trace fine sand,trace gravel 25 32 25' 106.7 14.9 Saturated below 25 feet 30 Earth Strata Geotechnical Services, Inc. 42184 Remington Avenue, Temecula, CA 92590 isamjnj�t Enviwnm tal m,d Hara laT:Taaln -Qa:oUaar--- - - ----------e---- --- o .EW8NCm (9503974315 Geotechnical Boring Log B-1 Date: March 31,2018 Project Name: Margarita Road Page:2 of 2 roject Number:171960-10A Logged By:SN) Frilling Company: Drilling It Type of Rig:B-61 Drive Weight(Ibs): 140 Drop(in): 30 Hole Diameter(in): 8 op of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map 1 y a C O O ❑ N N L u 0 v v E o O_ 3 O. ❑ h t a ° E c' ❑ MATERIAL DESCRIPTION 30 41 30' 114.3 13.0 ---- ---- ------- ------ ----------------------------------------------------------------------------------------------------------- CL Sandy CLAY; brown, moist,very dense,fine to coarse sand 35 40 80 40 114.7 16.2 SP Poorly Graded SAND: light brown, wet,very dense,medium to coarse sand, trace fine sand,trace clay Groundwater at 42 feet 45 50 34 50' 123.4 12.1 Dense below 50 feet Total Depth:51.5 feet Groundwater at 42 feet 55 60 Earth Strata Geotechnical Services, Inc. 42184 ----- - ----Remington venue, emecu a, A 925 Gearechniml,Enritonmenral and Alatalals Toting C-----anu--- w .UGSINC.. (951)3928315 Geotechnical Boring Log B-2 Date: March 31,2018 Project Name: Margarita Road Page:1 of 1 roject Number: 171960-30A Logged By:SNJ 1111 rilling Company: Drilling It Type of Rig:B-61 Drive Weight(lbs): 140 Drop(in): 30 Hole Diameter(in): 8 op of Hole Elevation(ft):See Map Hole Location:See Geotechnical Map U U C a L o c: CL 'Y to o 0 'o p O 'C v cF .° MA to aa, ° C Z o u ra ^ MATERIAL DESCRIPTION 0 Artificial Fill.Undocumented lAfu) SM Silty SAND;brown,slightlyii moist,dense,fine to coarse sand ------ ----- ------- ------ ------ --------------------------------------------------------------------------------------------------- 36 2.5' 127.6 9.8 SC Clayey SAND; brown to dark brown,slightly moist,dense,fine to coarse sand Dark gray below 5 feet 5 45 5' 129.5 7.4 23 7.5' 122.5 9.6 Quaternary Youna Alluvial Flood Plain Deposits(Qva) SM-SC Silty SAND with Clay;medium brown,slightly moist,medium dense,fine to coarse 10 sand - --- ----- ------- --- - ------------------------------------------ --------------------------------- 2z 10' 119.3 7.5 SP Poorly-Graded SAND with Silt; light brown,slightly moist,medium dense,fine sand, trace clay 15 17 15' 105.7 5.1 20 24 20' 110.0 6.2 Sp Poorly-Graded SAND; brown, moist, medium dense,fine to medium sand Total Depth: 21.5 feet No Groundwater 25 30 Earth Strata Geotechnical Services, Inc. 42184 Remington Avenue, Temecula, CA 92590 -`- g Croterhniral, Ennrmn Wand Materials Taring Comnita u __. _ ._--_____ ._____ ww.,FSGSINC.a (930397-93IS • APPENDIX B INFILTRATION TEST SHEETS • • Job No.: 171960-12A Tested By: NUM "It'is the tested infiltration rate. Job Name: 43980 Margarita Road Time interval,4t Initial Depth to Water,Do Test Hole Number: P-1 Test Hale Diameter(inches): 8 Final Depth to Water,Dr Total Depth of Test Hole,Dr Soil Classification: aayeySAND Date Excavated: 4/2/2018 2Test Hole Radius,r Test Hole Depth(ft): 12:5 Date Tested: 4/3/MU The conversion equation is used: Time tme val of Presoak "Have is the average head height over the time interval. 09.111me 24 Hours Start 4/2/1811.M Amuum of Water Used/Comments _ AH 60 r 510P 4/3/1917:00 0 11 nt(rQMavB) 7Mr .ply' Isms "11.759.25 L MInrerwlm 30 137.5 140 2.50 12 149.25 30.00 149.25 4.00 "2.5010.50 0.80 30.00 30 137.5 138 0.50 60 149.00 30.00 11.50 11.00 149.00 4.00 0.50 11.25 0.15 60.00 30 136.5 137 0.50 60 149.00 30.00 12.50 12.00 149.00 4.00 050 12.25 0.14 90.00 12.40 30 135.5 136 0.50 60 147.00 30.00 11.50 11.00 147.00 4DO 0.50 11.25 0.15 120.00 13:10 3:1 00 30 134 135 1.00 30 148.00 30.00 14.00 13.00 148.00 4.00 1.00 1350 0.26 150.00 31 13.40 1430 30 135 135.25 0.25 120 149.00 30.00 14.00 13.75 149.00 4.00 0.25 13.98 0,06 ISOM 14:10 30 135 735.25 0.25 120 147.75 30.00 12.75 12.50 147.75 COD 0.25 12.63 0.07 210.D0 1440 14:40 5510 30 135 135.5 0.50 60 147.00 30.00 12.00 11.50 147.00 4.00 0.50 11.75 0.15 240.00 15: 0 30 135 135.5 0.50 60 144.00 30.00 9.00 8.50 144.00 JIM 0.50 8.75 0.19 270.00 1540 15:40 30 135 135.25 0.25 120 145.50 30.00 10.50 10.25 145.50 4.00 0.25 10.38 0.08 300.00 1610 16:10 30 135 13525 0.25 120 142.50 30.00 7.50 7.25 14250 4.00 0.25 7.38 0.11 330.00 16:40 16:40 30 135 1355 0.50 60 144.00 MOD 9.00 8.50 144.00 4.00 OSO 8.75 0.19 360.00 17:10 Job NO.: 171960-12A Job Name: 63980 Margarita Road Test Hole Number: P-1 ELAPSED TIME VS. INFILTRATION RATE ON 0.eo ON 0.70 ON 0.50 z F t]0.40 i 0.30 .25 0.20 9 0.19 0.15 0.I5 ,15 0.10 .11 06 .07 0.00 30.00 60.00 90.00 120 150.00 1a0 210.00 240 270.00 No 330.00 360 EUPMD11ME Job No.: 171960.12A Tested By: NAM 'it'is the tested influation rate. Job Name: 43980 Margarita Road Time interval,At Initial Depth to Water,Dn Test Hole Number: P-2 Test Hole Diameter(inches): 8 Final Depth to Water,Dr Total Depth of Test Hole,Di Soil Classification: Clayey SAND Date Excavated: 4/2/2018 Jest Hole Radius,r Test Hole Depth(fq: 125 Date Tested: 4/3/2018 The conversion equation is used: In.Interval of Prewt 'Havg'is the average head height over the time interval. Otte/Time 24 Hours Start 4/2/1811:00 Amount of Water Used/Comments AH 60 r Stop 4/3/1817:00 0 1t - At(M2Hayg) 11:12 30 138 139.25 1.25 24 151.00 M30.OD "13.0011.75 1"12.380.35 30.00 11.42 11:42 30 137 138 1.00 30 149.75 30.00 12.75 11.75 149.75 4.00 1.00 12.25 0.28 60.00 12:12 12:12 30 137 137.5 0.50 60 150.00 30.00 13.00 12.50 150.00 4.00 0.50 12.75 0.14 90.00 1242 12.42 1312 30 134 134.5 0.50 60 149.00 30.00 15.00 14.50 149.00 4.DO 0.50 14.75 0.12 120.00 13:12 30 133.5 234 0.50 60 148.00 30.00 14.50 14.00 148.00 4.00 0.50 14.25 0.12 ISOM 13:42 33:42 30 133 133.5 0.50 60 147.50 30.00 14.50 14.00 147.50 4.00 0.50 14.25 0.12 180.00 1412 14:12 30 132.5 132.75 0.25 120 147.50 30.00 15.00 14.75 147.50 4.00 0.25 14.88 0.06 210.OD 14:42 14:42 30 132.5 233.5 1.00 30 147.75 30.00 15.25 14.25 147.75 4.00 1.00 14.75 D.24 240.00 15:12 15:12 1542 30 132.5 133 0.50 60 148.50 30.00 16.00 15.50 148.50 4.00 0.50 15.75 0.11 270.00 15:42 30 132.5 132.75 0.25 120 148.00 30.00 15.50 15.25 148.OD 4.00 0.25 15.38 0.06 300.00 16:12 16:12 30 132.5 132.75 0.25 120 149.00 30.00 16.50 16.25 149.00 4.00 0.25 16.38 0.05 330.00 16:42 16:42 30 131.5 131.75 0.25 120 148.50 30.00 17.00 16.75 148.50 4.00 0.25 16.98 0.05 360.00 17:12 lob No.: 171960-12A lob Name: 43980 Margarita Road Test Hale Number: P-2 ELAPSED TIME VS. INFILTRATION RATE 0.40 0.35 0.3 \� 0.30 0.2e 0.25 • 24 °0.20 0.15 0.12 • 0aa . o.0 0.20 0.05 • o.ao • •yo • 0.05 0.00 30A0 6000 90.00 120 150.00 130 210.00 2a0 220.00 300 33000 360 EWSE0TIME Jab No.: 171960-12A Tested ey: AM 'It'is the tested infiltration rate. Job Name: 43980 Margarita Road Time interval,At Initial Depth to Water,Do Test Hole Number: P-3 Test Hole Diameter linchesi: 8 Final Depth to Water,Dr Total Depth of Test Hole,Di Soil Classification: Clayey SAND Date Exav ted: 4/2/2018 2Tesl Hole Radius,r Test Hole Depth(li 12.5 Date Tested: 4/3/2018 The convention equation is Used: Time Interval of Presoak 'Havg'is the average head height over the time intervai. Date/Time 24 Hours Start 4/2/1811:00 Amount of Water Used/Commenh _ AH 60 r Stop 4/3/1617:00 0 i1 At(r-2Havg) 12:14 30 129 131.5 2.50 12 140.25 30.00 11.25 8.75 140.25 4.00 2.50 10.00 0.83 30.00 11:44 12:44 30 126.5 126.625 0.13 240 137.00 30.00 10.50 10.38 137.00 4.00 0.13 10.44 0.04 W.0) 12:14 12:14 30 126.5 126.625 0.13 240 137.00 30.00 10.50 10.38 137.00 4.00 DA3 to." 0.04 90.00 12:44 12:44 30 126.5 127.5 1.00 30 137.00 30.00 10.50 9.50 137.00 4.00 1.00 10.00 0.33 120.00 13:14 13:14 30 126.5 127 0.50 60 138.00 30.00 11.50 11.DD 138.00 4.00 0.50 11.25 0.15 150.00 13:44 13:44 30 127 128 1.00 30 136.00 30.00 9.00 8.00 136.00 4.00 1.00 8.50 0.38 180.00 14:14 14:14 30 127 128 1.00 30 131.50 30.00 4.50 3.50 131.50 4.00 IAO 4.00 0.67 210.00 14:44 14:44 30 127 128 1.00 30 133.00 30.00 6.00 5.00 133.00 4.00 1.00 5.50 0.53 240.00 15:14 15:14 30 127 127.5 0.50 60 13150 30.00 4.50 4.00 131.50 4.00 0.50 4.25 0.32 270.00 15:44 15:44 30 127 127.5 0.50 60 137.010 30.00 10.00 9.50 137.00 4.00 0.50 9.75 OA7 300.00 16:14 16:14 30 127 127.5 0.50 60 137.50 30.00 10.50 10.00 137.50 4.00 0.50 10.25 0.16 330.00 16:44 16:44 30 127 127.5 0.50 60 131.50 30.00 4.50 4.131) 131.50 4.00 0.50 4.25 0.32 360.00 17:14 lob No.: 171960-IZA lob Name: 439g0 MargaNW Road Test Hole Number: P-3 ELAPSED TIME VS. INFILTRATION RATE 0.90 O.83 0.a0 0.70 0.60 0.53 0.50 0.40 _' 33 0.30 0.32 0.32 0.20 5 12 .16 0.20 0.04 0.04 0.00 30.00 60.00 90.00 120 Moo IN 210.00 240 MM 300 330.00 360 -0.10 EI nEODME Job No.: 171960-12A Tested By: MM "IY is the tested infiltration rate. Job Name: 43980 Margarita Road Time interval,At Initial Depth to Water,Do Test Hole Number: P-4 Test Hole Diameter(inches): a Final Depth M Water,Dr Total Depth of Test Hole,Dr Soil Classification: Clayey SAND Date Excavated: 4/2/2018 2Test Hole Radius,r Test Hole Depth(ft): 125 Date Tested: 4/3/2018 The convention equation is used: Time Imerval of Presoak "Have is the average head height over the time interval. Owe/Time 2414ours Start 4/2/1811..00 Amount of Water Used/Comments _ nH 60 r Stop 4/3/1817:00 0 11 At(r+2Hug) TOM Fieol T hddef Woter Water IPW T/me than) Lew fifth".) level LI Permkdon . '.. Iruhes Hok 11:16 30 131 133 2.00 15 145.50 30.00 14.50 1250 245.50 4.00 2.00 1350 0.52 30.00 11:46 11:46 30 131 132.5 1.50 20 144.00 30.00 13.00 11.50 144.00 4.00 I50 12.25 0.42 60.00 1216 12:16 30 130.5 1315 1.00 30 144.00 30.00 13.50 12.50 144.00 4.DO 1.00 13.00 0.27 90.00 1246 12.46 30 130.5 131 0.50 60 138.50 30.00 8.00 7.50 138.50 4.00 0.50 7.75 0.21 120.00 13:16 13:16 30 131 131.5 0.50 60 142.00 30.00 11.00 10.50 142.170 4.00 0.50 10.75 0.16 150.00 1346 13:46 1416 30 131 132 1.00 30 136.00 30.00 5.00 4.00 136.00 4.00 1.00 4.50 0.62 180.00 14:16 30 131 132 1.00 30 138.00 30.00 7.00 6.00 138.00 4.00 1.00 6.50 D.47 210.OD 1446 14:46 30 133 132 1.00 30 136.00 30.00 5.00 4.00 136.00 COO 1.00 4.50 0.62 240.00 1516 15:16 30 131 132 im 30 135.00 30.00 4.00 3.00 135.00 4.00 1.00 3.50 0.73 270.00 15.46 15:46 30 131 131.5 0.50 60 136.00 30.00 5.00 9.50 136.00 4.00 0.50 4.75 0.30 300.00 1616 16: 66 30 131 131.75 0.75 40 136.00 30.00 5.00 4.25 136.00 4.00 0.75 4.63 0.45 330.00 1646 16:46 1716 30 131 1315 OSO 60 135.25 30.00 4.25 3.75 135.25 4.00 0.50 4.DD 0.33 360.00 Job No.: 171963-12A Job Name: 43980 Margarita Road TeSt Hole Number: Pd ELAPSED TIME VS. INFILTRATION RATE o.ao • O73 0.10 • 0.62 0.60 I 0.52 ow •/41 i F 0.40 • 0.30 0.42 • 027 0.33 0.20 ,,,����ppp 1 �• .2 0.16 0.10 0.00 30.00 60.00 90.00 120 150.00 180 210.00 240 22000 300 33000 160 ELAPSED TIME I` ILEGEND b. Geologic Units ° ❑ r , ❑ QfB AN - Artificial Fill,Undocumented =8 itl= gp b I, 4 ❑ 1 1 2 © Il qya - YoungP Alluvial Flood-Plain Deposit ❑ m ❑ ° d=� �� ® � �° i �° i° �011 - .. r�o❑ �1W' (Circled Where Burled) ❑ ara ra as - Symbols ❑z[❑'a yr t va ea r a va tro + va a .. e - LlmlUofeelwn ❑ a: _ inflbatlon Tert Wgtltm 14 ❑ ❑ i ❑ p ❑ li, _� m - Bodne LOraGon .wra+momm.m _ T.D. 229 ueuma..wrs m a ❑ ❑ M R 'q pF ICH BUILD11 G l P-4 a m :a T u ❑ ❑ p G.W. o 0 El ❑ ° Isai — � - ° ° o ❑ a 09 °: 0 ❑ ❑ b ❑ ❑ gyp. . . ':: o> ffi d m .m a �g dou ElINFILTRATION MAP _ ., t9 • - - _ LOCATEDATOMMARGARITAROAD - - - --- _ CRY OF TEMECULA,RIYERNDE COUNTY,CALIFORNN APN P59-030011 PRO.IECi PROPOSED MEOA:N.BUIIMNGADDITION Mel MR.FAIL NOTGENSEN PROJECT NO. 171911 BATE APRIL 2915 SCALE *30 DTIAI JGTEFS REyBION ORAMNBy JOG /LATE IOF1 0 30, 60' Earth Strata Geotechnical Services, Inc. Geowhnical,Lr N,onmental and Materials Taping Consultants ..ESGSINC.aa.(951)397-8315 D 0 m M a X • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA Appendix 4: Historical Site Conditions • Phase I Environmental Site Assessment or Other Information on Past Site Use ! • • • • • • • • • • • • • ! • • • • • • • • • • ! -40- • • aV vGIJIuv �vuury - o vv� • i�cYv t i agc 1 vi i WQMP Project Report • County of Rlveralde Stormwater Program • Santa Ana River Watershed Geodatsbase Monday,November 20,2017 • Note:The information provided in this report and on the Stormwater Geodatabase for the County of Riverside Stonnwater Program Is intended to provide basic guidance in the preparation of the applicant's Water Quality Management Plan(WOMP)and should not be relied upon without Independent verification. • Project Site Parcel Number(s): 959050013,959050014 • Latitude/Longitude: 33.4846,-117.1026 Thomas Brothers Page: 979 Project Site Acreage: 0.83 Watershed(s): SANTA MARGARITA • This Project Site Resides in the following Hydrologic Unit HUC Name-HUC Number (s)(HUC): Pechanga Creek-Temecula Creek-180703020302 The HUCs Contribute stormwater to the following 303d WIND Name-WBID Number listed water bodies and TMOLs which may Include Santa Margarita River(Lower)-CAR9021100019980911161346 . drainage from your proposed Project Site: Santa Margarita River(Upper)-CAR9022200020011001141050 Temecula Creek-CAR9025100020011025111323 Redhawk Channel-CAR9025100020080904171327 • These 303d listed Water bodies and TMDLs have the Bacterial Indicators-Enterococcus,Escherichia Coll(E.coli),Fecal Coliform • following Pollutants of Concern(POC): MetalslMetalloids-Copper,Iron,Manganese Nutrients-Nitrogen,Phosphorus,Total Nitrogen as N • Pesticides-Chlorpyrifos,Oiazinon Salinity-Total Dissolved Solids Toxicity-Toxicity . Limitations on Infiltration: Project Site Crafts Soils Group(s)-A,C Known Groundwater Contamination Plumes within 1000'-No Adjacent Water Supply Wells(s)-Applicant needs to contact the local groundwater authority(Water Master,Water District)to determine if their site requires any additional • restrictions from Infiltration.Your local Contact agency is EASTERN MUNICIPAL W.D., RANCHO CALIFORNIA W.D..Your local wholesaler contact agency is METROPOLITAN WATER DISTRICT. lie Environmentally Sensitive Areas within 200'(Flsh and None . Wildlife Habltat(Species): Environmentally Sensitive Areas within 200'(CVMSHCP): None • Environmentally Sensitive Areas within 200'(WRMSHCP): Burrowing Owl Survey Required Area Groundwater elevation from Mean Sea Level: No Data • 85th Percentile Design Storm Depth(in): 0.95 Groundwater Basin: TEMECULA VALLEY MSHCPICVMSHCP Criteria Cell(s): No Data Retention Ordinance Information: No Data . Studies and Reports Related to Project Site: IBI Scores-Southern Cal bulletin118 4-sc . water_fact_3_7.11 Santa Margarita River Watershed Annual Watermasler • SMR Annual Report 2009-10 • • • • • • • • • • • 1- iia_.,.,. .,,.....,:......,.1- .. _...t_,,..,...a_,...�... ...._n..,._.:,,—p.ocn Anc n—p-non n..r—ncnncnnl1 11 7F • • • Riverside County Parcel Report U-0- APN(s) 959050014 • MAPSIIMAGES • Jr • • • • City of Temecula • • • • j*ARCEL Garage Type: • - - Property Area(sq it): APN 959-050-014-5 Roof Type: UNKNOWN • Number of Stories: Previous APN 959-050-010 Pool: YES • Central Cool: YES • Owners Not Available Online Central Heat. YES • Address 959-050-014 Supervisorlal District CHUCK WASHINGTON,DISTRICT 3 • 43980 MARGARITA RD TEMECULA CA 92592 Townshlp/Range T8SR2W SEC 17 RHO • Mailing Address 959-050-014 iElevation Range(iL) 1072-1072 • 27464 TIERRA VERDE DR Thomas Bros.Maps Page:979 GRID:E2 • HEMET CA 92544 PagefGrid • Legal Description 959-OW-014 Indian Tribal Land Not in a Tribal Lend Recorded Book/Page: PM 216114 Clty Boundary TEMECULA • Subdivision Name: PM 31711 Lot/Parcel: 3 City Spheres of Not in a city sphere • Block: Influence • Tract Number: 0 Annexation Date WA • Lot Sixe 959-050-014 Recorded lot size is 1.05 acres JLAFCO Case WA • _ Property 959-050-014 proposals WA Characteristics aracteristics Year Constructed: _ Number of Baths: March Joint Powers Not in the jurisdiction of the March Joint Number of Bedrooms: Authority Powers Authority • Construction Type: SPECIAL CONSTRUCTION Cnunry Servies Area • Page 1 of 4 on 11/25/2017 11:23:21 AM • • • County Service Area Not in a County Service Area WRMSHCP Cell Number Not in a Cell Number PLANNING more.» _ Vegetation(2005) Urban or development Mapping Unit 4and peciflePlans Not in a Specific Plan Use CITY FIRE Designations - 'FireHazard Not in a Fire Hazard Zone . General Plan Policy Not in a General Plan Policy Area _ Classification(Ord. .Overlays � Area Plan(RCIP) Southwest Area Fire Responsibility Not in a Fire Responsibility Area (Area • General Plan Policy Not in a General Plan Policy Area Areas DEVELOPMENT FEES • IZonlno Classifications Zoning: Ina city CZ Number. CVMSHCP(Coachella NOT IN THE COACHELLA VALLEY MSHCP FEE �(ORD 348) Valley Multi-Species Habitat Conservation • '.Zoning Overiays Not in a Zoning Overtay PP75n1 Fee Area IOrd —) Historical Preservation Not in a Historical Preservation Diatrict D 'Western TUMF IN OR PARTIALLY WITHIN A TUMF FEE AREA. • Districts (Transportation Uniform Mitigation Fee • Agricultural Preserve Not in an Agricultural Preserve Ord.8 4 • Airport Influence NOT IN AN AIRPORT INFLUENCE AREA IEastem TUMF NOT IN THE EASTERN TUMF FEE AREA • Areas (Transportation Uniform Mitigation Fee . Airport Compatibility NOT IN AN AIRPORT COMPATIBILITY ZONE Ord.673) • Zones • Z Road 8 Bridge Benefit NOT IN AN ROAD/BRIDGE BENEFIT Zoning Districts/Areas Not in a Zone District/Area Disbict DISTRICT Aommunity Advisory Not in a Community Advisory Council DIF(Development SOUTHWEST AREA,AREA 19 . Councils Impact Fee Area Ord. Residential Permit N/A '6591 Statistics Expected Units: Permit Units Final Issued Active SKR Fee Area In or partially within the SKR Fee Area BRS P • (Stephen's Kagaroo . Current Permits: ,Rat Ord.663.10) Cumulative Total: . %of Expected: Development Agreement#Not in a Dev Agreement Agreements Amendment# ENVIRONMENTAL more... Expiration Date Line • CVMSHCP(Coachella NOT IN THE COACHELLA VALLEY MSHCP FEE TRANSPORTATION more... Valley Multi-Species Habitat ConservationCirculation Element IN OR PARTIALLY WITHIN A CIRCULATION • Plan)Plan Area ilUltimate Right-of-Way 0 CVMSHCP Fluvial Sand NOT IN A FLWIAL SAND TRANSPORT Road Book Page 132 Transport Special Provision Areas Transportation Contract Number.Not in a Trans Agreement • WRMSHCP(Western WESTERN RIVERSIDE COUNTY Agreements Approval Date: Riverside County Comments: • Multi-Species Habitat Conservation Plan)Plan CETAP(Community Not in a CETAP Corridor • Area and Environmental Transportation • WRMSHCP(Western Not in a Cell Group Acceptability Process) Riverside County Corridors • Multi-Species Habitat i0noup tion Plan)Cell HYDROLOGY roup • Flood Plain Review OUTSIDE FLOODPLAIN, REVIEW NOT WRMSHCP Call Numhwr • • Page 2 of 4 on 11/25/2017 11:23:21 AM • • 'Flood Control District RIVERSIDE COUNTY FLOOD CONTROL • Watershed SAN DIEGO �ater Dlstrkt EASTERN MUNICIPAL WATER DISTRICT • GEOLOGIC • Fault Zone NOT IN A FAULT ZONE • Faults NOT IN A FAULT LINE • jLiquefaction Potential Very High Subsidence Susceptible • Paleontological LOW POTENTIAL(L):FOLLOWING Sensitivity LITERATURE SEARCH,RECORDS CHECK • AND A FIELD SURVEY,AREAS MAY BE DETERMINED BY A QUALIFIED • VERTEBRATE PALEONTOLOGIST AS HAVING LOW POTENTIAL FOR CONTAINING • SIGNIFICANT PALEONTOLOGICAL RESOURCES SUBJECT TO ADVERSE • IMPACTS. • MISCELLANEOUS • School Districts TEMECULA VALLEY UNIFIED • Communities Not in a community LlahOne ford.6551 Zone:B �10 Census Tract 432.64 • Farmland OTHER LANDS • Special Notes NO SPECIAL NOTES • Tax Rate Area A 013004- CITY OF TEMECULA • District Name 013004- CITY OF TEMECULA INC DISPUTE • 013004- CO FREE LIBRARY 013004- CO STRUCTURE FIRE PROTECTION • 013004- ELS MURRIETA ANZA RESOURCE • 013004- ELSINORE AREA ELEM SCHOOL 013004- EMWD • 013004- EMWD IMP DIST B • 013004- EMWD IMP DIST U-8 013004- FLOOD CONTROL ADMIN • 013004- FLOOD CONTROL ZN 7 . 013004- GENERAL 013004- GENERALPURPOSE • 013004- MT SAN JACINTO JR COLLEGE • 013004- MWD EAST 1301999 013004- RCWD JT WATER • 013004- RCWD R DIV DS 013004- RIVERSIDE CO OFC OF EDUCATION • 013004- SO.CALIF,JT(19,30,33,36,37,56) • 013004- TEMECULA COMMUNITY SERVICES 013004- TEMECULA PUBLIC CEMETERY 013004- TEMECULA UNIFIED • 013004- TEMECULA UNIFIED B81 • . Page 3 of 4 on 11/25/201711:23:21 AM • • [PERM M a CASE4 Building Permits _ Case - - - - -Case Description - - - - - _ FINAL Status j �Z267195 B - - - — --Z267493 FINAL • BZ355478 FINAL • Environmental Hearth Permits • Case i Case Description - _. _ - status EHS035498 PLAN REVIEW APPLIED • EHS050305 CONSULTATION-HOURLY APPLIED EHS080447 PLAN REVIEW APPLIED EH8081004 PLAN REVIEW APPLIED Plannlny Permits Case Case Description Status • WA NIA WA • Transportation Permits Case Case Description status MAP31711 PARCEL MAP ISSUED • Coda camas • Case Case Description _- _ Status WA WA WA s DL9aAtMER s Maps,permit information and data are to be used for reference purposes only.Map features are approximate,and are not necessarily accurate to • 'surveying or engineering standards.The County of Riverside makes no warranty or guarantee as to the content(the source Is often third party), accuracy,timeliness,or completeness of any of the data provided,and assumes no legal responsibility for the information contained on this map.Any • use of this product with respect to accuracy and precision shall be the sole responsibility of the user. a0 • • • • • Page 4 of 4 on 11/25/201711:23:21 AM • D a rD x X� Ln • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis • • • • • • • • • • This appendix is not applicable because all DMAs are utilizing LID elements. • • • • • • • • • • • • • • • • • • • -41 - • • D D m Q X Q1 • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building Parcel 3 of PM 31711, PA Appendix 6: BMP Design Details • BMP Sizing, Design Details and other Supporting Documentation • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -42- • • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA lie • VBMP CALCULATION SPREADSHEETS lie a • • • • • • • • • • i� • • • • • • • • • • • • • • • • • • • • • • Santa Mar¢arita Watershed Required Entries BMP Design Volume V 03-2012 Legend. Bno� (Rev. ) Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) • Company Name Ventura Engineering Inland Date 11/20/2017 • Designed by Robert County/City Case No T 3D Company Project Number/Name 2017-227 Tal • Drainage Area Number/Name DMA) -RI Enter the Area Tributary to this Feature AT= 0.227 acres • 85'Percentile,24-hour Rainfall Depth,from the Isohyetal Map in Handbook Appendix E • Site Location Township T8S • Range R02W • Section S147 • Enter the 85's Percentile,24-hour Rainfall Depth D85= 0.95 • Determine the Effective Impervious Fraction + Type of post-development surface cover Ro • (use pull down menu) • Effective Impervious Fraction If= 1.00 Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.781f+0.774If+0.04 C= • Determine Design Storage Volume,VW& • Calculate Vu,the 85%Unit Storage Volume Vu=Dg5 x C Va=®(in*ac)/ac • Calculate the design storage volume of the BMP,VBw. VBI rp(W)= Vu(in-ac/ac)x AT(ac)x 43,560(fP/ac) VBW=®fta • 12(in/ft) • Notes: • • • • • • • • • • • • Santa Margarita Watershed Required Entries BMP Design Volume V (Rev.03-2012 Legend. Btu ) Calculated Cells • (Note this worksheet shall only be used in conjunction with BMP designs Gom the LID BMP Design Handbook) • Company Name Ventura Engineering Inland Date 11/20/2017 • Designed by Robert County/City Case No TBD Company Project Number/Name 2017-227 Tal • Drainage Area Number/Name DMAI -R2 Enter the Area Tributary to this Feature AT= 0.012 acres • 85'h Percentile,24-hour Rainfall Depth,from the Isoh etal Map in Handbook A endix E • Site Location Township T8S • Range R02W • Section S147 • Enter the 85'h Percentile,24-hour Rainfall Depth Day= 0.95 • Determine the Effective Impervious Fraction + Type of post-development surface cover Roofs • (use pull down menu) • Effective Impervious Fraction Ir= 1.00 Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.78If+0.774Ir+0.04 C= - • • Determine Design Storage Volume,VBW Calculate Vv,the 85%Unit Storage Volume Vu=D85 x C V =-(in*ac)/ac • Calculate the design storage volume of the BMP,Vats. • VBNT(ft,)= Vu(in-ac/ac)x AT(ac)x 43,560(ft/ac) Va r=-ft • 12(in/ft) • Notes: • • • • • • • • • • • • • Santa MarEarita Watershed Legend: Required Entries BMP Design Volume,VBtr (Bev.03-2012) Calculated Cells (Note this worksbeet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) • Company Name Ventura Engineering Inland Date 11/20/2017 • Designed by Robert County/City Case No TBD Company Project Number/Name 2017-227 Tal Drainage Area Number/Name DMA) -IPl Enter the Area Tributary to this Feature AT= 0.046 acres • 85th Percentile,24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E • Site Location Township T8S • Range R02W • Section S147 Enter the 85m Percentile,24-hour Rainfall Depth Day= 0.95 • Determine the Effective Impervious Fraction Type of post-development surface cover Concrete or Asphalt (use pull down menu) • Effective Impervious Fraction If= 1.00 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581f3-0.781f2+0.7741f+0.04 C= • • Determine Design Storage Volume,Vm& • Calculate Vu,the 85%Unit Storage Volume VLj=D85 x C Vu=-(in"ac)/ac Calculate the design storage volume of the BMP,VBw. Vats(ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(ft/ac) VBW=-fts • 12(in/ft) Notes: • • • • • • • • • • • Santa Margarita Watershed Required Entries MP B DesignLegend. Volume V Bt,� (Rev.03-2012) Calculated Cells . (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) • Company Name Ventura Engineering Wand Date 11/20/2017 • Designed by Robert County/City Case No TBD Company Project Number/Name 2017-227 Tat • Drainage Area Number/Name DMA1 -IP2 Enter the Area Tributary to this Feature AT= 0.016 acres • 85th Percentile,24-hour Rainfall Depth,from the Isohyetal Map in Handbook Appendix E • Site Location Township T8S • Range R02W • Section S147 • Enter the 85th Percentile,24-hour Rainfall Depth D85= 0.95 • Determine the Effective Impervious Fraction Type of post-development surface cover Concrete or Asphalt • (use pull down menu) • Effective Impervious Fraction If= 1.00 Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If3-0.78If+0.774If+0.04 C= - • • Determine Design Storage Volume,VBw • Calculate Vu,the 85%Unit Storage Volume Vu=D85 x C V =-(in*ac)/ac • Calculate the design storage volume of the BMP,VBw. Var.,s(ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(Wlac) VBW=®ft3 12(in/ft) • Notes: • • • • • w • Santa Margarita Watershed Legend: Required Entries BMP Design Volume, VBMP (Rev.03-2012) 1 F Calculated Cells (Note this«orkslted Shall nnlr be used in conjunction Will, AMI'designs li'om the LID BNII' Design Iandbook) Company Name Ventura Engineering Inland Date 11/12/2018 Designed by Robert County/City Case No See Cover Company Project Number/Name 2017-227 Tal Drainage Area Number/Name DMA 1 -IP3 Enter the Area Tributary to this Feature AT= 0.003 acres 85" Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township T8S Range R02W Section S 147 Enter the 85°' Percentile, 24-hour Rainfall Depth DR5 = 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Concrete or Asphalt (use pull down menu) Effective Impervious Fraction If= 1.00 • Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.85811'-0.781ri+0.7741t.+ 0.04 C= 0.89 Determine Design Storage Volume, VBMp Calculate Vu, the 85% Unit Storage Volume Vt D85 x C V _ 0.85 (in*ac)/ac Calculate the design storage volume of the BMP, VBMr- VBMh(ft}= V0(in-ac/ac)x Af(ac)x 43.560(ff/ac) VBMP='i 9 ft3 12 (in/ft) fNotes: • • Santa Margarita Watershed Required Entries Volume,BMP DesignV Legend: sMF. t Rev.03-2012) Calculated Cells (Nbte this%wrksheei shall 1LE!.y be used in euniuneLiun WidL Bail'designs linen the 1,11)BNIP Dnien Ihmdhook) Company Name Ventura Engineering Inland Date I I/12/2018 Designed by Robert County/City Case No See Cover Company Project Number/Name 2017-227 Tal Drainage Area Number/Name DMA I - IP4 Enter the Area Tributary to this Feature AT= 0.023 acres 85ih Percentile, 24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township T8S Range R02W Section S147 Enter the 85"' Percentile, 24-hour Rainfall Depth D%5= 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Concrete or Asphalt (use pull down menu) Effective Impervious Fraction Ir= 1.00 • Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.85811'-0.781r'+0.7741,+0.04 C = 0.89 Determine Design Storage Volume, VuMP Calculate Vu, the 85% Unit Storage Volume Vu= Dgs x C V = 0.85 (in*ac)/ac Calculate the design storage volume of the BMP, VnMp. VnMP(ft)= VLF(in-ac/ac)x AT(ac) x 43,560 (ft'/ac) VuMP= 71 ft' 12(in/ft) Notes: • • Santa Margarita Watershed Legend: Required Entries BMP Design Volume, VBMP (Ree.03-2012) Calculated Cells tNutC this motkshect shall unIs,be used in conjunct inn Neitn R N I P desi_ns from the LID R.NIP De,ien Iandbook) Company Name Ventura Engineering Inland Date I1/]2/2018 Designed by Robert County/City Case No See Cover Company Project Number/Name 2017-227 Tal Drainage Area Number/Name DMA I - LS I Enter the Area Tributary to this Feature AT— 0.072 acres 85`h Percentile,24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township T8S Range R02 W Section S 147 Enter the 85°i Percentile,24-hour Rainfall Depth D85 = 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Ornamental Landscaping (use pull down menu) Effective Impervious Fraction If= 0.10 • Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C =0.8581t13-0.781t'+0.7741,+0.04 C = 0.11 Determine Design Storage Volume, VBMP Calculate Vo, the 85% Unit Storage Volume Vu= D85 x C Va= 0.10 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP. VBMP(fT)= Vo(in-ac/ac)x A f(ac)x 43.560 (fr/ac) VBMP= 26 ft' 12(in/ft) Notes: • • • • Santa Marearita Watershed Legend: Required Entries BUT Design Volume,Vans (Rm.03-2012) Calculated Cells • (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) • Company Name Ventura Engineering Inland Date 11/20/2017 • Designed by Robert County/City Case No TBD Company Project Number/Name 2017-227 Tal • Drainage Area Number/Name DMA 1 -LS2 Enter the Area Tributary to this Feature AT= 0.013 acres • 85'Percentile,24-hour Rainfall Depth,from the Isohyetal Map in Handbook Appendix E • Site Location Township T&S . Range R02W Section S147 Enter the 85tb Percentile,24-hour Rainfall Depth D85 — 0.95 • Determine the Effective Impervious Fraction Type of post-development surface cover Ornamental Landscaping (use pull down menu) • Effective Impervious Fraction 1r— 0.10 Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.78I f+0.774If+0.04 C= — • • Determine Design Storage Volume,VBI,s Calculate Vu,the 85%Unit Storage Volume Vu=Da5 x C Va=—(in"ac)/ac Calculate the design storage volume of the BUT,Vans. Vans(ft')-- VU(in-ac/ac)x AT(ac)x 43,560 (ft/ac) Vii a=—ft' • 12(in/ft) Notes: • • • • • • • • • • • • Santa Marearita Watershed Legend: Required Entries BMP Design Volume,VBmp (Rev.03-2012) Calculated Cells • (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) • Company Name Ventura Engineering Inland Date 11/20/2017 i Designed by Robert County/City Case No TBD Company Project Number/Name 2017-227 Tal • Drainage Area Number/Name DMAI -LS3 Enter the Area Tributary to this Feature AT= 0.003 acres • 85*Percentile,24-hour Rainfall Depth,from the Isobyetal Map in Handbook Appendix E Site Location Township T8S • Range R02W Section S147 • Enter the 85`h Percentile,24-hour Rainfall Depth D85= 0.95 • Determine the Effective Impervious Fraction Type of post-development surface cover Ornamental Landscaping (use pull down menu) • Effective Impervious Fraction if- 0.10 Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.78If+0.774If+0.04 C= - • Determine Design Storage Volume,VBW • Calculate Vu,the 85%Unit Storage Volume Vu=DB5 x C V = (in*ac)/ac Calculate the design storage volume of the BMP,VBw. VBW(ft3)= Vu(in-ac/ac)x AT(ac)x 43,560(ft/ac) VBW= . . ft3 • 12(in/ft) Notes: • • • • • • • • • Santa Marearita Watershed Legend: Required Entries BMP Design Volume, VBMP (Rev.03-2012) F------ Calculated Cells (Note this worksheo shall on1Y be used in conjunction Ncidt HMI'designs }om the LID BNIP Design Ilandhook) Company Name Ventura Engineering Inland Date 11/12/2018 Designed by Robert County/City Case No See Cover Company Project Number/Name 2017-227 Tal Drainage Area Number/Name DMA I - BR I Enter the Area Tributary to this Feature Ai= 0.04 acres 85ih Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Site Location Township T8S Range R02W Section S147 Enter the 85°i Percentile,24-hour Rainfall Depth DB5 — 0.95 Determine the Effective Impervious Fraction Type of post-development surface cover Ornamental Landscaping (use pull down menu) Effective Impervious Fraction It= O.I O • Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.85811'-0.781r2+0.7741t +0.04 C = 0.11 Determine Design Storage Volume, VBMP Calculate Vu, the 85% Unit Storage Volume Vu= D85 x C V = 0.10 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP. VBMP(ft')= VU (in-ac/ac)x A,.(ac)x 43,560 (ft'/ac) VBMP= 15 W 12 (in/ft) Notes: • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • • BMP DESIGN PROCEDURE CALCULATIONS lie s • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • BMP ID Required Entries Bioretention Facility - Design Procedure DMAI-BRI Legend: Calculated Cells Company Name: Ventura Engineering Inland Date: 1 1/12/18 Designed by: Robert County/City Case No.: See Cover Design Volume Enter the area tributary to this feature At= 0.455 acres Enter VBMI,determined from Section 2.1 of this Handbook VBMP 1,055 ft' Type of Bioretention Facility Design 0 Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 1.5 ft Top Width of Bioretention Facility, excluding curb wT= 8.0 ft Total Effective Depth, dl: di; _ (0.3) x ds + (0.4) x I - (0.7/wT)+0.5 dF= 1.26 ft Minimum Surface Area, Am AM (ft2)= VeMP(ft ) AM= 836 ft- dF(ft) Proposed Surface Area A= 1,734 ft1 Bioretention Facility Properties Side Slopes in Bioretention Facility z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) I % 6" Check Dam Spacing r 25 feet Describe Vegetation: Other Notes: Drought tolerant, naitive species, low water demand • Riverside County Best Management Practice Design Handbook JUNE 2010 • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • DESIGN REFERENCES • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • --------------1 R 07W R06w R05W R04W R03w R02W R01W R01E R02E Rn3E R04E R05E F TOTS a MiraLoma `: - 1 v, T 025 _ �0161 RivarsmeNorth Pigfonffi—sslv� ------------ __ p65 u65 crap RiversitleSouM Ofifi _ • '• - _ oas ono Moreno East 0750 TM0.85 S Beaumumont•• • i `peo .....:• . 0 1 p 7p , PratloDam 0.51 ••• WooticrasL — _. _ ____ ___ 60 p �0 50 PerriaReservo r /•.`` LakeMathews / rON 0 89 'J"���• T OIS \ \ps5 ,✓ x. C75 VlateGrenEeGS_ \ _ p6c - -- -- --------_. '•m075 offs SanJacinfbNWS , T GSS 060 Id Itwild 090 "'\ O 065 /l 065 • � 0,58U SunCity •• _._1._1_1 .• •M � ^ ` �0•6 5 S ti A••"••_ .�Wincheste TOSS 0.70l-r Santa naRlverW lei 0' ks, EIsnoreNWS 0754% 075 laWahn •j- p rp : Santa MargaN Mid Cr e 6-� Sds•�i: 0_52 !• SklnnarLake • '� pB5 �060 � P• •�•�• 0]5 • I•• 01 U\ -- RIVE TOSS �SaIt RmaPlaleau 1.00 0. 1 • Rain Gaya Lautbru + - Temecula 040-_ } _ _ 1 RIVERSIDEUNTY TER "�'•• 0 • OCO CONTROL AND WATER w ' • `•� CONSERVATION DISTRICT APPROXIMATE a0lpval y R ISohyetal Map ,07W ROSW R05W R04W R03W R02W SITE LOCATION R01E R02E R03E for the 85th Percentile _... ..-...-----.-._.J.- _.. ................... . ...... _ --- 24hourStorm van - E t ---------- July 2011 • • • 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. • Sitinia 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 lie 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 • 0 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 x SIDE SLOPE( 2'MINIMUM (DEPTH x SIDE SLOPE IUIUI NS I E TYPE LE OR • � FUNCTIONAL EQUIVALEM SLOTTED CURB PONDING DEPTH DROP INLET • GRAVEL PAD 6"MAMMUM TV PARKING OR DRIVE AISLE(TYP) PARKING OR DRIVE AISLE(TYP)-�- yqi\ • N -36" MATURE VEGETATION; ENGINEERED j AND 2-3"MULCH LAYER • SOIL MEDIA 11 .: .. . L L • PERFORATED PIPE TIE SUBDRAIN INTO INLET `- RETAINING WALL TYPE lA PER CALTRANS STANDARD 33-3 OR • ENGINEERED ALTERNATIVE BASED L 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 Percent Range Component 70-80 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 Vamp water surface level. • • For more information on compost,visit the US Composting Council website at httn://comi)ostingcouncii.org . Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 3 • r BIORETENTION FACILITY BMP FACT SHEET � r • Figure 2: Curb Cut located in a Bioretention Facility To reduce erosion, a gravel pad shall be placed at each inlet point to the Bioretention Facility. The gravel should be 1- to 1.5-inch diameter in size. The gravel should overlap the curb cut MOM • 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 ! 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 Slope Spacing 1% 25' . 2% 15' • Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 4 MORETENTION 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 133-3 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- 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 FUNCTIONAL • EQUIVALENT DROP INLET WHEEISTOP(AS NEEDED) PONDING DEPTH WHEELSTOP(AS NEEDED) • 6"MAXIMUM PARKING(TYP) PARKING(TYP; f • 18"-36' MAT UREVEGE' 'T 014 ENGINEERED --.AND 2-3"MULCH LAYER • SOIL MEDIA - - • - \\ " \\ --�-REfAI1JIIJGVJALLTI'PElAPER �� 6"PERFORATED PIPE TIE SUBDRAIN . CALTRANS STANDARD B3-3 OR INTO INLEr ENGINEERED ALTERNATIVE BASED ` • ON GEOTECHNICAL PARAMETERS • • • Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 5 • BIORETENTION FACILITY BMP 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. lie • • • • • • • 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. • io • • Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 6 0 • BIORETENTION FACILITY BMP FACT SHEET 0 Underdrain Gravel and Pipes An underdrain gravel layer and pipes shall be provided in accordance with Appendix B— Underdrains. • • `. • A • Figure 6:Incorrect Placement of an Overflow Inlet. A Inspection and Maintenance Schedule The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or 0 standing water. The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized. 0 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 • Inspect/clean inlets and outlets 0 • Riverside County-Low Impact Devefopment BMP Design Handbook rev.212012 0 Page 7 • • • Bioretention Facility Design Procedure • 1) Enter the area tributary,AT, to the Bioretention Facility. • 2) Enter the Design Volume, VBMP, 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'. WT • 4[IP yJT-8IP 4dP PLL -.7 1 • Id . :Engineered soil media with 30%pore space 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 ponding within the basin. • 0.3 x [(wT(ft) x ds(ft)) + 4(dp(ft))2 + 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 (ftzwT(ft) + 0.5(ft) • • Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 8 • • • • • b. For the design without side slopes the following equation shall be used to determine the total effective depth: • dE(ft) = dp(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: • • dE(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') — 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 County-Low Impact Development BMP Design Handbook 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_pIans/HTM/stdpins-met-new99.htm>. i 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. w 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://Iateameffort.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. 0 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, • Riverside County-Low Impact Development BMP Design Handbook rev.212012 • Page 10 • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • GROUNDWATER DATA • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ` 11/2 512 0 1 7 Water Data Library-Groundwater Level Reports • • Groundwater Levels for Station 33479SNu�ioi.Woo3.........................................................................._....................................................................... .................................................................................................................... • Data for your selected well is shown in the tabbed interface below.To view data managed in the updated WDL tables,including data collected under the CASGEM program,click the"Recent Groundwater Level to tab.To view data stored in the former WDL tables,click the"Historical Gmundwater Level Data" To download the data in CSV formal,click the"Download CSV File'button on the respective tab. ease note that the vertical datum for'recent"measurements is NAVD88,while the vertical datum for "historical'measurements is NGVD29.To change your well selection criteria,click the"Perform a New Well Search'button. • • a » Station Data Recent Gr°untlwater Level Data Histotlwl Grountlwater Level Data State Well Number:08S02W17J001S Well Use:Observation • Local Well ID:RCWD 468 Well Status:Active Site Code:334798N11171017W001 Well Completion Report Number: • Latitude(NAD83):33.479836 Reference Point Elevation(NAVD88 fl):1053.100 • Longitude(NAD83):-117.10174 Ground Surface Elevation(NAVD88 ft):1052,500 Groundwater Basin(code):Temecula Valley(9-005) Total Depth(ft):910 Perforated Interval Depths(ft):250.000480.000 • 550.000 620.000 710.000 895.000 • ,}, `n'w 99L.z p3 r!' ;'. Y L i tc/°s°e kdd1.e �lif - daPc4 �v C° �t • c� -�i 4�9 xNa '1B:A'U'BA VA-L'L u L f� t��h� P4. ReaM1wk _ - • ✓.,: r7 3 �A.p'ponova/': Pm Z., vkwT Iw -�. oil / 1 1, • l /�r1+ �a 1. .+ Ivalf ✓af{e.Y :.j `T ' -� r .'-J . • e urir ;hca,iga,t�SanGIs,County of Rlverside,Burg�al°bo�4an.'., • Perform a New Well Search • • • • • • • • • • • • • • •hftp://www.water.ca.gov/waterdatalibrary/groundwater/hydrographs/bf—hydro.cfm?CFGRIDKEY=48779 1/1 . 11/2 512 0 1 7 Water Data Library-Groundwater Level Reports • • Groundwater Levels for Station 33479SNu�to37 ...._............................................._...................................................................., .. • Data for your selected wall is shown in the tabbed interface below.To view data managed In the updated WDL tables,Including data collected under the CASGEM program,click the'Recant Groundwater Level b'tab.To view data stored in the former WDL tables,click the"Historical Groundwater Level Data' To download the data in CSV format,click the'Download CSV File button on the respective tab. ase note that the vertical datum for"recent"measurements is NAVD88,while the vertical datum for . 'histodcar measurements is NGVD29.To change your well selection criteria,click the"Perform a New Well Search'button. M Sbtbn Dab Re4arR 6rlWrrtivretar Level Wh HistarkAl Groundwater lend Data Groundwater Levels for Well 334798NY171017WOD1 "Its - _I 57.5 r�+am 1w1xe • 10115.0 ■a`s'alelwe mu� �vunc vldace n.s • � ■9r�,urxe - - aw.0 as • lie - ________-----_____ • - tms.o - - - ns ? 6 $ li w tmo.a as o w • 985.0 - 67.5 • j 47.5 • 915.0 117.5 2010 701E 20. 2016 2018 ass • Date Download CSV File 01to RPE 166E RPW6 ME OBPows Yaml COds CASGEM Msmt Agar" � Dern msrW LO111e.00 105 AN 1052.500 107.05 "ll 108." Y 413 . 10/30I201110:00 1053.100 1052.500 98.33 954.77 97.73 Y 413 IV042011 NA7 1p AGO 1052.5W 9869 954.41 98.09 Y 413• 01102201211:00 1053.100 1052.500 101.5 9516 Me Y 413 0 01292012 08:00 1053.100 1052.500 98 955.1 97.4 Y 413 02/26n012 DOW 1M.100 1052.500 101.31 951.79 100J1 Y 413 OCOW01209:05 1063.100 1052.500 90.86 982.24 B0.28 Y 413 • 0429n012 08:38 1053.100 1052.500 101.7 951.4 101.1 Y 413 0 06N3n0120e47 1053.100 1052.500 6.52 1046.58 5.92 Y 413 07I01 IM1209:40 1053.100 1052.500 INN 946.3 106.2 Y 413 • 08I012O12 06:M 1p5 AN 1052.500 107.02 946.08 106.42 Y 413 . 09/01201209:i5 1053.100 1CW.500 110.6 9424 110 Y 413 09/302012 f0:00 1053.1 DO 1052.500 113.44 939.66 112.84 Y 413 0 tO2a201209:10 1053.100 1052.500 113.41 939.89 112.81 Y 413 1 VO0 O1208:10 1053,100 1052.500 MAI 942.99 109.51 Y 413 0 01102n013 08:50 1053.1 W 1052.500 N." 954.33 98.17 Y 413 01127RO1308:10 1053.100 1052500 100.87 952.43 100.07 Y 413 • 031032013 09:56 1053.100 1052.500 96.51 958.59 93.91 Y 413 • 03/312m307:45 1053.100 1052.500 ".a 958.2 94.3 Y 413 0428n013N:10 1053.1Be 1062.500 91.83 961.27 9123 Y 413 0 011/02/201308:37 1053.100 00 80 1052.5 973.1 MA Y 413 0627201310:44 1053.100 1052.500 72.12 W8 % 71.52 Y 413 07ngn01307:48 1053.100 1052.500 Was 962.45 90.05 Y 413 20 I 09108130805 1053.1 DO 1052500 98.17 954.W 97.57 Y 413 09n9n013 Oa: 1053.100 1052.500 99A 953.7 ass Y 413 t 0/31n01310:40 1053.10p 1052.500 101.4 01.7 100.8 Y 413 1 OM01310.50 1053.100 1052.500 98.4 954.7 97.8 Y 413 01 0 01410:11 IMAM 1052.500 104.03 949.07 103.43 Y 413 21OM01410.15 1053.100 1052.500 103.21 949.89 102.81 Y 413 /03n0141125 1053AD0 1052.500 MA9 Nall 93.29 Y 413 4/02 14 10 39 1063.100 1052500 93.55 959.55 92.95 Y 413 0 0510420140820 1053.IW 1052.500 92.52 960.58 91.92 Y 413 0fi/01n0140g:5o 1053.100 1052bU0 94.24 968.88 831" Y 413 0629201407:25 1053.100 1052.5N 79.9 973.2 79.3 Y 413 0 0=201407:42 1053.100 1052.500 81 972.1 BOA Y 413 0 http://www.water.ca.gov/waterdatalibmry/groundwater/hydrographstbrr hydro.cfm?CFGRIDKEY=48779 1/2 • 11/25/2017 Water Data Library-Groundwater Level Reports 09/07Y201408A0 1053.100 1052.500 84.23 96887 83.63 Y 413 10/05 014 08:55 1053.100 1052.500 80.37 972,73 79.77 Y 413 • 11MM01407:20 1053.100 1052.500 03.81 989.29 83.21 Y 413 12/02/201410:00 1053.100 1052500 8843 964.67 87.83 Y 413 • 01IM1201510:04 1053.100 1052.500 7688 977.02 7548 Y 413 �VM201509:50 1053.100 10522500 81,49 971,61 80.89 Y 413 MV2015 1290 1053.100 1052.500 77.3 975 B 763 Y 413 • 03/29/201507:54 1053.100 1052.500 79.02 974.08 7842 Y 413 05/03=150040 1053.100 1052.500 01.62 97148 81.02 Y 413 w05/31/2015 07,50 1053,100 1052.500 80.69 972,41 80 p9 Y 413 06/28I2015 OT02 1053,100 1052.500 64] W84 Ba.t Y 413 • 0WOV201509:15 1053.100 1052500 80,13 972,97 79.53 Y 413 OU30/201509:20 1053.100 1052.500 82.7 9704 82.1 Y 413 • 09/2D2015 0945 1053.100 1052.500 81.4 971.7 80.8 Y 413 • 11MIM1508:10 1053.100 1052.500 8328 969,82 8268 Y 413 12/06R01509:00 1053.100 1052.500 822 970.9 81.6 Y 413 • O1AW201610:40 1053.100 1052500 71.8 981.3 71.2 Y 413 0/31/201608:20 1053.100 1062, 0 73.65 97945 73,05 Y 413 • OMWO1611:24 1053.100 1052MO 75.6 977.5 75 Y 413 04/03/201609:52 1053.100 1052.500 7562 97748 75n2 Y 413 • 05101/201609,10 1053.100 1052.500 7948 973,62 78.88 Y 413 06/05/201607:25 1053.100 1052.500 81e5 971.25 81.25 Y 413 07/0&2016 07:41 1053.100 1052.500 82.36 970.14 81.76 Y 413 • 082=01608.42 1051/013 1052.500 80.4 972.7 79.8 Y 413 101OWM609:00 1053.100 1052.500 62.2 970.9 Ble Y 413 • 1&30@01608:39 1053.100 1052.500 842 968.9 83.6 Y 413 1 VW201609:09 1053.100 1052.500 75,6 977.5 75 Y 413 • 019N201708.55 i%3.100 1052.500 722 980.9 716 Y 413 • 02/01/201712:08 1053.100 1052 W 75.4 977.1 74.8 Y 413 0&011201714:56 1053.100 1052500 71.2 981.9 70e Y 413 • N1011201709.13 1053.100 1052.500 72.7 980A 72.1 Y 413 05101/201710:26 1053.100 1052.500 77.2 975.9 766 Y 413 • 0&01M 1710:37 1053.100 1052.500 75.6 977.5 75 Y 413 07/03 01713:58 1053.100 1052.500 10549 947.61 104.89 Y 413 • 0&OB/20171399 1053.100 1052500 85,78 967.32 85.1E Y 413 9/03/201711:18 1053.100 1052.500 83.91 969,19 83.31 Y 413 01=1708:00 1053.100 1052.500 91,06 962.04 90.46 Y 413 . 'Al elevation and depth measurements are In feel.The ver8cal datum for recent measurements is NAVD88. Perform a New Well Search • • • • • • • • • • • • • • • • • http://www.water.ca.gov/waterdatalibrary/groundwater/hydrogmphs/brr_hydro.cfm?CFGRIDKEY=48779 212 • 11/25/2017 Water Data Library-Groundwater Level Reports • • Groundwater Levels for Station 334798NI17tot7Woot _............................................................................................................................................................................................................................................................................ • Data for your selected welt is shown in the tabbed interface below.To view data managed in the updated WDL tables,including data collected under the CASGEM program,click the"Recent Groundwater Level ta.tab.To view data stored In the former WDL tables,click the'Historical Groundwater Level Data" .To download the data in CSV formal,click the"Download CSV File'button on the respective tab. ease note that the vertical datum for"recent"measurements is NAVD88,while the vertical datum for 'historical"measurements is NGVD29.To change your well selection cnteda,click the"Perform a New Well Search"button, x w SbGmn pate Recent Groundwater Level pars Historical Groundwater Level Oafs No historical data found. . Perform a New Well Search • • • • • • • • • • • • • • • • • • • • • • • • . http://www.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cfm?CFGRIDKEY=48779 1/1 D m n. X� v • • • Preliminary Water Quality Management Plan (WQMP) . Parcel 3 Office Building • Parcel 3 of PM 31711, PA Appendix 7: Hydromodification Supporting Detail Relating to compliance with the HMP Performance Standards • • • • • • • • • • • -43 - • • • • • • N • • • • • SMRHM • • • PROJECT REPORT • • • • • • • • N • • • • • • • • • • • • • • • • N • • • • • General Model Information • Project Name: 2017-227 Tal DO Site Name: Tal Commercial • Site Address: 43980Margarita Road • City: Temecula • Report Date: 11/25/2017 • Gage: Temecula Valley • Data Start: 1974/10/01 Data End: 2011/09/30 • Timestep: 15 Minute • Precip Scale: 1.00 Version Date: 2015/11/06 POC Thresholds • r Low Flow Threshold for POC1: 10 Percent of the 2 Year • High Flow Threshold for POC1: 10 Year • • • • • • • • 2017-227 Tal DO 11/25/2017 4:37:04 PM Page 2 • Landuse Basin Data • Predeveloped Land Use DMA1 Bypass: No GroundWater: No Pervious Land Use acre C D,Urban,Flat(0-5%) 0.409 Pervious Total 0.409 Impervious Land Use acre Roads,Flat(0-5%) 0.046 Impervious Total 0.046 Basin Total 0.455 Element Flows To: Surface InterFlow Groundwater • • 2017-227 Tal D3 11/12/2018 1 45 13 AM Page 3 Mitigated Land Use • DMA1 Bypass: No GroundWater: No Pervious Land Use acre B,Grass,Flat(0-5%) 0.129 Pervious Total 0.129 Impervious Land Use acre Roads,Flat(0-5%) 0.086 Roof Area 0.24 Impervious Total 0.326 Basin Total 0.455 Element Flows To: Surface Interflow Groundwater BR1 SurfaceRl BR1 SurfaceR1 2017-227 Tal D3 11/12/2018 1 45.13 AM Page 4 • 0 Routing Elements • Predeveloped Routing • • • • • • • • • • • • • • • • • • • • • • • • • ie • • • 2017-227 Tal DO 11/25/2017 4:37:04 PM Page 5 0 Mitigated Routing • BR1 Bottom Length: 173.00 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 1.5 Material type for first layer: Material thickness of second layer: 1 Material type for second layer: Material thickness of third layer: 0 Material type for third layer: Infiltration On Infiltration rate: 0.4 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 8.556 Total Volume Through Riser (ac-ft.): 1.923 Total Volume Through Facility (ac-ft.): 19.035 Percent Infiltrated: 44.95 Total Precip Applied to Facility: 6.77 Total Evap From Facility: 2.364 Underdrain used Underdrain Diameter (feet): 0.5 Orifice Diameter (in.): 1 Offset (in.): 0 Flow Through Underdrain (ac-ft.): 8.556 Total Outflow (ac-ft.): 19.035 Percent Through Underdrain: 44.95 Discharge Structure • Riser Height: 0.5 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 Vegetated Swale Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.1191 0.0000 0.0000 0.0000 0.0440 0.1179 0.0008 0.0000 0.0000 0.0879 0.1165 0.0016 0.0000 0.0000 0.1319 0.1151 0.0024 0.0000 0.0000 0.1758 0.1137 0.0033 0.0000 0.0000 0.2198 0.1123 0.0041 0.0000 0.0000 0.2637 0.1109 0.0050 0.0000 0.0000 0.3077 0.1095 0.0060 0.0000 0.0000 0.3516 0.1081 0.0069 0.0000 0.0000 0.3956 0.1068 0.0079 0.0000 0.0000 0.4396 0.1054 0.0089 0.0000 0.0000 0.4835 0.1040 0.0100 0.0000 0.0000 0.5275 0.1026 0.0111 0.0014 0.0014 0.5714 0.1012 0.0122 0.0015 0.0015 0.6154 0.0998 0.0133 0.0016 0.0016 0.6593 0.0984 0.0144 0.0018 0.0018 0.7033 0.0970 0.0156 0.0020 0.0020 • 0.7473 0.0956 0.0168 0.0023 0.0023 0.7912 0.0942 0.0180 0.0026 0.0026 0.8352 0.0928 0.0193 0.0030 0.0030 2017-227 Tal D3 11/12/2018 1 45 13 AM Page 6 0.8791 0.0914 0.0206 0.0034 0.0034 0.9231 0.0900 0.0219 0.0038 0.0038 • 0.9670 0.0886 0.0232 0.0043 0.0043 1.0110 0.0872 0.0246 0.0045 0.0045 1.0549 0.0858 0.0260 0.0047 0.0047 1.0989 0.0844 0.0274 0.0050 0.0050 1.1429 0.0830 0.0288 0.0053 0.0053 1.1868 0.0816 0.0303 0.0056 0.0056 1.2308 0.0802 0.0318 0.0059 0.0059 1.2747 0.0788 0.0333 0.0063 0.0063 1.3187 0.0774 0.0349 0.0064 0.0064 1.3626 0.0760 0.0365 0.0065 0.0065 1.4066 0.0746 0.0381 0.0068 0.0068 1.4505 0.0732 0.0397 0.0073 0.0073 1.4945 0.0718 0.0413 0.0074 0.0074 1.5385 0.0704 0.0430 0.0076 0.0076 1.5824 0.0690 0.0446 0.0078 0.0078 1.6264 0.0676 0.0462 0.0079 0.0079 1.6703 0.0663 0.0479 0.0081 0.0081 1.7143 0.0649 0.0496 0.0083 0.0083 1.7582 0.0635 0.0514 0.0085 0.0085 1.8022 0.0621 0.0531 0.0087 0.0087 1.8462 0.0607 0.0549 0.0089 0.0089 1.8901 0.0593 0.0567 0.0091 0.0091 1.9341 0.0579 0.0585 0.0094 0.0094 1.9780 0.0565 0.0604 0.0096 0.0096 2.0220 0.0551 0.0623 0.0096 0.0096 2.0659 0.0537 0.0642 0.0096 0.0096 2.1099 0.0523 0.0661 0.0096 0.0096 . 2.1538 0.0509 0.0681 0.0096 0.0096 2.1978 0.0495 0.0701 0.0096 0.0096 2.2418 0.0481 0.0721 0.0096 0.0096 2.2857 0.0467 0.0741 0.0096 0.0096 2.3297 0.0453 0.0762 0.0096 0.0096 2.3736 0.0439 0.0783 0.0096 0.0096 2.4176 0.0425 0.0804 0.0096 0.0096 2.4615 0.0411 0.0825 0.0096 0.0096 2.5000 0.0397 0.0844 0.0096 0.0096 Vegetated Swale Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 2.5000 0.1191 0.0844 0.0000 0.0208 0.0000 2.5440 0.1205 0.0897 0.0000 0.0208 0.0000 2.5879 0.1219 0.0950 0.0000 0.0208 0.0000 2.6319 0.1233 0.1004 0.0000 0.0208 0.0000 2.6758 0.1247 0.1058 0.0000 0.0208 0.0000 2.7198 0.1261 0.1114 0.0000 0.0208 0.0000 2.7637 0.1275 0.1169 0.0000 0.0208 0.0000 2.8077 0.1289 0.1226 0.0000 0.0208 0.0000 2.8516 0.1303 0.1283 0.0000 0.0208 0.0000 2.8956 0.1317 0.1340 0.0000 0.0208 0.0000 2.9396 0.1331 0.1398 0.0000 0.0208 0.0000 2.9835 0.1345 0.1457 0.0000 0.0208 0.0000 3.0275 0.1359 0.1517 0.0005 0.0208 0.0000 3.0714 0.1373 0.1577 0.0005 0.0208 0.0000 • 3.1154 0.1387 0.1637 0.0005 0.0208 0.0000 3.1593 0.1401 0.1699 0.0006 0.0208 0.0000 3.2033 0.1415 0.1761 0.0006 0.0208 0.0000 2017-227 Tal D3 11/12/2018 1:45:13 AM Page 7 3.2473 0.1429 0.1823 0.0007 0.0208 0.0000 3.2912 0.1443 0.1886 0.0008 0.0208 0.0000 • 3.3352 0.1457 0.1950 0.0009 0.0208 0.0000 3.3791 0.1471 0.2014 0.0011 0.0208 0.0000 3.4231 0.1485 0.2079 0.0012 0.0208 0.0000 3.4670 0.1499 0.2145 0.0013 0.0208 0.0000 3.5110 0.1513 0.2211 0.0018 0.0208 0.0000 3.5549 0.1527 0.2278 0.0019 0.0208 0.0000 3.5989 0.1541 0.2345 0.0024 0.0208 0.0000 3.6429 0.1555 0.2413 0.0026 0.0208 0.0000 3.6868 0.1569 0.2482 0.0031 0.0208 0.0000 3.7308 0.1583 0.2551 0.0032 0.0208 0.0000 3.7747 0.1596 0.2621 0.0038 0.0208 0.0000 3.8187 0.1610 0.2691 0.0042 0.0208 0.0000 3.8626 0.1624 0.2763 0.0046 0.0208 0.0000 3.9066 0.1638 0.2834 0.0048 0.0208 0.0000 3.9505 0.1652 0.2907 0.0055 0.0208 0.0000 3.9945 0.1666 0.2979 0.0059 0.0208 0.0000 4.0000 0.1668 0.2989 0.0063 0.0208 0.0000 • • 2017-227 Tal D3 11/12/2018 1:45:13 AM Page 8 • • BR1 SurfaceR1 • Element Flows To: w Outlet 1 Outlet 2 to BR1 • • • • • • • • • • w • • ie • • • • • • • lie • • • • • • • • • 2017-227 Tat DO 11/25/2017 4:37.04 PM Page 9 to Analysis Results POC 1 3 on O 311 �• e, .a, OW ^<. 1f 5 1N4 143 10E3 t0E.1 1 10 100 P�rura Tm�6acu��plr,p ,a i S i0 b L Y :p p p q p M YS + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.409 Total Impervious Area: 0.046 Mitigated Landuse Totals for POC#1 Total Pervious Area: 0.129 Total Impervious Area: 0.326 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) • 2 year 0.210001 5 year 0.30088 10 year 0.382675 25 year 0.509979 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.052244 5 year 0.091835 10 year 0.123212 25 year 0.237388 • 2017-227 Tal D3 11/12/2018 1:45:13 AM Page 10 Duration Flows The Facility PASSED • Flow(cfs) Predev Mit Percentage Pass/Fail 0.0210 3047 1271 41 Pass 0.0247 2704 910 33 Pass 0.0283 2327 641 27 Pass 0.0320 2113 499 23 Pass 0.0356 1879 388 20 Pass 0.0393 1684 317 18 Pass 0.0429 1556 274 17 Pass 0.0466 1399 236 16 Pass 0.0502 1281 206 16 Pass 0.0539 1200 184 15 Pass 0.0575 1090 143 13 Pass 0.0612 993 126 12 Pass 0.0648 925 114 12 Pass 0.0685 860 99 11 Pass 0.0721 787 88 11 Pass 0.0758 734 83 11 Pass 0.0795 677 77 11 Pass 0.0831 625 67 10 Pass 0.0868 600 58 9 Pass 0.0904 553 56 10 Pass 0.0941 515 51 9 Pass 0.0977 483 47 9 Pass 0.1014 451 39 8 Pass 0.1050 410 34 8 Pass • 0.1087 385 33 8 Pass 0.1123 354 29 8 Pass 0.1160 334 29 8 Pass 0.1196 318 29 9 Pass 0.1233 291 27 9 Pass 0.1269 271 23 8 Pass 0.1306 257 20 7 Pass 0.1343 232 20 8 Pass 0.1379 224 19 8 Pass 0.1416 209 18 8 Pass 0.1452 195 16 8 Pass 0.1489 186 15 8 Pass 0.1525 173 13 7 Pass 0.1562 166 13 7 Pass 0.1598 156 12 7 Pass 0.1635 149 10 6 Pass 0.1671 143 9 6 Pass 0.1708 136 7 5 Pass 0.1744 127 7 5 Pass 0.1781 123 5 4 Pass 0.1817 115 5 4 Pass 0.1854 110 5 4 Pass 0.1891 101 5 4 Pass 0.1927 93 5 5 Pass 0.1964 91 5 5 Pass 0.2000 86 5 5 Pass • 0.2037 82 5 6 Pass 0.2073 77 4 5 Pass 0.2110 73 3 4 Pass 2017-227 Tal D3 11/12/2018 1:45:54 AM Page 11 0.2146 68 3 4 Pass 0.2183 62 3 4 Pass • 0.2219 60 3 5 Pass 0.2256 56 3 5 Pass 0.2292 54 3 5 Pass 0.2329 52 3 5 Pass 0.2365 50 2 4 Pass 0.2402 45 2 4 Pass 0.2439 44 2 4 Pass 0.2475 41 2 4 Pass 0.2512 41 1 2 Pass 0.2548 39 1 2 Pass 0.2585 33 1 3 Pass 0.2621 32 1 3 Pass 0.2658 32 1 3 Pass 0.2694 31 1 3 Pass 0.2731 30 1 3 Pass 0.2767 28 1 3 Pass 0.2804 26 1 3 Pass 0.2840 25 1 4 Pass 0.2877 24 1 4 Pass 0.2913 23 1 4 Pass 0.2950 22 1 4 Pass 0.2986 22 0 0 Pass 0.3023 20 0 0 Pass 0.3060 17 0 0 Pass 0.3096 17 0 0 Pass 0.3133 17 0 0 Pass 0.3169 16 0 0 Pass • 0.3206 16 0 0 Pass 0.3242 15 0 0 Pass 0.3279 15 0 0 Pass 0.3315 13 0 0 Pass 0.3352 12 0 0 Pass 0.3388 12 0 0 Pass 0.3425 11 0 0 Pass 0.3461 11 0 0 Pass 0.3498 11 0 0 Pass 0.3534 11 0 0 Pass 0.3571 11 0 0 Pass 0.3608 11 0 0 Pass 0.3644 10 0 0 Pass 0.3681 9 0 0 Pass 0.3717 9 0 0 Pass 0.3754 9 0 0 Pass 0.3790 9 0 0 Pass 0.3827 9 0 0 Pass • 2017-227 Tal D3 11/12/2018 1:45:54 AM Page 12 i • Water Quality • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 2017-227 Tal DO 11/25/20174:37:40 PM Page 13 Rational Method • Company Name Ventura Engineering Inland Designed by Robert Company Project Number/Name Tal MOB Drainage Area Number/Name DMA1 Date 11-12-18 County/City Case No. PA17-1306$ LD18-1290 T8S Township R02W Range S147 Section 0.95 85th Percentile acre Cover Type 0.240 Roofs 0.087 Concrete or Asphalt Grouted or Gapless Paving Blocks Compacted Soil (e.g. unpaved parking) Decomposed Granite Permeable Paving Blocks w/ Sand Filled Gap Class 2 Base Gravel or Class 2 Permeable Base Pervious Concrete / Porous Asphalt Open and Porous Pavers Turf block 0.128 Ornamental Landscaping Natural (A Soil) Natural (B Soil) • Natural (C Soil) Natural (D Soil) Mixed Surface Types Fraction = 0.00 Calculated Values C = 0.67 Vu = 0.64 (in * ac)/ac Vbmp = 1$055 ft3 Qbmp = 0.0 ft3/s • 2017-227 Tal D3 11/12/2018 1:45:54 AM Page 14 • Model Default Modifications Total of 0 changes have been made. PERLND Changes • No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 2017-227 Tal DO 11/25/2017 4:37:40 PM Page 15 Appendix • Predeveloped Schematic DMA1 .46ac 2017-227 Tal D3 11/12/2018 1:45:54 AM Page 16 Mitigated Schematic MA1 .4Sac I R1 2017-227 Tal D3 11/12/2018 1:45*55 AM Page 17 Predeveloped UCI File RUN • GLOBAL WWHM4 model simulation START 1974 10 01 END 2011 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> +++ WDM 26 2017-227 Tal D3 .wdm MESSU 25 Pre2017-227 Tal D3 .MES 27 Pre2017-227 Tal D3 .L61 28 Pre2017-227 Tal D3 .1,62 30 POC2017-227 Tal D31.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 45 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # - #c----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 DMA1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY • COPY T IMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS >c-------Name------->NBLKS Unit-systems Printer +** # - # User t-series Engl Metr *** in out *** 45 C/D,Urban,Flat(0-5%) 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ***********+* Active Sections **************+++++++++++++++ # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 45 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > +++++++++*+++++++ Print-flags +++++++*+++++*++++++:*+++++++ PIVL PYR • # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 45 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 18 PWAT-PARM1 • <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIEW VIRC VLE INFC HWT **+ 45 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 ++* # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 45 0 4 .6 0 .04 400 0 .05 3 0.995 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPER BASETP AGWETP 45 40 35 3 2 0 .45 0.15 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 45 0 0.7 0.25 1 0.4 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 45 0.5 0.5 0.5 0.6 0.65 0.65 0.65 0.65 0.65 0.65 0 .55 0.5 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 45 0.11 0.11 0.11 0.11 0.11 0 .11 0. 11 0. 11 0.11 0.11 0.11 0.11 END MON-INTERCEP • PWAT-STATEI <PLS > +** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 +** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 45 0 0 0 . 01 0 3 .5 1.7 0.1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 Roads, Flat (O-5$) 1 1 1 27 0 END GEN-INFO *** Section IWATER*+* ACTIVITY <PLS > ***+********+ Active Sections *** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATM? SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** • # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 19 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 100 0.05 0 .1 0 .1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input into: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DMA1*** PERLND 45 0.409 COPY 501 12 PERLND 45 0.409 COPY 501 13 IMPLND 1 0.046 COPY 501 15 +**+**Rout i.ng*+++++ END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** • COPY 511 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > *+*********** Active Sections ++****++*+++**++++++++***++++ # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags +++*++++++*****++++ PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> +++ 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 20 END HYDR-PARM2 HYDR-INIT • RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit < -->< -> < ->< ->4 ->< ->< _> *** < ->< ->< ->< -><- -> END HYDR-SNIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp, <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 22 IRRG ENGL 0.7 SAME PERLND 45 EXTNL SURLI END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** • MASS-LINK 12 PERLND PWATER SURO 0. 083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURD 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN • 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 21 Mitigated UCI File RUN • GLOBAL WWHM4 model simulation START 1974 10 01 END 2011 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> xxx WDM 26 2017-227 Tal D3.wdm MESSU 25 Mit2017-227 Tal D3 .MES 27 Mit2017-227 Tal D3.L61 26 Mit2017-227 Tal D3.1,62 30 POC2017-227 Tal D31.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 25 IMPLND 1 IMPLND 5 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 • # - #-----------Title----------->***TRAN PIVL DIG1 FILL PYR DIG2 FIL2 YRND 1 BR1 SurfaceRl MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END FARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 25 B,Grass,Flat (0-5%) 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ++xxxxxx+++++ Active Sections +xxxxxx++++xxx+xxx++x+xx+++++ # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 25 0 0 1 0 0 0 0 0 0 0 0 0 • END ACTIVITY PRINT-INFO 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 22 <PLS > *************+*+* Print-flags xxxxxxxxxxx+xxx+xxxxxxxxxxxxx PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* • 25 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 25 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 25 0 5 0 .07 400 0.05 1 .2 0. 95 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # +**PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 25 40 35 2 2 0 .12 0.08 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 25 0 0.8 0 .25 3 0.7 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 25 0.4 0.4 0.4 0.45 0.5 0 .55 0.55 0.55 0.55 0 .55 0.45 0.4 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** • # - # JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC +** 25 0 .12 0.12 0.12 0.11 0.1 0.1 0.1 0 .1 0.1 0.1 0 . 11 0.12 END MON-INTERCEP PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 25 0 0 0. 01 0 0.5 0 .3 0 .01 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr **+ in out *** 1 ROads,Flat (0-5%) 1 1 1 27 0 5 Roof Area 1 1 1 27 0 END GEN-INFO *** Section IWATER*+* ACTIVITY <PLS > *+*********** Active Sections *+*+xxxxxxxxxx+++x+xx*xxxxxxx # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SL17 IWG IQAL ****+**** • 1 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 END PRINT-INFO 2017-227 Tat D3 11/12/2018 1,45:56 AM Page 23 IWAT-PARMI • <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.1 0.1 5 100 0.05 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SUES 1 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DMA1*** PERLND 25 0.129 RCHRES 1 2 PERLND 25 0.129 RCHRES 1 3 IMPLND 1 0.066 RCHRES 1 5 IMPLND 5 0.24 RCHRES 1 5 ******Routing****** PERLND 25 0.129 COPY 1 12 IMPLND 1 0.086 COPY 1 15 IMPLND 5 0.24 COPY 1 15 PERLND 25 0.129 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #,-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->Strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** • 1 BR1 SurfaceRl 3 1 1 1 28 0 1 2 BR1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 24 ACTIVITY <PLS > ++++x+xxx+w++ Active Sections *+++++++wxxxxx++x++++wxxx++++ # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ****+++++xwxxx+++ Print-flags **xxxxx++++*w+w+xx+ PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit w x + + x x + + x * x + + x ++w 1 0 1 0 0 4 5 6 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARMI HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--______><--------><--------><--------><--------> xxx 1 1 0.01 0 .0 0.0 0.5 0.0 2 2 0.03 0.0 0 .0 0.5 0. 0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit • <_----`>< -> <`--><___><---><--_><---> +x+ <---><--'><___><___><---> 1 0 4.0 5.0 6 .0 0.0 0 .0 0.0 0.0 0. 0 0.0 0. 0 2 0 4.0 5.0 0.0 0.0 0 .0 0.0 0.0 0. 0 0. 0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 2 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cf s) (ft/sec) (Minutes) *** 0.000000 0.119146 0.000000 0.000000 0 .000000 0. 043956 0.117924 0.000775 0.000000 0 .000000 0.087912 0.116527 0.001576 0.000000 0.000000 0.131868 0.115131 0.002404 0.000000 0.000000 0.175824 0.113734 0.003259 0.000000 0.000000 0 .219780 0. 112338 0.004140 0.000000 0. 000000 0.263736 0. 110941 0.005049 0.000000 0 .000000 0.307692 0. 109544 0. 005984 0.000000 0 .000000 0.351648 0.108148 0.006946 0.000000 0 .000000 0.395604 0.106751 0.007934 0.000000 0.000000 0.439560 0 .105355 0 .008950 0.000000 0.000000 0.483516 0.103958 0.009992 0.000000 0.000000 0.527473 0.102562 0 .011061 0.000454 0.000454 0 .571429 0.101165 0-012156 0.000469 0.000469 0.615385 0. 099768 0.013279 0.000507 0 .000507 0.659341 0.098372 0. 014428 0.000562 0 .000562 0.703297 0 .096975 0.015604 0.000633 0 .000633 0.747253 0.095579 0.016807 0.000719 0.000719 0.791209 0.094182 0.018036 0.000819 0.000819 • 0,835165 0, 092765 0 ,019293 0,000931 0, 000931 0 .879121 0. 091389 0.020576 0.001057 0.001057 0 .923077 0.089992 0.021886 0.001196 0 .001196 0.967033 0.088596 0. 023222 0.001349 0 .001349 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 25 1.010989 0.087199 0.024586 0.001831 0.001831 1.054945 0.085803 0 .025976 0.001937 0.001937 • 1. 098901 0, 084406 0,027393 1,002427 0.002427 1.142857 0.083009 0-028836 0.002560 0.002560 1 .186813 0.081613 0.030307 0.003083 0 .003083 1.230769 0.080216 0.031804 0.003242 0.003242 1.274725 0-078820 0.033328 0.003808 0-003808 1,318681 0 .077423 0 .034879 0.004202 0.004202 1.362637 0. 076026 0.036456 0.004592 0. 004592 1.406593 0.074630 0.038060 0.004809 0.004809 1 .450549 0.073233 0.039691 0.005452 0 .005452 1.494505 0.071837 0.041349 0.005675 0 .005875 1.538462 0.070440 0.042952 0.006302 0.006302 1.582418 0-069044 0.044581 0.006736 0.006736 1.626374 0. 067647 0.046236 0.007177 0.007177 1 .670330 0.066250 0-047915 0.007626 0 .007626 1 .714286 0.064854 0.049621 0.008084 0 .008084 1.758242 0.063457 0.051352 0.008552 0 .008552 1.802198 0.062061 0.053108 0.009030 0 .009030 1.846154 0. 060664 0.054890 0.009518 0.009518 1.890110 0. 059268 0.056697 0.010017 0. 010017 1.934066 0.057871 0.058529 0.010527 0.010527 1 .978022 0.056474 0. 060388 0.011049 0.011049 2.021978 0.055078 0.062271 0.011359 0 .011359 2.065934 0. 053681 0.064160 0.011578 0.011578 2 -109890 0. 052285 0.066115 0.011779 0.011779 2 .153846 0. 050888 0.068075 0.011779 0.011779 2 .197802 0.049491 0.070061 0.011779 0.011779 2-241758 0-048095 0.072072 0.011779 0.011779 2.285714 0.046698 0.074108 0.011779 0 .011779 2.329670 0. 045302 0.076170 0.011779 0.011779 2 .373626 0.043905 0.078258 0.011779 0.011779 2 .417582 0,042509 0 .080370 0.011779 0.011779 2.461538 0.041112 0.082509 0.011779 0.011779 • 2,500000 0"039715 0, 064401 0,011779 0,011779 2.543956 0.120543 0.089669 0.011779 0 .011779 2.587912 0-121939 0.094998 0.011779 0 .011779 2 .631868 0. 123336 0.100369 0.011779 0.011779 2 .675824 0. 124732 0.105841 0.011779 0-011779 2 .719780 0. 126129 0.111354 0.011779 0.011779 2 .763736 0.127526 0.116929 0.011779 0.011779 2.807692 0.128922 0.122565 0.011779 0 .011779 2.851648 0.130319 0.128263 0.011779 0 .011779 2.895604 0.131715 0.134022 0.011779 0.011779 2 . 939560 0. 133112 0.139842 0.011779 0.011779 2 . 983516 0.134508 0-145724 0.011779 0.011779 3.027473 0.135905 0.151667 0.14387G 0.143876 3.071429 0.137302 0.157672 0.452422 0 .452422 3 .115385 0.138698 0. 163738 0.878273 0 .878273 3 .159341 0.140095 0.169865 1.393457 1.393457 3 .203297 0.141491 0.176054 1.981562 1.981562 3 .247253 0.142888 0 .182304 2.629755 2 .629755 3 .291209 0.144285 0.188615 3.326361 3 .326361 3.335165 0.145681 0.194988 4.059907 4 .059907 3 .379121 0.147078 0.201422 4.618750 4 .818750 3 -423077 0-148474 0.207918 5.590985 5.590985 3 .467033 0.149871 0.214475 6.364536 6.364536 3 .510989 0,151267 0 .221093 7 .127344 7 .127344 3 . 554945 0. 152664 0.227773 7.867649 7.867649 3 .598901 0.154061 0.234514 8.574336 8 .574336 3-642857 0.155457 0-241317 9.237330 9.237330 3 .686813 0 .156854 0.248181 9.848039 9 .848039 3 . 730769 0.158250 0.255106 10.39984 10.39984 3 .774725 0.159647 0.262093 10.88860 10.88860 3 .818681 0. 161044 0.269141 11.31324 11.31324 3 .862637 0.162440 0 .276251 11.67629 11.67629 3 . 906593 0.163837 0.283422 11.98455 11. 98455 • 3 -950549 0 .165233 0-290654 12.24971 12-24971 3 . 994505 0.166630 0.595895 12.48902 12.48902 END FTASLE 2 2017-227 Tal D3 11/12/2018 1*45:56 AM Page 26 FTABLE 1 7 6 • Depth Area Volume Out lowl Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.166804 0.000000 0.000000 0.000000 0.000000 1.000000 0.166804 0.010000 1.000000 10.00000 0. 000000 2 .000000 0.166804 0.010000 1.000000 10.00000 0.000000 3 .000000 0.166804 0.010000 1.000000 10.00000 0.000000 4 .000000 0.166804 0 .010000 1.000000 10. 00000 0.000000 5.000000 0. 166804 0.010000 1.000000 10. 00000 0.000000 6 .000000 0.166804 0.010000 1.000000 10.00000 0.000000 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR 0 1 1 1 WDM 1007 FLOW ENGL REPL • RCHRES 2 HYDR O 2 1 1 WDM 1008 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1010 STAG ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1011 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48-4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 46.4 WDM 601 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURD 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 . PERLND PWATER IFWO 0,083313 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 2017-227 Tal D3 11/12/2018 1:45:56 AM Page 27 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 16 • MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN • • 2017-227 Tal D3 11/12/2018 1 45:56 AM Page 28 • • Predeveloped HSPF Message File • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 2017-227 Tal DO 11/25/2017 4:37.41 PM Page 29 • • • Mitigated HSPF Message File • • • • • • • • • • • • • • • • • • • • • • • w • • • • w • • • • • • 2017-227 Tal DO 11/25/2017 4:37:41 PM Page 30 • • Disclaimer i Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear • Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying i documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the • possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. • i Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F i Olympia, WA. 98501 Toll Free 1(866)943-0304 i Local (360)943-0304 www.clearcreeksolutions.com • • • • i • i • i • • • • • • • i 2017-227 Tal DO 11/25/2017 4:37:41 PM Page 31 D 70 m X 00 • • • Preliminary Water Quality Management Plan (WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • Appendix 8: Source Control • Pollutant Sources/Source Control Checklist • • • • • • • • • • w • • • i • • • • • • • w • • • • • • • -44- • • Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711,PA17-1306,LD18-1290 PROJECT SOURCE CONTROL BMPS IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPs—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 ® A. On-site storm drain inlets ® Locations of inlets. ® Mark all inlets with the words"No ® Maintain and periodically repaint or replace Dumpingl Flows to Bay'or similar inlet markings ® Provide stormwater pollution prevention information to new site owners,lessees,or operators ® See applicable operational BMPs In Fact Sheet SC-44,"Drainage System Maintenance,"in the CASQA Stonnwater Quality Handbooks at www.cabmohand books.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. e. Interior floor drains and elevator El State that Interior floor drains and ❑ Inspect and maintain drains to prevent shaft sump pumps elevator shaft sump pumps will be blockages and overflow. plumbed to sanitary sewer. C. Interior parking garages ❑ State that parking garage floor drains ❑ Inspect and maintain drains to prevent will be plumbed to the sanitary blockages and overflow. sewer. Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711,PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPs—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 ® DS. Need for future indoor& ® Note building design features that ® Provide Integrated Pest Management structural pest control discourage entry of pests. information to owners,lessees,and operators. ® DZ. Landscape/Outdoor Pesticide Use ® Show Locations of native trees or State that final landscape plans will ® Maintain landscaping using minimum areas of shrubs and ground cover to accomplish all of the following: or no pesticides be undisturbed and retained. Preserve existing native trees, ® shrubs,and ground cover to the maximum extent possible. Note:should be consistent with ® Show self-retaining landscape ® Design landscaping to minimize ® See applicable operational BMPs in Project landscape plan(if applicable). areas,if any. irrigation and runoff,to promote Fact Sheet SC-41,"Building and surface infiltration where Grounds Maintenance,"in the CASQA appropriate,and to minimize the use Stormwater Quality Handbooks at of fertilizers and pesticides that can www.cabmphandbooks.com contribute to stormwater pollution. ® Show stormwater treatment ® Where landscaped areas are used to ® Provide Integrated Pest Management facilities retain or detain stormwater,specify information to new owners,lessees plants that are tolerant of saturated and operators 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. Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel of PM 31711,PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List inSUSMP Operational Bill—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 E. Pools,spas,ponds,decorative Show location of water feature and a If the local municipality requires pools to See applicable operational BMPs in Fact fountains,and other water features sanitary sewer cleanout in an accessible be plumbed to the sanitary sewer,place Sheet SC-72,"Fountain and Pool area within 10 feet. a note on the plans and state in the Maintenance,"in the CASQA Stomnwater narrative that this connection will be Quality Handbooks at made according to local requirements. www.cabmohandbooksmm F. Food Services For restaurants,grocery stores,and ❑ If the local municipality requires pools other food service operations,show location(indoors or In a covered area to be plumbed to the sanitary sewer, outdoors)of a floor sink or other area for cleaning floor mats,containers,and place a note on the plans and state In equipment. the narrative that this connection will be made according to local requirements. On the drawing,show a note that this Describe the items to be cleaned in this drain will be connected to a grease facility and how it has been sized to interceptor before discharging to the insure that the largest Items can be sanitary sewer. accommodated. Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711, PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List In SUSMP Operational BMPS—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 ® G.Refuse areas ® Show where site refuse and recycled ® State how site refuse will be handled and ® State how the following will be materials will be handled and stored for provide supporting detail to what is Implemented: pickup.See local municipal shown on plans. requirements for sizes and other details of refuse areas. ® If dumpsters or other receptacles are ® state that signs will be posted on or near Provide adequate number of receptacles. outdoors,show how the designated dumpsters with the words'Do not dump Inspect receptacles regularly,repair or area will be covered,graded,and paved hazardous materials here"or similar. replace leaky receptacles.Keep receptacles to prevent run-on and show locations of covered.Prohibit/prevent dumping of liquid berms. or hazardous wastes.Post'no hazardous materials"signs. ® Any drains from dumpsters, Inspect and pick up litter daily and clean up compactors,and tallow bin areas shall spills immediately.Keep spill control be connected to a grease removal materials available onsite.See Fact Sheet device before discharge to sanitary SC-34,"Waste Handling and Disposal"in the sewer. CASQA Stormwater Quality Handbooks at www.cab.phandbooks.com ❑ H.Industrial processes. ❑ Show process area. ❑ If Industrial processes are to be located ❑ See Fact Sheet SC-10,"Non-Stormwater on site,state:'All process activities to be Discharges"in the CASQA Stormwater performed indoors.No processes to Quality Handbooks at drain to exterior or to storm drain www,cabmohandbooks.com system." Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711, PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPS—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 I.Outdoor storage of equipment or ❑ Show any outdoor storage areas, ❑ Include a detailed description of See the Fact Sheets SC-31,"Outdoor liquid materials.(See rows J and K for source including how materials will be covered. materials to be stored,storage areas, Container Storage"and SC-33,"Outdoor control measures for vehicle cleaning, Show how areas will be graded and and structural features to prevent Storage of Raw Materials"in the CASOA repair,and maintenance.) bermed to prevent contamination. pollutants from entering storm drains. Stormwater Quality Handbooks at www.cat)mphandbooks.com Where appropriate,reference ❑ storage of non-hazardous liquids shall documentation of compliance with the be covered by a roof and/or drain to the requirements of local Hazardous sanitary sewer system,and be Materials Programs for: contained by berms,dikes,linen,or vaults. • Hazardous Waste Generation ❑ storage of hazardous materials and • Hazardous Materials Release wastes must be in compliance with the Response and Inventory local hazardous materials ordinance and • California Accidental Release a Hazardous Materials Management (CaIARP) Plan for the site. • Aboveground Storage Tank • Uniform Fire Code Article 80 Section 103(b)&(c)1991 • Underground Storage Tank Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711,PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPS—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 !.Vehicle and Equipment Cleaning ❑ Show on drawings as appropriate: ❑ Describe operational measures to If a car wash area is not provided, p (1)Commercial/industrial facilities describe measures taken to discourage implement the following(if applicable): having vehicle/equipment cleaning on-site car washing and explain how needs shall either provide a covered, these will be enforced. bermed area for washing activities or discourage vehicle/equipment washing Washwater from vehicle and equipment by removing hose bibs and installing washing operations shall not be discharged signs prohibiting such uses. to the storm drain system. Ej Car dealerships and similar may rinse cars (2)Multi-dwelling complexes shall have with water only, a paved,bermed,and covered car wash See Fact Sheet SC-21,"Vehicle and area(unless or washing is prohibited Equipment Cleaning,"in the CASOA on-site and hoses are provided with an Stormwater quality Handbooks at automatic shutoff to discourage such www.cabmphandbooks.com use). (3)Washing areas for cars,vehicles,and equipment shall be paved,designed to prevent run-an 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, Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711,PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPs—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 ❑ K.Vehicle/Equipment Repair and Accommodate all vehicle equipment State that no vehicle repair or In the SUSMP report,note that all of the Maintenance repair and maintenance indoors.Or maintenance will be done outdoors,or following restrictions apply to use the site: designate an outdoor work area and else describe the required features of design the area to prevent run-on and the outdoor work area. runoff of stormwater. Show secondary containment for ❑ State that there are no floor drains or if ❑ No person shall dispose of,nor permit the exterior work areas where motor oil, there are floor drains,note the agency disposal,directly or indirectly of vehicle brake fluid,gasoline,diesel fuel, from which an industrial waste discharge fluids,hazardous materials,or rinsewater radiator fluid,acid-containing batteries permit will be obtained and that the from pans cleaning into storm drains. or other hazardous materials or design meets that agency's hazardous wastes are used or stored. requirements. Drains shall not be installed within the secondary containment areas. Add a note on the plans that states ❑ State that there are no tanks,containers ❑ No vehicle fluid removal shall be performed either(1)there are no floor drains,or or sinks to be used for parts cleaning or outside a building,nor on asphalt or ground (2)floor drains are connected to rinsing or,if there are,note the agency surfaces,whether inside or outside a wastewater pretreatment systems prior from which an industrial waste discharge building,except in such a manner as to to discharge to the sanitary sewer and permit will be obtained and that the ensure that any spilled fluid will be in an an industrial waste discharge permit will design meets that agency's area of secondary containment.Leaking be obtained. requirements. vehicle fluids shall be contained or drained from the vehicle immediately. ❑ No person shall leave unattended drip parts or other open containers containing vehicle fluid,unless such containers are in use or in an area of secondary containment. Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel of PM 31711,PA17-1306,LDIB-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPS—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 ❑ L.Fuel Dispensing Areas ❑ Fueling areasl shall have impermeable ❑ 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 necessary to prevent porting;and b)separated from the rest of the site by a grade break that prevents run-on of stormwater to the maximum extent practicable. ❑ Fueling areas shall be covered by a ❑ See the Business Guide Sheet,"Automotive canopy that extends a minimum of ten Service—Service Stations"in the CASQA feet in each direction from each pump. stormwater Quality Handbooks at (Alternative:The fueling area must be www.cabmphandbooks.com 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 coverl shall not drain onto the fueling area. Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711, PA17-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—List in SUSMP Operational BMPS—Include in Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 M,Loading Docks Show a preliminary design for the Move loaded and unloaded items indoors loading dock area,including roofing and as soon as possible. drainage.Loading docks shall be covered and/or graded to minimize run- on to and runoff from the loading area. Roof downspouts shall be Positioned to direct stormwater away from the loading area.Water from loading dock areas should be drained to the sanitary sewer where feasible.Direct connections to storm drains from depressed loading docks are prohibited. Loading dock areas draining directly to See Fact Sheet SC-30,"Outdoor Loading and the sanitary sewer shall be equipped Unloading,"in the CASQA Stormwater with a spill control valve or equivalent Quality Handbooks at device,which shall be kept closed www.cabmphandbooks.com during periods of operation. Provide a roof overhang over the loading area or install door skirts (cowling)at each bay that enclose the end of the trailer. ® N.Fire Sprinkler Test Water ® Provide a means to drain fire Sprinkler ® See the note in Fact Sheet SC-41,"Building test water to the sanitary sewer. and Grounds Maintenance,"in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Water Quality Management Plan(WQMP) Margarita Professional Office Building Parcel 3 of PM 31711,PA37-1306,LD18-1290 IF THESE SOURCES WILL BE ON THE ...THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPS PROJECT SITE... Potential Sources of Permanent Controls—Show on Permanent Control—Ust In SUSMP Operational BMPs—Include In Runoff Pollutants Source Control Exhibit, Table and Narrative SUSMP Table and Narrative Appendix 1 O. Miscellaneous Drain or Wash Water ❑ Boiler Drain Lines ❑ Boiler drain lines shall be directly or indirectly connected to the sanitary sewer system and may not discharge to 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. Condensate drain lines may not discharge to the storm drain system. ® Rooftop Equipment ® Rooftop mounted equipment with potential to produce pollutants shall be roofed and/or have secondary containment. ❑ Drainage Sumps ❑ Any drainage sumps on-site shall feature a sediment sump to reduce the quantity of sediment in pumped water. ® Roofing,gutters,and trim ® Avoid roofing,gutters,and trim made of copper or other unprotected metals that may leach into runoff. ® P. Plazas,sidewalks,and parking lots ® Plans,sidewalks,and parking lots shall be swept regularly to prevent the accumulation of litter and debris.Debris from pressure washing shall be collected to prevent entry Into the storm drain system.Washwater containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to a storm drain. D X l0 • • • Preliminary Water Quality Management Plan [WQMP) • Parcel 3 Office Building • Parcel 3 of PM 31711, PA • Appendix 9: O&M • Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -45 - • • RECORDING REQUESTED BY: 628 • DR. TAL JERGENSEN (Property Owner's Name) 2018-0481397 AND WHEN RECORDED MAIL TO: 12/11/2018 02:26 PM Fee: $ 122.00 27450 YNEZ ROAD, SUITE 106 Page 1 of 12 Recorded in Official Records (Property Owner's Mailing Address) County R f Riverside Peter na Assessor-County Clerk-Recorder TEMECU LA, CALIFORNIA 92592 SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A • WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR 43980 MARGARITA ROAD (Name of Project) 43960 MARGARITA ROAD (Address or Tract Map/Lot No.) TEMECULA, CALIFORNIA 92592 • Pagel -------- --- -- --- -— - - -- - — -- Water Quality Management Plan Operation and Maintenance Agreement • Property Owner Name: DR. TAL JERGENSEN Property Owner Mailing Address: 27450 YNEZ ROAD, SUITE 106, TEMECULA, CALIFORNIA 92592 Project Address or Location: 43980 MARGARITA ROAD, TEMECULA, CALIFORNIA 92592 Project's Assessor Parcel Number: 959-050-014 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) DR. TAL JERGENSEN (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) 43980 MARGARITA ROAD 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; -- ----- ----------- ------ -- — Page 2 NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: • 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be accompanied by a copy of an 'Operation and Maintenance Manual', included in Exhibit "C", providing detailed instructions on how and when each treatment BMP proposed for construction, or 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. • OWNER 1: OWNER 2 If more than one owner): DR. TAL JERGENSEN Name Narfie ignat re Signature Owner Title Title A notary acknowledgement is required for recordation (attach appropriate acknowledgement). • ._.---------____--........-------__--_---._._.-- Page 4 CALIFORNIA ALL PURPOSE 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 Riverside } On 12/11/18 before me, Anna M_ Ar .buque.z Notary Date Insert Name and Title of the officer Public, personally appeared TalJergensen Name(s) of Signer(s) 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. WITNESS my hand and fficial se I. ANNA M.VELAZQUEL rn - COMM.#2226554 - �' _ - rocurcwvuc.�wwuanm ry V tiIYEICiW[lWCrt v MYYymm.GlWe,�y.H3031. Signature: Ann M ela u , Notary Public --------------—------ ---- ------------------- OPTIONAL--------—----------=------------------------— Though this section is optional, completing this information can deter alteration of the document or fraudulent attachment of this form to an unintended document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signers Name: Signers Name: ❑ Corporate Officer—Title(s) ❑ Corporate Officer—Title(s) ❑ Partner-❑ Limited ❑ General ❑ Partner-❑ Limited ❑ General ❑ Individual ❑Attorney in Fact ❑ Individual ❑Attorney in Fact ❑ Trustee ❑Guardian or Conservator ❑ Trustee ❑Guardian or Conservator ❑ Other: ❑ Other: Signer is Representing: Signer is Representing: EXHIBIT A PROJECT SITE LEGAL DESCRIPTION THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: PARCEL 3 OF PARCEL MAP 31711 AS RECORDED IN BOOK 216 PAGE(S) 14 THROUGH 15, INCLUSIVE OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA RECORDED AS INSTRUMENT NO. OF OFFICIAL RECORDS. • EXHIBIT B WQMP EXHIBITS - LOCATION MAP 3980 MARGARITA ROAD TEMECULA, CALIFORNIA 92592 APN: 959-050-014 LEGAL: PARCEL 3 OF PM 31711 Y - - -- - Q tj I I I {-1i1 { i { IIIL1 i { � { d gazzz- � i i II � � . = �JJ aois DE PORTOLA ROAD BMP TABLE ID TYPE LAT. (N) LONG. (W) DMAI—BR1 BIORETENTION BASIN 33.4B4406 117102747 m 1"=40' EXHIBIT B WQMP EXHIBITS - BMP DETAIL VARIES LANDSCAPE 4' VARIES 4' 24" CATCH BASIN SURFACE IS MATURE VEGETATION= AND 2"-3" HARDWOOD MULCH LAYER 4j h 18" ENGINEERED SOIL MEDIA WITH 2"-6" DIAMETER CLEAN STONE WITH 30%-40% VOIDS N LAYOUT IMPERVIOUS LINER ALL SIDES GRAVEL LAYER OF BASIN. LINER TO BE 30 MIL LOPE " TO 1" GRAVEL UNCOMPACTED NATIVE MATERIAL MEMBRANE. EXTEND 12" BELOW 6" PERFORATED PIPE SUBDRAIN GRAVEL (O.A.E.) (TYPICAL) WRAPPED IN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) ENGINEERED SOIL MEDIA REQUIREMENTS 11PTHE 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 PERCENT RANGE COMPONENT 70-80 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 NIX MEETS THIS SPECIFICATION. TABLE 2. CHECK DAM SPACING 6" CHECK DAM SPACING SLOPE SPACING 1% 25' 2% 15' 3% 10, 40 BIORETENTION DETAIL (DMA1-BR1) NOT TO SCALE EXHIBIT C • OPERATION AND MAINTENANCE MANUAL Operations & Maintenance of BMPs is essential for the success of any WQMP. In order to perform proper O&M, 43980 Margarita Road will be required to maintain and inspect their Permanent and Post Construction BMPs for the life of the project. An inspection schedule and maintenance directions must be prepared for each BMP that is install on the project site. FISCALLY RESPONSIBLE PARTY Dr. Tal Jergensen jA""" 27450 l SSO �a4 f CA ?z5'�3 TRANSFERENCE OF RESPONSIBILITY O&M shall be the responsibility of the property owner. If the property is sold or transferred to a new entity, then this O&M responsibility will be transferred as well. The new owner must execute the appropriate document with the local agency as deemed necessary at the time of the transference of responsibility. RECORD KEEPING Records shall be kept on site for at least five (5) years or as directed by the City or Regional Board and must be made available for inspection upon request. • INSTALLED PERMANENT AND POST CONSTRUCTION BMP DEVICES The project site will be utilizing the following Permanent and Post-Construction BMPs and devices: • CASQA BMP Fact Sheet SD-10: Site Design and Landscape Planning • CASQA BMP Fact Sheet SD-12: Efficient Irrigation • Infiltration Trenches The above referenced CASQA BMP Fact Sheets can be found at the following web address: http://www.cabmphandbooks.com/Development.asp • Exhibit C Page 1 of 4 EXHIBIT C • OPERATION AND MAINTENANCE MANUAL TYPICAL MAINTENANCE ACTIVITIES The following is a compilation of Routine Actions required for each installed BMP on the project site. BIORETENTION SYSTEM The following is inspection and maintenance guidance information for bioretention systems: Routine Action: Inspect Health of Vegetation Maintenance Indicator: Dead Vegetation or Bio Field Measurements: Visual Inspection Inspection Frequency: Twice a year Maintenance Activity: Re-establish vegetation as needed Approximate Costs: Varies per maintenance required Routine Action: Inspect for Debris Accumulation • Maintenance Indicator: Debris, trash, or litter present Field Measurements: Visual Inspection Inspection Frequency: During routine trashing Maintenance Activity: Remove debris, trash, and litter Approximate Costs: None anticipated Routine Action: Inspect for Sedimentation Accumulation Maintenance Indicator: Sediment at or near height of vegetation Field Measurements: Visual Inspection Inspection Frequency: 1. End of Summer Season 2. End of Rainy Season Maintenance Activity: Remove Sediment and re-vegetate Approximate Costs: $1,100 per maintenance (Approx. once every three years) • Exhibit C Page 2 of 4 EXHIBIT C • OPERATION AND MAINTENANCE MANUAL Routine Action: Inspect for Standing Water Maintenance Indicator: Standing water after 96 hours Field Measurements: Visual Inspection Inspection Frequency: After each qualifying rain event Maintenance Activity: Dewater and inspect sub-drain discharge points (when applicable) Approximate Costs: Varies per maintenance required • • Exhibit C Page 3 of 4 EXHIBIT C OPERATION AND MAINTENANCE MANUAL ANTICIPATED COSTS ** STRUCTURAL QUANTITY INITIAL ANNUAL START O&M Responsible Responsible TREATMENT COSTS INSTALL O&M DATE Frequency Funding Funding BMPS CAPITAL* COSTS Party for Party For ($) Installation Long-Term O&M DMA1- BR1 2575 ftZ X Prior to $7,725.00 $1,500.00 OccupancyMonthly Property Owner Property Owner Bioretention 3 ft deep An engineer's estimated unit cost of$3.00 per cu-ft was used to determine this amount. " These are just engineer's anticipated costs and actual costs will be varied and must be determined by the owner. Exhibit C Page 4 of 4 D a a ru x X� O Preliminary Water Quality Management Plan (WQMP) Parcel 3 Office Building • Parcel 3 of PM 31711, PA17-1306 Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information • • -43- I'r3 �-- uPauuotaMpiy _ tip �t pulmo. ogewiqui uw of UMO] 1� dy] d • t Polluted stonnwater runoff can have many adverse effects on plants.fish. $tpnpwater runoff occurs when precipitation animals,and people, from rain or snowmen Flows over the ground. a Sediment can cloud the water Impervious surfaces like driveways.sidewalks, and make it difficult or and streets prevent stonowater 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 run in a process that removes oxygen from the water.Fish and other aquatic organisms can't exist in water with low dissolved oxygen levels. _ • Bacteria and other pathogens can wash into swimming areas and create health hazards.often making beach closures necessary a Debns—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,pair. solvents.used motor oil,and other auto fluids can poison aquatic life. �y land animals and people can become sick or die from eating diseased • •` Ilk. fish and shellfish or ingesting polluted water Stommmiter can pick up debris,chemicals.dirt.and other • Polluted stormwater often • pollutants and flow into a storm sewer system or directly to go affects drinking water a lake,stream,river,wetland,or coastal water Anything that sources.This.a min,can affect human health and enters a storm sewer system is discharged untreated into increase drinking water the watedrodies we use for swimming.fishing.and providing treatment costs drinking water iiNrmwafer VolluffionSofurtions . Aafo pare • Weshinfl your car and degreasing auto parts at home EdafAfimr a eurxDaC b e4arquq PrePA be4arcoq. can send detergents and other4� .f'vyae acid wwGru asw ebwa dmuu mina at i contaminants through the stone sewer system.Dumping - �P�'�°1I�°a�9�d1Oi"1 will fx rix� Q clt n e We o�6ousF" unhx&&r automotive fluids Into stone Maw cab a boo!waDZdy. �Y- P1OP'�1P P drains has the same result as cvstaia cGerek'ald, dw(,m u jWtte4&, Prftadu, Paint. dumping[he materials directly da&A. avid taed.rotas ail and Am aura#wA. into a waterbrdy. Q, A� ®CQMGd r.WP� s Use a commercial car wash that treats or ^� Den,t Pant Uvn oaro lbe Juxa d a u(&4 dwaii. recycles its wastewatet orwash your car on permeable Pavement—Tradnional 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 s Repair leaks and dispose of used auto fluids divert unwanted water Permeable pavement Excess fertilizers and batteries at designated dropoff or systems allow ram and snowmelr to soak through. and pesticides recycling locations. decreasing srmmwamr runoR applied to lawns Rain Bartels You can and gardens wash off and pollute e �Waste collect rainwater from streams.In system proof containers ops in mosquito- addition.yard li1f8�Claf Pe[waste can he Proof can be use The clippings anddi a major source of wafer can rd used s on Pie ca baking and 1 taw or garden areas. leaves can wash poorly bacteria and into storm drains and contribute maintained excess nutrients gain Gardens and nutrients and organic matter to streams. septic in local waters. Gvssy swales—Specially s Don't overwater your lawn Consider Systems release nuMents and ♦When walking designed areas planted pathogens(bacteria and your mth native plants can provide natural places for using a soaker hose instead of a re Pet• sprinkler bstoviruses)that can be Picked ed remember di Pickup the andnanowate,lk to collect by stonnwater and discharged waste and dispose of it and soak into the e Use pesticides and fertilizers into nearby s,merbodies Properly.Flushing pet ground.Ram from sparingly.when use Is necessary.use Pathogens can cause public waste m 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 s Inspect your system every public health risks by man into storm drains. possible' 3 years and pump your allowing harmful bacteria s Compost or mulch yard waste.Don't tank as necessary fevery 3 and nutrients to wash Into Vegetated Filter Strips—Filter strips arc areas of leave it in the street or sweep it into to 5 yearsl the storm drain and native gross or plants created along roadways or storm drains or streams eventually into local streams.They trap the Pollutants smonwater e Don't dispose of waterbodies. Picks up as it Flogs across driveways and streets. e Cover plies of dirt or mulch being household hazardous used in landscaping projects, waste in sinks or toilets. i I m Dirt.oil,and debris that collect in Erosion controls that aren't maintained can cause parking lots and paved areas can be excessive amounts of sediment and debris to be washed Into the storm sewer system earned into the stammvater system.Construction ,P and eventually enter local vehicles can leak fuel.oil,and other harmful fluids waterbodies_ that can be Picked up by stomtwater and e Sweep up litter and debris from deposited into local waterbodies. sidewalks.driveways and parking lots, •Divert shmmisiter away from disturbed or especially around storm drains exposed areas of the construction site. e Cover grease storage and dumpsters s 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, hazardous waste cleanup team. especially after rainstorms They'll know the best way to keep •Prevent soil erosion by minimizing disturbed spills from harming the environment areas during construction projects.and seed and mulch bare areas as soon as possible. Lack of vegetation out streambanks can lead to erosion.Overgrazed pastures can also v;q/ contribute excessive amounts of sediment to local waterbodies.Excess fertilizers and t- pesticides can poison aquatic animals and lead to destructive algae blooms.Livestock in streams can cornammate waterways with bacteria,making them unsafe for human contact. a e Keep livestock away from smsombanks and provide them a water source away from waterbodies. s Store and apply manure away from waterbodies and in y l accordance with a nutrient management plan. - �- a tbgeute riparian areas along waterways. 1 e Route animal grazing to prevent soil erosion in fields. _ s Apply fertilizers and pesticides according to label F - instructions to save money and minimize pollution. Uncovered fueling stations allow spills to be draire._ washed into storm Cars waiting to be repaired can leak heel.oil.and other harmful Improperly managed logging operations can result In erosion and fluids that can be picked up by stonnwater. T sedimentation e Clean up spills immediately and Properly 3 e Conduct preharvest planning to prevent erosion and lower costs dispose of cleanup materials. • s Use logging methods and equipment that minimize soil disturbance. s Provide cover over fueling stations and e Man and design skid ti'alls•yard areas,and truck access roads to design facilities For spill minimize stream crossings and avoid disturbing the forest floor. containmm retrofitent s Construct stream crossings so that they minimize erosion and physical a Properly maintain fleet vehicles to prevent changes to streams oil,gas,and other discharges from being r.; washed into local waterbodies. 0 Expedite revegestatlon of cleared areas. ♦Install and maintain oii/water separators. ONLY Hq/ -. Z ...Only Rain Down o�Q ...the Storm Drain �F STO it andscaping and garden In Riverside County, report illegal discharges What you should know for... into the storm drain, call Landscape and Gardening maintenance activities 8" ' "OnlyDown the Storm D , can be major contributors to Best Management tips for: Important Links: • Professionals water pollution. Soils, yardRiverside County Household Hazardous 0• Novices L Lands ers o Wes'i z wastes, over-watering and •, Informationp .��Q • Gardeners '� o� garden chemicals become Riverside County • Cultivators TyFSTOR� Composting Program part of the urban runoff mix • • that winds its way through (EPM)Solutions `r streets, gutters and storm California Master GardenerPrograms drains before entering lakes, N A rivers, streams, etc. Urban *, runoff pollution contami- �" "OnlyThe Riverside County Down the Storm Drain" Pollution Prevention Program gratefully acknowledges ? 1 '/.. nates water and harms Orange contribution to this brochure. l�R aquatic life! °" Tips for p ' & Gardening This brochure will help you to get the most 0 Do not rake or blow leaves, clippings or 0 Try natural long-term common sense of your lawn and gardening efforts and keep our pruning waste into the street, gutter or storm solutions first. Integrated Pest Management waterways clean. Clean waterways provide drain. Instead, r 912W can provide landscaping guidance and recreation, establish thriving fish habitats, secure dispose of green + solutions, such as: safe sanctuaries for wildlife, and add beauty to waste by com- our communities. NEVER allow gardening posting,hauling ♦ Physical Controls - Try hand picking, y„. barriers, traps or caulking holes to products or waste water to enter the street, it to a per- control weeds and pests. gutter or stone drain. mitted landfill, or recycling it ♦ Biological Controls - Use predatory General Landscaping Tips through your insects to control harmful pests. city's program. ♦ Chemical Controls - Check out Protect stockpiles and materials from wind www.ipm.ucdavis.edu before using and rain by storing them under tarps or 9 Consider recycling your green waste and chemicals. Remember, all chemicals secured plastic sheeting. adding "nature's own fertilizer" to your lawn should be used cautiously and in Prevent erosion of or garden. moderation. slopes by planting fast- growing, dense ground Read labels and use only as directed. Do not If fertilizer is spilled, sweep up the spill before covering plants. These over-apply pesticides or fertilizers. Apply to irrigating. If the spill is liquid, apply an will shield and bind the spots as needed, rather than blanketing an absorbent material such as cat litter,and then soil entire area. sweep it up and dispose of it in the trash. Plant native vegetation Store pesticides, fertilizers and other Take unwanted pesticides to a Household to reduce the amount chemicals in a dry covered area to prevent Waste Collection Center to be recycled. of water, fertilizers and exposure that may result in the deterioration pesticides applied to of containers and packaging. Dumping toxics into the street,gutter or the landscape. storm drain is illegal. Never apply pesticides or fertilizers when rain Rinse empty pesticide containers and re-use is predicted within the next 48 hours. rinse water as you would use the product. Piwa u Do not dump rinse water down stone drain. Garden & Lawn Maintenance or sewers. Dispose of empty containers in , the trash. Do not overwater. Use irrigation practices such as drip irrigation,soaker hoses or micro- When available,use non-toxic alternatives to spray systems. Periodically inspect and fix traditional pesticides, and use pesticides leaks and misdirected sprinklers. specifically designed to control the pest you are targeting. ' ' ' 1 1 1 Riverside County Sto muster Protection Partner, Storm drains are NOT connected to sanitary sewer systems and hb n,J Crn„ l..I"a p,il3 eii.CCD treatment plants! Cuuery,n R..nrn,Jr (9111"ii-12Ci� n (l,y ul R.wuu,v ,vil)e22-3l0i Cny al fk.umum, leill log-tlil0 - - - c,r, Cnv,d C"ov....I.,k, (e11)244-2455 ONLY RAIN IN THE DRAIN C.ahvdr,I Cin 17n0)770-0117 1 1 I Cir, .I Co.,.6c11., 17601 198 4978 I I II C„v nl t:.mu,: (4i 1173f.2447 r Cig I It n Ho,5pnnur 1 ,01 31V 6411 00 L.1 1. t4n ;61c9oe t I I he primary purposeof storm drains i,to.arry�water nv,rcti,nn developed areas n„In tr ry 1)7,,,-W0 to prevent flooding. Poll utantsdischi)rzedrM14 xm,61iro.utlrmsporteddirectly Cnv„I Ind,an Wcl1. (iO01 tin-NN4 on,,.,I,,ho 171p) W1.4,N into rivers,lakes and streams. Soap.,de,,,rra,cr., .wwm,n l,r ILuds, later and a host of cm"a I,,i:L LI........ t9i111,74 1121 materials are washed off buildings, sidewalk., I,Li.-..is trnJ [aoklny areas. ViJuclr, and I,,, L,Qum,w (7o0) 7777000 equipment Must he properly managed toper,entlhrpIllwi,ul,,tlocalwatenv.I%,. Ce,,,,M,nntrr pull fi;-' llny t,t M........y.dloy (9i1)41; Unintentional spills by mobile sCFVILC opcutror, .ln to seam, Bruns and pullurc on 1 N Oil)27e-„; our waterways. Avoid mishaps. Alttuvs have it Spill Rsponse Kit on m h tn,i I,,,],-an or a,e,dl.lniP,,I (760) 546-0011 unintentional spills. Only emergency Meehanical repairs should be done in(:in ,uren, City AI In Moog. (rho) 323-8249 C,p 1I R: (nl)943-61e0 G using drip pans for spills. Plumbine should he done on private property. Always ore C,n t RHO-M,rog. ( 1 ) 1'4 4i I I ( chemicals in a leak-proof containerand keep covered when not in use. Window er into17,y 1 t...... how,, IQ, �� Washing waste water shouldn't be released uu the streets,but should he dtslx>sc n clv„1 lew,.d., pr 1 .. -t '� �" a sanitary sewer, landscaped area or in the soil. Soled Carpet Cleanin1r wash er I;"„I Wdd.,e,„r e;u,r,7.7;, should be filtered before being discharged into the sanitary sewer. Dispose of all er REPORT ILLEGAL STORM DRAIN DISPOSAL debris properly. Car WashingMt tailinE operators should wash cars on priv;ut rroperry 1-Set1-506-2i55 ur c-mail us at I I 1 I I I I and use a regulated hose nozzle for water flow control and run""t mI d.uni I 1 I prevention. Capture and dispusc of waste water and chemicals properly. r,,.I,.,L l,,„"n Fhwd c,,,vr,a and yta,,a Remember,storm drains are for receiving rain water runoffunly. .......... - O.Im r""" ind.&: REPORT ILLEGAL Ca10,,,,u., Wao QUJ,,, A.vnran,n, STORM DRAIN - • �,.n.W'ur, Hv.,mn'o,.lFmvul Roar) wl,-N'.a�n�rh„ards ca eov ♦ ♦♦ ♦ . . . . ♦. DISPOSAL '. „rth�nlen..' 1-800-506-2555 I Protect our waterways ! Use these guidelines for Outdoor Cleaning Activities and Wash Water Disposal id you know that disposing of DO—obtain the property owner permission it, Using Cleaning Agents Screening Wash Water pollutants into the street, gutter, dispose of small mrwunts of power washing waste storm? drain or bah Of water is x".ter ,in la landscaped, gravel or unpaved Cannot' thorough dry cleanup ngs and washing Y Fx P l� u,nie hioxleg�adahleq>hospha[e-tics pn.luct>. csmtior surfaces, wdi as buildings anal deck. PROHIBITED by law and can result surfaces. Ihri are caner on the environment, but don t with lotise pribu,sidewalks or pta_a areas. Keep in stiff penalties? cantum them with being ruXle free. Soapy water Jebris from entering the storm drain after DO...check your kcal sanitary sciict agency's entenng the stumi drain .,stem can Impact the cleaning by first passing the wash water through Best Management Practices politics im wash water dupsal regulations before delrcam aquatic enwnxmtent. r '•ZO mesh' or finer screen to such the .)lid ohspwsing at wsh water infer the sewer (See list mutemak, then dispose of the mesh in a refuse Waste w:uh water Ion Medians. Handler" ou rCIVENC site) — conr:u wi Lk,not let the rematning wish water Window'Power Wi,hcrs, Carper Cleaners, l:u • cnter.i sncet,grucrorstnnndrain. Washing and Moblc I)ertilmg .ctvmca it Do...he aware that if discharging to landscape ' amram"gallicni yn:uuoic,of rumoroil, rc.,... urcte,w,apy wash rater may danakt landscaping. Drain Inlet Protection & chemicals, din,dctcrgcros. brake pad dust, liter Residual wash water may remain on roved Collection of Wash Water and other materials. surfaces to evaporate. Sweep up solid residuals and dispose of properly. Vacuum booms are [nor to any washing, hkkk all srhmi arms Rest Management practices,or RMP,a.they tiro another option for capturing and collecting wash with a,tnipervious harrier such as sandbags known, ,,re ;;aides w prevent pxllut:cams from water v or Ixrns,or will the storm drain with plugs entering dio sinno drains. Fn-h of us can do unr .`err or other appropriate materials. pan ri keep sromhwatcr loan by using the DO...check to see if local urJi • Create containment area with berms and suggested PIMP,below: ordinances prevent a r traps or take advantage of a low spa to keep n•netn attivitin. wash water contained. Simple solutions for both Do not let...wash or wasre water from U ll . Wash vehicle•., ,rod equipment on grassy nr >tdewalk, plaza ter building cleaning o into a t U gravel areas so that the rash water call ,rep light and heavy duty jobs: I az g g g' trim Eheground. street urstonndrnn. When cleaning surtaces with a high-pressure . Pump or vacuum up all wash water in the Do...consider dry cleaning nietht+Js lust such washer or swum rtetmer, additional precautions concamed.irca. as a amp,br.tm.rag or wire brush. .Always keep should be taken it, prevent the discharge of ,C :a spill rcspxnvv kitou site. • pollutants into the stout drain system. Thew CORCYC[erlC�O�t��i�ng/s�aW Cutting two methods of surface cleantng can Ioo cn and Drilling Projects additional matetud that can contaminate local g DO...preparc the work area before power • ►' - waterways. protect any down-gradient nlcts by using dry dr:uuuc hh mug sand hog,,rubber mama,vacuum _. a • Ixunns,anrnunuient pads or temporary hemv to •• activity rechniques whenever posible.If w;ner is iwdkeep wash osier awa front the gutters and.,corm •• 1 iffi k Water Conservation tinmtis the nmoum of w�nr ux. during the connydnllinR or saw cutting pn+ees. Place a barrier al ,tndbags and/ter almirhent bean, to Mintmee water use by using high presure, low protect thesumn drain inletorwatercourse.lhca Do...uw vacuum, or other Madunes rah Report illegal storm drain disposal volurne no_6. He sure to check all hoses tor mnvc .nnl wllca I„me debro or liner betora. Call Toll Free ,hovel of wet vacuum Ell remove nc�residue alum rc leaks.Watrns a pet)u,resouicc.Won't Icnc flow the paremurnt.Chi not wash residue or putiailote apphutgwilcc 1-800-506-2555 freely andbesurero shut tail in between uses- matter imoastamr dram inletorxaer.ourc. Stormwater Pollution Found in Your Area! This is not a citation. This is to inform you that our staff found the following pollutants in the storm sewer system in your area. This storm sewer system leads directly to ❑ Motor oil ❑ Oil filters ❑Antifreeze/ transmission fluid ❑ Paint • ❑ Solvent/degreaser ❑ Cooking grease ❑ Detergent ❑ Home improvement waste (concrete, mortar) ❑ Pet waste ❑Yard waste (leaves, grass, mulch) ❑ Excessive dirt and gravel ❑ Trash ❑ Construction debris ❑ Pesticides and fertilizers �� •.' \ ❑ Other For more information or to report an illegal discharge of pollutants,please call: Riverside County Residents, Call . . . 1-800-506-2555 WHEN IT RAINS =.United States EPA IT DRAINS www.epa.gov/npdes/stor nwater Environmental Protection EPA 833-F-03-002 Agency April 2003 Stormwater runoff is precipitation from rain or snowmelt that flows over the ground. As it flows, it can pick up debris,chemicals,dirt,and other pollutants and deposit them into a storm sewer system or waterbody Anything that enters a storm sewer system.is discharged untreatedinto the waterbodies we use for swimming,fishing,and providing drinking water Remember: Only Rain Down the Drain 'lb keep the stormwater leaving your home or workplace clean,follow these simple guidelines: ♦ Use pesticides and fertilizers • sparingly N43IIU PIN.+i ♦ Repair auto r- leaks. ♦ Dispose of household hazardous waste,used auto fluids (antifreeze,oil,etc.),and batteries at designated collection or recycling locations. Clean up after your pet. ♦ Use a commercial car wash or wash your car on a lawn or other unpaved surface. ♦ Sweep up yard debris rather than hosing down areas.Compost or recycle yard waste when possible. Clean paint brushes in a sink,not outdoors. Properly dispose of excess paints through a household hazardous waste collection program. Sweep up and properly a dispose of construction • debris like concrete and mortar 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. -- ---Rain Othe r Na mes- 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(bunt)-Lox lmpael Develnpmen(R UP Deign Handbook rev.2,20/2 Page I • 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 T CALTRANS D73 TYPE Gd OR (DEPTH%SIpE SLOPE) 2'MINIMUM (DEPTH%SIDE SLOPE) FUNCTIONAL EQUIVALENT DROP INLET SLOTTED CURB PONDING DEPTH GRAVEL PAD 6'MAMMUM PARKING OR DRIVE AISLE(TYP) PARKING OR DRIVE AISlE 1TYPI� 18"-36' `-MATURE VEGETATION;:' ENGINEERED •;AND 2-3'MULCH LAYER i SOIL MEDIA 1 L XSEWMA �17 . PERFORATED PIPE TIE SOBDRAIN INTO INIET `" RETAINING WALL TYPE IA PER CALTRANS STANDARD B3-3 OR ENGINEERED ALTERNATIVE BASED L 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. • Rive,side County-Low Impact Development B;L/P Design Handbook rev.212012 Page 2 Figure L• 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 7;NZ4ZTt4* i . . 70-80 Sand 15-20 Sift 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 VBmp water surface level. • ' For more information on compost,visit the US Composting Council website at:http://compostiniicouncii.org// Riverside Cnunry-Law Lmpaci Development BMP Design Handbook rev.212012 Page 3 BIORETENTION FACILITY BMP FACT SHEET • r Figure 2:Curb Cut located in a Bioretention Facility To reduce erosion, a gravel pad shall be placed at each inlet point to the Bioretention Facility. -m^ The gravel should be 1- to 1.5-inch diameter in size. The gravel should overlap the curb cut r� r� 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 /I prevent vegetation from growing up and ! 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 Slope Spacing 1% 25' 2% 15' 3% 10' • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 4 BIORETENTION 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 83-3 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- 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 FUNCTIONAL EQUIVALQ47 DROP INLET WHEELSTOP(AS NEEDED) PONDING DEPTH WHEELSTOP(AS NEEDED) o'MAXIMUM /// PAPKING(TYR [ -PARY.ING ITYP) M7EDIA MATURE VEGETATION AND2-3"MULCHLAYE P QGI SOIL •: =1 I - PETAINING WALL TYPE 1A PEP-CJ e'PERFORATED PIPE - TIE SUBDRAIN ( `- CALTPAFISSiANDAPO 53-3 OR IIITO INLET ENGINEERED ALTERNATIVE BASED ON GEOTECHHICAL PARAMETERS • Riverside Cnanry-Low lmpnci Developmem BMP De.vipt Handbook rev.212012 Page 5 BIORETENTION FACILITY BMP 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. • 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 VBMr 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 (VBMY) 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-Low Impact Development BMP Design Handbook rev.2120I2 Page 6 BIORIC I F.A'TIOA FACILITY BM FACT SHEET • Underdrain Gravel and Pipes An underdrain gravel layer and pipes shall be provided in accordance with Appendix B— Underdrains. r'Q IL t 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 • Inspect/clean inlets and outlets Riverside County-Low Impacz Development BMP Design Handbook m.212012 Page 7 • Bioretention Facility Design Procedure 1) Enter the area tributary,AT, to the Bioretention Facility. 2) Enter the Design Volume, VBMP•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, cIE, 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'. WT I 4dP wT- (lP 4dP F. .i.L` ds ;. Engineered soil media with 30%pore space,• : : MMA 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 ponding 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 pending depth of 0.5' is used. The equation below is used on the worksheet to find the minimum area required for the Bioretention Facility: CdE(ft) _ (0.3 x ds(Ft) + 0.4 x 1(ft)) — 0.7 (ft2)\WT(ft) /I + 0.5(ft) • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 8 b. For the design without side slopes the following equation shall be used to determine the total effective depth: dE(ft) = dp(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: dE(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(ft2) 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. Riveiside County-Low lmpact Development RMP Design Handbook 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 (CASCIA), 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://Iateameffort.blogspot.com/2009/11/free-planter-boxes-for-businesses-est.html>. • 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. • Riverside County-Low Impact Development HMP Dengn Handbook rev.212012 Page 10 Building & Grounds Maintenance SC-41 Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimae ■ Product Substitution --r Targeted Constituents Description Sediment 0 Stormwater runoff from building and grounds maintenance Nutrients 0 activities can be contaminated with toxic hydrocarbons in Trash p solvents,fertilizers and pesticides,suspended solids,heavy Metals p metals,and abnormal pH. Utilizing the following protocols will• Bacteria p prevent or reduce the discharge of pollutants to stormwater from building and grounds maintenance activities by washing and 08 and Grease p cleaning up with as little water as possible,following good organics p landscape management practices,preventing and cleaning up Oxygen Demanding p spills immediately,keeping debris from entering the storm drains,and maintaining the stormwater collection system. Approach Pollution Prevention ■ Switch to non-toxic chemicals for maintenance when possible. ■ Choose cleaning agents that can be recycled. ■ Encourage proper lawn management and landscaping, including use of native vegetation. in Encourage use of Integrated Pest Management techniques for pest control. ■ Encourage proper onsite recycling of yard trimmings. ■ Recycle residual paints,solvents,lumber,and other material as much as possible. January 2003 California Stormwater BMP Handbook 1 of 5 Municipal www.cabmphandbooks.com SC-41 Building & Grounds Maintenance Suggested Protocols Pressure Washing of Buildings,Rooftops,and Other Large Objects ■ Inn situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a waste water collection device that enables collection of wash water and associated solids. A sump pump,wet vacuum or similarly effective device must be used to collect the runoff and loose materials.The collected runoff and solids must be disposed of properly. ■ If soaps or detergents are not used,and the surrounding area is paved,wash water runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in he catch basin to trap the particles in wash water runoff. ■ If you are pressure washing on a grassed area(with or without soap), runoff must be dispersed as sheet flow as much as possible, rather than as a concentrated stream.The wash runoff must remain on the grass and not drain to pavement. Ensure that this practice does not kill grass. Landscaping Activities ■ Do not apply any chemicals(insecticide, herbicide,or fertilizer)directly to surface waters, unless the application is approved and permitted by the state. • ■ Dispose of grass clippings,leaves,sticks,or other collected vegetation as garbage,or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures on exposed soils. • Check irrigation schedules so pesticides will not be washed away and to minimize non- stormwater discharge. Building Repair, Remodeling,and Construction ■ Do not dump any toxic substance or liquid waste on the pavement,the ground, or toward a storm drain. ■ Use ground or drop cloths underneath outdoor painting,scraping,and sandblasting work, and properly dispose of collected material daily. ■ Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. ■ Clean paint brushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints, finishes,or other materials must be cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for recycling or proper disposal. • 2 of 5 California Stormwater BMP Handbook January 2003 Municipal www.cabmphaiidbwks.com Building & Grounds Maintenance SC-41 • ■ Use a storm drain cover, filter fabric,or similarly effective runoff control mechanism if dust, grit,wash water, or other pollutants may escape the work area and enter a catch basin. 'nJe containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff and solids must be collected and disposed of before removing the containment device(s)at the end of the work day. ■ If you need to de-water an excavation site,you may need to filter tire water before discharging to a catch basin or off-site. In which case you should direct the water through hay bales and filter fabric or use other sediment filters or traps. ■ Store toxic material under cover with secondary containment during precipitation events and when not in use. A cover would include tarps or other temporary cover material. Mowing, Trimming,and Planting ■ Dispose of leaves,sticks,or other collected vegetation as garbage,by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures when soils are exposed. ■ Place temporarily stockpiled material away from watercourses and drain inlets, and been or cover stockpiles to prevent material releases to the storm drain system. • • Consider an alternative approach when bailing out muddy water; do not put it in the storm drain, pour over landscaped areas. ■ Use hand or mechanical weeding where practical. Fertilizer and Pesticide Management ■ Follow all federal,state, and local laws and regulations governing the use,storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. ■ Follow manufacturers'recommendations and label directions. Pesticides must never be applied if precipitation is occuring or predicted. Do not apply insecticides within ioo feet of surface waters such as lakes,ponds,wetlands,and streams. ■ Use less toxic pesticides that will do the job,whenever possible. Avoid use of copper-based pesticides if possible. ■ Do not use pesticides if rain is expected. ■ Do not mix or prepare pesticides for application near storm drains. ■ Use the minimum amount needed for the job. ■ Calibrate fertilizer distributors to avoid excessive application. ■ Employ techniques to minimize off-target application (e.g. spray drift)of pesticides, • including consideration of alternative application techniques. January 2003 California Stormwater BMP Handbook 3 of 5 Municipal www.cabmphandbooks.com SC-41 Building & Grounds Maintenance ■ Apply pesticides only when wind speeds are low. ■ Work fertilizers into the soil rather than dumping or broadcasting them onto the surface. ■ Irrigate slowly to prevent runoff and then only as much as is needed. ■ Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. ■ Dispose of empty pesticide containers according to the instructions on the container label. ■ Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste. ■ Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides_ Inspection ■ Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering,and repair leaks in the irrigation system as soon as they are observed. Training ■ Educate and train employees on use of pesticides and in pesticide application techniques to prevent pollution. ■ Train employees and contractors in proper techniques for spill containment and cleanup. ■ Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention ■ Refer to SC-ii,Spill Prevention,Control&Cleanup ■ Keep your Spill Prevention Control and countermeasure(SPCC) plan up-to-date,and implement accordingly. ■ Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. Other Considerations ■ Alternative pest/weed controls may not be available, suitable, or effective in many cases. • 4 of 5 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Building & Grounds Maintenance SC-41 • Requirements Costs ■ Overall costs should below in comparison to other BMPs. Maintenance ■ Sweep paved areas regularly to collect loose particles, and wipe up spills with rags and other absorbent material immediately,do not hose down the area to a storm drain. Supplemental Information Further Detail of the BMP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-storinvater runoff pollution. The water entering the system is usually potable water though in some areas it may be non-potable reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping but it is subject to rusting and results in lower quality water. Initially the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly- phosphates and other corrosion inhibitors,as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time, typically a year,between flushes and may accumulate iron, manganese,lead, copper, nickel and zinc. The water generally becomes anoxic and contains living and dead bacteria and • breakdown products from chlorination_ This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan httu://www.swrcb.ca.gov/nps/index.htnil King County-ftp://chir.metrokc.gov/wlr/dss/spcnl/Chapter%203.PDF Orange County Stornwater Program http://www.ocwaterslieds.com/StomiV%rater/swp_introduction.asp Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASSMA)http://wlwv.basnnaa.ore/ Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA)http://www_basinaa.om/ San Diego Stormwater Co-pernittees Jurisdictional Urban Runoff Management Program (UR-MP) - littp://Nvww.projectcleaiiwatei-.org/pdf/Model%2oProgramr%20Mu niCipal%2oFacili ties.pdf i January 2003 California Stormwater BMP Handbook 5 of 5 Municipal www.cabmphandbooks.com Drainage System Maintenance SC-74 • Objectives ■ Contain ■ Educate i,'�" • _ _ ■ Reduce/Minimize r� Phon Qe& GeaR B� Description As a consequence of its function,the stormwater conveyance Targeted Constituents system collects and transports urban runoff that may contain Sediment 0 certain pollutants. Maintaining catch basins,stormwater inlets, Nutrients 0 and other stormwater conveyance structures on a regular basis Trash 0 will remove pollutants,prevent clogging of the downstream Metals 0 • conveyance system, restore catch basins'sediment trapping Bacteria 0 capacity,and ensure the system functions properly hydraulically to avoid flooding. Oil and Grease 0 Organics p Approach Oxygen Demanding p Suggested Protocols Catch Basins/Inlet Structures ■ Municipal staff should regularly inspect facilities to ensure the following: - Immediate repair of any deterioration threatening structural integrity. - Cleaning before the sump is 40%full. Catch basins should be cleaned as frequently as needed to meet this standard. - Stenciling of catch basins and inlets(see SC-75 Waste Handling and Disposal). ■ Clean catch basins,storm drain inlets,and other conveyance structures in high pollutant load areas just before the wet season to remove sediments and debris accumulated during the summer. • i nJRM\I TORM%n1EA January 2003 California Stormwater BMP Handbook 1 of 9 Municipal www.cabmphandbooks.corn SC-74 Drainage System Maintenance • ■ Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed. ■ Keep accurate logs of the number of catch basins cleaned. ■ Record the amount of waste collected. ■ Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain. ■ Dewater the wastes with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed,water should be pumped or vacuumed to a tank and properly disposed of. Do not dewater near a storm drain or stream. ■ Except for small communities with relatively few catch basins that may be cleaned manually, most municipalities will require mechanical cleaners such as eductors,vacuums,or bucket loaders. Storm Drain Conveyance System ■ Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup. • ■ Collect flushed effluent and pump to the sanitary sewer for treatment. Pump Stations ■ Clean all storm drain pump stations prior to the wet season to remove silt and trash. ■ Do not allow discharge from cleaning a storm drain pump station or other facility to reach the storm drain system. ■ Conduct quarterly routine maintenance at each pump station. ■ Inspect, clean,and repair as necessary all outlet structures prior to the wet season. ■ Sample collected sediments to determine if landfill disposal is possible,or illegal discharges in the watershed are occurring. Open Channel ■ Consider modification of storm channel characteristics to improve channel hydraulics, to increase pollutant removals, and to enhance channel/creek aesthetic and habitat value. ■ Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural (emphasis added)state of any river,stream,or lake in California, must enter into a steam or Lake Alteration Agreement with the Department of Fish and Game. The developer-applicant • should also contact local governments(city, county, special districts),other state agencies 2 of 9 California Stormwater BMP Handbook )anuary 2003 Municipal www.cabmpha nd books.com Drainage System Maintenance SC-74 (SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Federal Corps of Engineers and USFWS Illicit Connections and Discharges ■ During routine maintenance of conveyance system and drainage structures field staff should look for evidence of illegal discharges or illicit connections: - Is there evidence of spills such as paints,discoloring, etc. - Are there any odors associated with the drainage system - Record locations of apparent illegal discharges/illicit connections - Track flows back to potential dischargers and conduct aboveground inspections.This can be done through visual inspection of up gradient manholes or alternate techniques including zinc chloride smoke testing,fluorometric dye testing,physical inspection testing, or television camera inspection. - Once the origin of flow is established, require illicit discharger to eliminate the discharge. ■ Stencil storm drains,where applicable,to prevent illegal disposal of pollutants.Storm drain inlets should have messages such as"Dump No Waste Drains to Stream"stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage • system. ■ Refer to fact sheet SC-to Non-Stonnwater Discharges. Illegal Dumping ■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. ■ Establish a system for tracking incidents. The system should be designed to identify the following: - Illegal dumping hot spots - Types and quantities(in some cases)of wastes - Patterns in time of occurrence (time of day/tight, month, or year) - Mode of dumping(abandoned containers, -midnight dumping'from moving vehicles, direct dumping of materials,accidents/spills) - Responsible patties ■ Post"No Dumping"signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. ■ Refer to fact sheet SC-to Non-Stonnnwater Discharges. • January 2003 California Stormwater BMP Handbook 3 of 9 Municipal www.ca bmphandbooks.com SC-74 Drainage System Maintenance ■ The State Department of Fish and Game has a hotline for reporting violations called Cal TIP (1-800-952-5400).The phone number may be used to report any violation of a Fish and Game code (illegal dumping,poaching, etc.). ■ The California Department of Toxic Substances Control's Waste Alert Hotline, r-800- 69TOXIC, can be used to report hazardous waste violations. Training ■ Train crews in proper maintenance activities,including record keeping and disposal. ■ Only properly trained individuals are allowed to handle hazardous materials/wastes. ■ Train municipal employees from all departments (public works, utilities,street cleaning, parks and recreation,industrial waste inspection,hazardous waste inspection,sewer maintenance) to recognize and report illegal dumping. • Train municipal employees and educate businesses,contractors, and the general public in proper and consistent methods for disposal. • Train municipal staff regarding non-stonmwater discharges(See SC-Io Non-Stormwater Discharges). Spill Response and Prevention ■ Refer to SC-u, Prevention,Control&Cleanup • ■ Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. Other Considerations ■ Cleanup activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/riparian habitat. If storm channels or basins are recognized as wetlands, many activities,including maintenance,may be subject to regulation and permitting. ■ Storn drain flushing is most effective in small diameter pipes(36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source,finding a downstream area to collect sediments, liquid/sediment disposal, and disposal of flushed effluent to sanitary sewer may be prohibited in some areas. ■ Regulations may include adoption of substantial penalties for illegal dumping and disposal. ■ Municipal codes should include sections prohibiting the discharge of soil,debris, refuse, hazardous wastes,and other pollutants into the storm drain system. ■ Private property access rights may be needed to track illegal discharges up gradient. • 4 of 9 California Stormwater BMP Handbook lanuary 2003 Municipal www.cabmphandbooks.com Drainage System Maintenance SC-74 ■ Requirements of municipal ordinance authority for suspected source verification testing for illicit connections necessary for guaranteed rights of entry. Requirements Costs ■ Ali aggressive catch basin cleating program could require a significant capital and O&NI budget. A careful study of cleaning effectiveness should be undertaken before increased cleaning is implemented. Catch basin cleaning costs are less expensive if vacuum street sweepers are available; cleaning catch basins manually can cost approximately twice as much as cleaning the basins with a vacuum attached to a sweeper. • Methods used for illicit connection detection (snnoke testing,dye testing,visual inspection, and flow monitoring)can be costly and time-consuming. Site-specific factors,such as the level of impervious area,the density and ages of buildings, and type of land use will determine the level of investigation necessary. Encouraging reporting of illicit discharges by employees can offset costs by saving expense on inspectors and directing resources more efficiently. Some programs have used funds available from"environmental fees"or special assessment districts to fund their illicit connection elimination programs. Maintenance ■ Two-person teams may be required to clean catch basins with vactor trucks. ■ Identifying illicit discharges requires teams of at least two people(volunteers can be used), • plus administrative personnel,depending on the complexity of the storm sewer system. ■ Arrangements trust be made for proper disposal of collected wastes. ■ Requires technical staff to detect and investigate illegal dumping violations,and to coordinate public education. Supplemental Information Further Detail of the BMP Storm Drain flushing Sanitary sewer flushing is a conuuon maintenance activity used to improve pipe hydraulics and to remove pollutants in sanitary sewer systems. The same principles that make sanitary sewer flushing effective can be used to flush storm drains. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as to an open channel, to another point where flushing will be initiated,or over to the sanitary sewer and on to the treatment facilities, thus preventing re-suspension and overflow of a portion of the solids during storm events. Flushing prevents`plug flow"discharges of concentrated pollutant loadings and sediments_ The deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging. Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. Arm upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to • January 2003 California Stormwater BMP Handbook 5 of 9 Municipal ww w.ca brn p h a nd books.corn SC-74 Drainage System Maintenance • cause a flushing wave,the inflated device is rapidly-deflated with the assistance of a vacuum pump, releasing the backed up water and resulting in the cleaning of the stone drain segment. To further reduce the impacts of stornnvater pollution, a second inflatable device,placed well downstream,may be used to re-collect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to re-collect the flushed waters. It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate,sewer slope,sewer length,sewer flow rate,sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75 percent for organics and 55-65 percent for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck,but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm drain flushing. Flow Management Flow management has been one of the principal motivations for designing urban stream corridors in the past. Such needs may or may not be compatible with the storniwater quality goals in the stream corridor. • Downstream flood peaks can be suppressed by reducing through flow velocity. This can be accomplished by reducing gradient with grade control structures or increasing roughness with boulders,dense vegetation,or complex banks forms. Reducing velocity correspondingly increases flood height,so all such measures have a natural association with floodplain open space. Flood elevations laterally adjacent to the stream can be lowered by increasing through flow velocity. However, increasing velocity increases flooding downstream and inherently conflicts with channel stability and human safety. Where topography permits,another way to lower flood elevation is to lower the level of the floodway with drop structures into a large but subtly excavated bowl where flood flows we allowed to spread out. Stream Corridor Planning Urban streams receive and convey storrnwater flows from developed or developing watersheds. Planning of stream corridors thus interacts with urban storimvater management programs. If local programs are intended to control or protect downstream environments by managing flows delivered to the channels, then it is logical that such programs should be supplemented by management of the materials, forms, and uses of the downstream riparian corridor. Any proposal for steam alteration or management should be investigated for its potential flow and stability effects on upstream,downstream,and laterally adjacent areas. The timing and rate of flow from various tributaries can combine in complex ways to alter flood hazards. Each section of channel is unique, influenced by its own distribution of roughness elements,management activities,and stream responses. • 6 of 9 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Drainage System Maintenance SC-74 • Flexibility to adapt to stream features and behaviors as they evolve must be included in stream reclamation planning. The amenity and ecology of streams may be enhanced through the landscape design options of n)corridor reservation, 2)bank treatment,3)geomorphic restoration, and 4)grade control. Corridor reservation- Reserving stream corridors and valleys to accommodate natural stream meandering,aggradation, degradation, and over bank flows allows streams to find their own form and generate less ongoing erosion. In California, open stream corridors in recent urban developments have produced recreational open space, irrigation of streauiside plantings, and the aesthetic amenity of flowing water. Bank treatment -The use of armoring,vegetative cover, and flow deflection may be used to influence a channel's form,stability, and biotic habitat. To prevent bank erosion, armoring can be done with rigid construction materials,such as concrete, masonry,wood planks and logs, riprap,and gabions. Concrete linings have been criticized because of their lack of provision of biotic habitat. In contrast,riprap and gabions make relatively porous and flexible linings. Boulders,placed in the bed reduce velocity and erosive power. Riparian vegetation can stabilize tine banks of streams that are at or near a condition of equilibrium. Binding networks of roots increase bank shear strength. During flood flows, resilient vegetation is forced into erosion-inhibiting mats. The roughness of vegetation leads to lower velocity, further reducing erosive effects. Structural flow deflection can protect banks from erosion or alter fish habitat. By concentrating flow,a deflector causes a pool to be scoured • in the bed. Geomorphic restoration— Restoration refers to alteration of disturbed streams so their form and behavior emulate those of undisturbed streams. Natural meanders are retained,with grading to gentle slopes on the inside of curves to allow point bars and riffle-pool sequences to develop. Trees are retained to provide scenic quality,biotic productivity,and roots for bank stabilization,supplemented by plantings where necessary. A restorative approach can be successful where the stream is already approaching equilibrium. However, if upstream urbanization continues new flow regimes will be generated that could disrupt the equilibrium of the treated system. Grade Control -A grade control structure is a level shelf of a permanent material,such as stone, masonry,or concrete,over which stream water flows. A grade control structure is called a sill, weir,or drop structure,depending on the relation of its invert elevation to upstream and downstream charnels. A sill is installed at the preexisting channel bed elevation to prevent upstream migration of nick points. it establishes a firm base level below which the upstream channel can not erode. A weir or check dam is installed with invert above the preexisting bed elevation. A weir raises tine local base level of the stream and causes aggradation upstream. The gradient,velocity,and erosive potential of the stream channel are reduced. A drop structure lowers the downstream invert below its preexisting elevation, reducing downstream gradient and velocity. Weirs and drop structure control erosion by dissipating energy and reducing slope velocity. • January 2003 California Stormwater BMP Handbook 7 of 9 Municipal, www.wbmphandbooks.com SC-74 Drainage System Maintenance • When carefully applied,grade control structures can be highly versatile in establishing human and environmental benefits in stabilized channels. To be successful, application of grade control structures should be guided by analysis of the stream system both upstream and downstream from the area to he reclaimed. Examples The California Department of Water Resources began the Urban Stream Restoration Program in 1985. The program provides grant hinds to municipalities and community groups to implement stream restoration projects. The projects reduce damages from streambank aid watershed instability and floods while restoring streams'aesthetic, recreational, and fish and wildlife values. In Buena Vista Park, upper floodway slopes are gentle and grassed to achieve continuity of usable park land across the channel of small boulders at the base of the slopes. The San Diego River is a large,vegetative lined channel,which was planted in a variety of species to support riparian wildlife while stabilizing the steep banks of the floodway. References and Resources Ferguson, B.K. i99i. Urban Stream Reclamation, P.324-322,Journal of Soil and Water Conservation. Los Angeles County Stormwater Quality. Public Ageney Activities Model Program. On-line: • http://ladpw.org/wind/npdes(public TC.cfin Model Urban Runoff Program:A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey,City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary,Association of Monterey Bay Area Governments,Woodward-Clyde, Central Coast Regional Water Quality Control Board. July. 1998. Orange County Stonnwater Program httv://www.ocwatersheds.com/StoniiWater/sw0 introductionasp Santa Clara Valley Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000. San Diego Stornnwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) Municipal Activities Model Program Guidance. 2001. Project Clean Water. November. United States Environmental Protection Agency(USEPA). i999. Stonnwater Management Fact Sheet Non-stormwater Discharges to Storm Sewers. EPA 832-F-99-022. Office of Water, Washington, D.C. September. United States Environmental Protection Agency(USEPA). 1999. Stonnwater O&M Fact Sheet Catch Basin Cleaning. EPA 832-F-99-ou. Office of Water, Washington, D.C. September_ • 8 of 9 California Stormwater BMp Handbook January 2003 Municipal www.ca bm phand booksxom Drainage System Maintenance SC-74 United States Environmental Protection Agency(USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Illegal Dumping Control. On line: htti)://%v%v%v.et)a.gov/iipdes/menuofbmi)s/i)oll 7.1itm United States Environmental Protection Agency(USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line: httu:/by vw.et)a.gov/npdeshneiiuofbnii)s/uoll 16.htm • January 2003 California Stormwater BMP Handbook 9 of 9 Municipal www.cabmphandbooks.com Site Design & Landscape Planning SD- 10 • , Design Objectives 0 Maximize Infiltration _sue E?J Provide Retention 21 Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Coiled and Convey • Description Each project site possesses unique topographic,hydrologic,and vegetative features,some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimi surface and groundwater contamination from stormwater_ Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible,maximize natural water storage and infiltration opportunities,and protect slopes and channels. Suitable Applications Appropriate applications include residential,commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies. January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.mbmpha ndbooks.00m SD- 10 Site Design & Landscape Planning • Designing New Installations Begin the development of a plan for the landscape unit with attention to the following general principles: ■ Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. ■ Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land,open unwooded land,steep slopes, erosion-prone soils, foundation suitability,soil suitability for waste disposal, aquifers,aquifer recharge areas, wetlands,floodplains,surface waters,agricultural lands,and various categories of urban land use. When appropriate,the assessment can highlight outstanding local or regional resources that the cotmmunity determines should be protected(e.g.,a scenic area, recreational area, threatened species habitat,farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible,maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable,the following items are required and must be implemented in the site layout • during the subdivision design and approval process,consistent with applicable General Plan and Local Area Plan policies: ■ Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. ■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots,allow access,and provide fire protection. ■ Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas,and promoting the use of native and/or drought tolerant plants. ■ Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ Promote the conservation of forest cover_ Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. ■ Maintain natural storage reservoirs and drainage corridors, including depressions,areas of perneable soils,swales,and intermittent streams. Develop and implement policies and • 2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.ra bm pha ndbooks.com Site Design & Landscape Planning SD- 10 • regulations to discourage the clearing, filling,and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts,and engineered ditches. ■ Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to tite selection criteria for avoiding groundwater contamination,poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary,locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels daring Landscape Design ■ Convey runoff safely from the tops of slopes. ■ Avoid disturbing steep or unstable slopes. ■ Avoid disturbing natural channels. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought tolerant vegetation. ■ Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. • ■ Stabilize temporary and permanent charnel crossings as quickly as possible,and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. ■ Install energy dissipaters,such as riprap,at the outlets of new stonn drains,culverts, conduits,or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. ■ Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. T1te first choice for linings should be grass or some other vegetative surface,since these materials not only reduce runoff velocities,but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete,soil cement,or geo-grid stabilization are other alternatives_ ■ Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP, WQMP, etc.) define"redevelopment"in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of` redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under"designing new installations' above should be followed. • January 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com SD-10 Site Design & Landscape Planning • Redevelopment may present significant opportwiity to add features which had not previously been implemented. Examples include incorporation of depressions, areas of penneable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure,opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stonnwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stonnwater Management Manual for Western Washington, Washington State Department of Ecology,August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego,and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan(WQMP) for County of Orange,Orange County Flood Control District,and the Incorporated Cities of Orange Comity, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stonnwater Quality Control Measures, July 2002. • • 4 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cebmphandbooks.com Efficient Irrigation SD- 12 • Design Objectives Ai h] Maximize Infiltration (� Provide Retention l� Slow Runoff Minimize Impervious Land -�- Coverage Prohibit Dumping of Improper Materials - Contain Pollutants Colkxt and Convey Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance • system. Suitable Applications Appropriate applications include residential,commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: ■ Employ rain-triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with County or City water conservation resolutions,which may include provision of water sensors,programmable irrigation times(for short cycles),etc. January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD-12 Efficient Irrigation • ■ Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the stone water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: - Using mulches (such as wood chips or bar)in planter areas without ground cover to minimize sediment in runoff - Installing appropriate plant materials for the location,in accordance with amount of sunlight and climate,and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses,to act as a pollutant filter,where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable,equally effective methods to reduce irrigation water runoff. Redeoeloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP,WQMP,etc.) define"redevelopment"in terns of amounts of additional impervious area, increases in gross • floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. The definition of"redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies,the steps outlined under"designing new installations" above should be followed. Other Resources A Manual for the Standard Urban Storuwater Mitigation Plan(SUSMP), Los Angeles County Department of Public Works,May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP)for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District,and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Storuwater Quality Control Measures, July 2002. • 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.ca bmpha ndbooks.com Storm Drain Signage SD- 13 • Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach • The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential,commercial,and industrial areas,as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: is Provide stenciling or labeling of all storm drain inlets and catch basins,constructed or modified,within the project area with prohibitive language. Examples include"NO DUMPING • ���a.:wvu�-r.�nv arm )anuary 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD-13 Storm Drain Signage • — DRAINS TO OCEAN"and/or other graphical icons to discourage illegal dumping. ■ Post signs tvith prohibitive language and/or graphical icous, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note-Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional stornwater management and mitigation plans(SUSMP, WQMP, etc.) define"redevelopment"in ternis of amorous of additional impervious area, increases in gross floor area and/or exterior construction,and land disturbing activities with structural or impervious surfaces. If the project meets the definition of-redevelopment", then the requirements stated wider" designing new installations" above should be included in all project design plans. Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project,the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. • Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils,or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan(SUSMP)for San Diego County, Port of San Diego,and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange,Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stonnwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.ca bmphandbooksxom GENERAL LEGEND VARIES DMA AREA BOUNDARY LANDSCAPE 4 VARIES 4' DMA SUB AREA BOUNDARY 24" CATCH STRUCTURAL BMP BOUNDARY ' p O SURFACE IS MATURE VEGETATION BASIN¢, SELF TREATING DMA BOUNDARY AND 2"-3" HARDWOOD MULCH LAYER ca --a EXISTING AREA TO REDEVELOPED 0 p 18" ENGINEERED SOIL MEDIA WITH 2"-6" DIAMETER DMA # DMA ID CLEAN STONE WITH ## DMA SUB-AREA ID ® p p p p p 30%-40% VOIDS C J DMA # STRUCTURAL BMP FOR DMA LAYOUT IMPERVIOUS LINER ALL SIDES " GRAVEL LAYER ## BMP ID OF BASIN. LINER TO BE 30 MIL LDPE TO 1 GRAVEL UNCOMPACTED NATIVE MATERIAL R" S S7300432'E 26848 MEMBRANE. EXTEND 12" BELOW 6" PERFORATED PIPE SUBDRAIN GRAVEL (O.A.E.) (TYPICAL) WRAPPED IN FILTER FABRIC N/A T rn (MIRAFI 140N OR EQUIVALENT) ## SELF TREATING DMA ID Kz:a2 ` X DMAI I I ENGINEERED SOIL MEDIA REOUIREMENTs ,. DRAINAGE FLOW DIRECTION * IP4 `"� ` THE ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85 PERCENT MINERAL COMPONENT AND 15 PERCENT ORGANIC DRAINAGE FLOW DIRECTION (ROOF) ` - - F*7250. s 2.4 FS 1 7 T COMPONENT, BY VOLUME, DRUM MIXED PRIOR TO PLACEMENT. THE MINERAL COMPONENT SHALL BE A CLASS A SANDY LOAM 4 I TOPSOIL THAT MEETS THE RANGE SPECIFIED IN TABLE 1 BELOW. HE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED DRAINAGE FLOW DIRECTION (PIPED) T COMPOST, SUCH THAT NITROGEN DOES NOT LEACH FROM THE MEDIA. I N 0m W FS(71.41) T. FS7150 71.10 <70. 5) F (,,52i .i71.14) TABLE REQUIREMENTS STORM DRAIN STENCILING z 1. MINERAL COMPONENT RANGE ,�Z6 ,y21 71.14 FS F F F Cr O� PERCENT RANGE COMPONENT I V 33�.• • -- ( .04 0. ) C .9 (70.9U ,7L1g FS70.>3 j% A 8 ® POINT OF COMPLIANCE FS71.43 INV70. 71,32 L I� i �I ( I i \� ` 70-UO SAND x - 7141 71 INV70.91 y �r�,/// 15-20 SILT DMA1 1NV7 5- I //` ;'i/li' '- �� 5-10 CLAY DMA1 FS744p 1 F Ii i i -� ROOF DRAIN R2 IN FS71.40 /yly,i ' r H H .4 E TRIP TICKET, OR CERTIFICATE OF COMPLIANCE, SHALL BE MADE AVAILABLE TO E INSPECTOR TO PROVE THE 6 ` g o ` 710R 6� 6 FS7fes ENGINEERED NIX MEETS HIS SPECIFICATION. FS71.46 3 FS71.45 INV71.09 .. 71.90 INV_. 0" _- T 71a1. EXISTING IMP AREA NOT-A-PART - FS71.3 TABLE 2. CHECK DAM SPACING (DRAINS OFF-SITE) 72 0S FS71.00 72.00 11 rco3.on W W w \ Cp 6" CHECK DAM SPACING • °� DMA1 FS ) SLOPE SPACING Q ✓W " Y FS7D.90 1% ' nFo.s• LS3 � 25 W 2% 15' 3% 10' C FS70.34 MARGARITA OFFICE BUILDING SOURCE CONTROL LEGEND 13 BIORETENTION DETAIL CDMA1 BR0 FSTTCE0180) FS(70 8) F SS - A. ON-SITE STORM DRAIN INLETS TBD ' '�- 1• `•„. FS<7D72) NOT TO SCALE D1. NEED FOR FUTURE INDOOR & STIR PEST CONTROL NO SYMBOL FL(7.7 ) - ` �. DMAI T 7 x C 7 .04) .� R1 FS(70.58) g W DMA 1 Table D.4 DCV Calculations for LID BMPs D2. LANDSACPAING/OUTDOOR PESTICIDE USE ra . DMA1 �.W DMA1 DMA G. REFUSE AREAS LS1 DMA1 1P3 Effective DMA Areas DMAI-BR1 (EXISTING, SHARED, OFF-SITE, N.A.P.) . DMA DMA Post-Project Impervious Runoff Runoff 8ioreten Lion tcc7e.I ) LS2 D•.cF Type/ID (SQ-FT) Surface Tye Fraction,l Factor Factor N. FIRE SPRINKLER WATER NO SYMBOL ;ESVfi&"GL �." W 72.00 [A] [B] [C] [A]x [C] __ ` �► _ / - 72.00 F F ( 9, 0. MISC. BUILDING MECHANICAL SYSTEM WATERS NO SYMBOL INVC 8.3) W DMAI/R2 9,900 ROOF 1.0 0.892 8,831 DMAI Y '�!.. � �. .. - W MUM* ` W 0 P. PLAZAS, SIDEWALKS, AND PARKING LOTS NO SYMBOL BR1 y ` 'Pam. � ` ` DMA1 � DMA2/Ri s40 ROOF 1. 0.892 482 ` -�i� . Wes` IP2 3F.. �= -��. ��_W_�� DMAi/1P2 2,994 IMPERV PAVING 1.0 0.892 1,778 s o` w s DMAi/IP3 109 IMPERV PAVING 1.0 0.892 97 ,�„` _ ' EFFECTIVE AREA CHART (PER TABLE 2-6) 77 69. 70.10 F `N��'" I"�° Fr,69"- 9,A DEVELOPMENT TYPE COMMERCIAL--__--------FG69_so _ DMAi/1P4 983 IMPERV PAVING 1.0 0.892 877 ---------------------------------------- S73026W E, 242.46' FG69.60 �0 dOlS Rw DMAI/LSI 3,140 LANDSCAPE 0.1 0.110 347 DEVELOPMENT CATEGORY REDEVELOPMENT Proposed LINE DMAI/LS2 576 LANDSCAPE 0.1 0.110 64 Volume REQUIRED LID BMP % Design DCV, 2.5% OF 19,817 SQ-FT = 495 SQ-FT ice 6 DMA1/LS3 140 LANDSCAPE 0.1 0.110 15 Storm vamp on Plans DE PORTOLA ROAD 6s,�6 DMAi/BR3 1,734 BIORETENTION o.1 0.120 192 Depth (cubic (cubic PROVIDED LID BMP % (1,734 SQ-FT / 19,817 SQ-FT) = 8.75% �F�ba.aa, (in) feet) feet) 19,817 13,308 0.95 1,054 2,185 *DMAI-BR1 has a perimeter of 1,734 ft'and has an HMP effective depth of 1.26 ft yielding a proposed volume IMPERVIOUS AREA CHART of 2,185 ft'.Checking the size,DCV IS 1,0S4 x 1.5=1,581cfs and there should not be a problem handling more than the 100-Year Design Storm Event. ELEMENT AREA DMAS TOTAL SITE AREA: 19,817 SQ-FT / 0.455 ACRES ALL DMAS Table CA DMA Classifications Table C.2 Type`A',Self-Treating Areas TOTAL IMPERVIOUS AREA: 14,227 SQ-FT / 0.327 ACRES DMA1: R1, R2, IP1, IP2, IP3, IP4 DMA Name or Surface Type(s)' Area(Sq.Ft.) DMA Type DMA 1 Table D.4 DCV Calculations for LID BMPs Identification DMA Name or Area(Sq.Ft.) Stabilization Type Irrigation Type(if any) TOTAL PERVIOUS AREA: 5,590 SQ-FT / 0.128 ACRES DMA1: LS1, LS2, LS3, BR1 DMAI-R1 ROOF 9900 TYPE D- DRAINS TO BMP Identification DMA PROPOSED Effective DMA Areas x DMA1-BR1 DMA1-132 ROOF 540 TYPE D-DRAINS TO BMP ST-A 88 LANDSCAPE CONSERVATIVE DMA DMA Post-Project Impervious Runoff Runoff Bioretention DMA141 IMPERVIOUS PAVING 1994 TYPE D-DRAINS TO BMP ISLAND Type/!D (SQ-F 7 Surface Type Fraction,It Factor Factor DMA142 IMPERVIOUS PAVING 701 TYPE D-DRAINS TO BMP PROPOSED [A] [B] [C] [A]x[C] DMA1-IP3 IMPERVIOUS PAVING 109 TYPE D-DRAINS TO BMP ST-B 87 LANDSCAPE CONSERVATIVE DMA1/111 9,900 ROOF 1.0 0.891 8,831 Table D.5 LID BMP Sizing DMA144 IMPERVIOUS PAVING 983 TYPE D-DRAINS TO BMP Design DMA1-LS1 LANDSCAPE 3140 TYPE D-DRAINS TO BMP ISLAND DMA1/RI 540 ROOF 1.0 0.892 482 Proposed BMP Name/ID DMA No. BMP Type/Description Capture 3 Volume(ft') DMA1-LS2 LANDSCAPE 576 TYPE D-DRAINS TO BMP DMAI/IPI 1,994 IMPERV PAVING 1.0 0.892 1,778 Volume(ft ) DMA1-LS3 LANDSCAPE 140 TYPE D-DRAINS TO BMP Table C.5 Type`D',Areas Draining to BMPs DMAI/IP2 701 IMPERV PAVING 1.0 0.892 625 DMA1 - BR1 DMA1: R1-112, IP1-IP4, LS1- BIORETENTION 1,055 2,185 DMAI-BR1 BIORETENTION 1734 TYPE D-DRAINS TO BMP LS3, BR1 DMA Name or ID BMP Name or ID DMA2/1P3 109 IMPERV PAVING 1.0 0.891 97 ST-A OFF-SITE LANDSCAPE 88 TYPE A-SELF TREATING DMA1: R1 R2,IP1 IP4, LS1-LS3, BR1 BR1 ST-B OFF-SITE LANDSCAPE 87 TYPE A-SELF TREATING DMA1/IP4 983 IMPERVPAVtNG 1.0 0.892 877 Note:More than one DMA may drain to a single LID BMP;however, one DMA may not drain to more than one 8MP. DMA1/LS1 3,140 LANDSCAPE 0.1 0.110 347 DMA1/LS2 576 LANDSCAPE 0.1 0.110 64 Proposed Design DCV, Volume DMA1/LS3 140 LANDSCAPE 0.1 0.110 15 Storm Vao,,p on Plans Depth (cubic (cubic DMA1/BR2 1,734 810RETENTION 0.1 0.110 192 (in) feet) feet) 19,817 13,308 0.9S 1,054 2,18.5 *DMAI-BR1 has a perimeter of 1,734 ft'and has an HMP effective depth of 1.26 ft yielding a proposed volume P A 17- 13 0 6 , L D 18- 12 9 0 of 2,185 ft3.Checking the size DCV IS 1 054 x 1.5=1,581cfs and there should not be a problem handling more than the 100-Year Design Storm Event. ROOF DOM CITY OF TEMECULA Lr WM ALL ROOF DRAINS SHOWN ARE IN APPROXIMATE LOCATIONS AND ARE PARCEL 3 OFFICE BUILDING TO BE NDTHE HE PROJECT SITE PROPOSES DEVELOPMENT ON PARCEL 3. THIS PARCELS AREA WAS AND BI01 ARDEA OINTHE THESSOUTTHAWES N O T CORNER LOF D HEA PING ROPERTY AREAS T E M E C U L A, CALIFORNIA ALLOCATED FOR IN PREVIOUS DEVELOPMENT BUT NOT CONSTRUCTED. OUTER PLEASE REFER TO PLUMBING PLANS (SEPARATE PERMIT, BY OTHERS). 20 40 60 EfflUf ,q BONEEM4 INLAND PARCEL 3 OF PARCEL MAP 31711 PARKING AND SIDEWALK ELEMENTS ARE EXISTING AND WILL REMAIN AND BE REPAIRED IF NEEDED WHILE ADDITIONAL ELEMENTS ARE CONSTRUCTED TO MATCH EXISTING ELEMENTS. APN: 959-050-014 ( IN FEET ) 26811 HOBIE CIRLCE, UNIT 12 PHONE (951) 252-7632 WQMP EXHIBIT A 1 inch = 20 ft. MURRIETA, CALIFORNIA 92562 FAX (951) 346-5726 CITY OF TEMECULA PROJECT THE PROPERTY OWNER/ENGINEER OF RECORD/CONTRACTOR SHALL ADHERE TO THE CITY OF TEMECULA 'S BURROWING OWL GRADING NOTE. SITE STANDARD NOTES AS SPECIFIED IN APPENDICES D, E, F, AND G OF THE "ENGINEERING & CONSTRUCTION NO GRUBBING/CLEARING OF THE SITE SHALL OCCUR ,� PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PA 17 - 1306 MANUAL (I.E. SECTION 6-2) IN ACCORDANCE TO CHAPTER 18.06 OF THE CONSTRUCTION, GRADING AND PUBLIC WORKS. ALL PROJECT SITES CONTAINING SUITABLE PAUM RD ENCROACHMENT" ORDINANCE NO. 13-01. COPIES OF THE NOTES SHALL BE AVAILABLE ONSITE AT ALL HABITAT FOR BURROWING OWLS, WHETHER OWLS WERE TIMES DURING THE CONSTRUCTION OF THE PROJECT. FOUND OR NOT, REQUIRE A 30-DAY PRECONSTRUCTION 31711 PARCEL 3 SURVEY THAT SHALL BE CONDUCTED WITHIN 30 DAYS PM PRIOR TO GROUND DISTURBANCE TO AVOID DIRECT TAKE , , OF BURROWING OWLS. IF THE RESULTS OF THE SURVEY a �INDICATE THAT NO BURROWING OWLS ARE PRESENT CjS GRADI1 �1TG PLAN SITE DATE ON-SITE, THEN THE PROJECT MAY MOVE FORWARD WITH GRADING, UPON PLANNING DIVISION APPROVAL. IF of ASSESSORS PARCEL NUMBER: 959-050-014 BURROWING OWLS ARE FOUND TO BE PRESENT OR 8 , 001� NESTING ON-SITE DURING THE PRECONSTRUCTION SURVEY, o SOURCE BENCHMARK: STREET ADDRESS: 43980 MARGARITA RD. TEMECULA, CA 92590 THEN THE FOLLOWING RECOMMENDATIONS MUST BE LEGAL DESCRIPTION: ADHERED T0: EXCLUSION AND RELOCATION ACTIVITIES MAY X�v``' \ \ NGS BENCHMARK DX5510: TEMECUu PKwr PARCEL 3, PARCEL MAP 31711 NOT OCCUR DURING THE BREEDING SEASON, WHICH IS DESCRIBED BY METRO WATER DISTR SO. y DEFINED AS MARCH 1 THROUGH AUGUST 31 , WITH THE ° ° CALIFORNIA 1992 IN RANCHO AREA = 46,372 SQ. FT. ( 1.06 ACRES ) FOLLOWING EXCEPTION: FROM MARCH 1 THROUGH MARCH ° ° CALIFORNIA, 0.6 MILE (1.0 KM) 15 AND FROM AUGUST 1 THROUGH AUGUST 31 0 SOUTHWEST ALONG STATE HWY 79 EXCLUSION AND RELOCATION ACTIVITIES MAY TAKE PLACE `° o FROM THE INTERSECTION WITH IF IT IS PROVEN TO THE CITY AND APPROPRIATE o Cn MARGARITA RD. AT THE SOUTHWEST ZONING: PROFESSIONAL OFFICE (PO) REGULATORY AGENCIES (IF ANY) THAT EGG LAYING OR ° o ° 0*0�70 CORNER OF HWY 79 AND AVENIDA DE ,y GENERAL PLAN DESIGNATION: PROFESSIONAL OFFICE (PO) CHICK REARING IS NOT TAKING PLACE. THIS DETERMINATION MUST BE MADE BY A QUALIFIED BIOLOGIST. o o ° � � MISSIONES, 115.5 FEET (35.2 M) SOUTH EXISTING/PROPOSED LAND USEVACANT LAND / 2 STORY OFFICE BUILDING / , OF THE DX5510'CENTERLINE OF HWY DISCOVERY OF CULTURAL RESOURCES. i 79, 53.5 FEET (16.3 M) WEST OF THE T8S R2W SEC 18 CENTERLINE OF AVENIDA DE MISSIONES, T.B.M.P. PAGE 979 GRID B3 IF CULTURAL RESOURCES ARE DISCOVERED DURING THE 2 9.5 FEET (2.9 M) WEST OF CURB FACE, CONSTRUCTION NOTES QUANTITIES PROJECT CONSTRUCTION (INADVERTENT DISCOVERIES), ALL G) 2 FEET (0.6M) WEST OF STREET LIGHT VICINITY MAP TOP O A WORK IN THE AREA OF THE FIND SHALL CEASE, AND A QUALIFIED O DESCRIPTION ARCHAEOLOGIST AND REPRESENTATIVES OF THE PECHANGA STANDARD. A STANDARD /4 1863 SF TRIBE SHALL BE RETAINED BY THE PROJECT SPONSOR TO INCH BRASS DISK SET IN TOP OF A 8 N0. SCALE /� INCH DIAMETER CONCRETE POST 0.1 SHEET INDEX 1 4" AC PAVEMENT OVER 6" CRUSHED AGG. BASE PAVEMENT INVESTIGATE THE FIND, AND MAKE RECOMMENDATIONS AS TO �. ,--p 2 RETAIN CURB PER DETAIL ON SHEET 3 74 LF TREATMENT AND MITIGATION. o " �` FOOT ABOVE GROUND. EL=1045.09 (FEET) (NAVD88) TITLE SHEET&INDEX MAP .............................1 3 PROPOSED 3' VALLEY GUTTER PER DETAIL ON SHEET 3 77 LF ARCHAEOLOGICAL/CULTURAL RESOURCES ° ° \ ° PRECISE GRADING PLAN 2 GRADING NOTE. ° ............................DETAILS AND SECTIONS 3 4 4" CONCRETE OVER 12" NATIVE COMPACTED SOIL AT 90% 1087 SF IF AT ANY TIME DURING EXCAVATION/CONSTRUCTION OF THE o o DETAILS AND SECTIONS ............................4 CONC. SIDEWALK PER CITY OF TEMECULA STD. N0.401 PER DETAIL ON SITE, ARCHAEOLOGICAUCULTURAL RESOURCES, OR ANY o DEMO PLAN ............................5 SHEET 3 ARTIFACTS OR OTHER OBJECTS WHICH REASONABLY APPEARS o ° a , CIVIL ENGINEER: EROSION & SEDIMENT CONTROL PLAN .......6 TO BE EVIDENCE OF CULTURAL OR ARCHAEOLOGICAL ` 5 EX. 6" CURB AND GUTTER TO REMAIN / RESOURCE ARE DISCOVERED, THE PROPERTY OWNER SHALL o VENTURA ENGINEERING INLAND, INC 270 LF IMMEDIATELY ADVISE THE CITY OF SUCH AND THE CITY SHALL A`G o OWNER DEVELOPER 6 6 CURB TYPE D-6 PER CITY OF TEMECULA STD. 204 CAUSE ALL FURTHER EXCAVATION OR OTHER DISTURBANCE OF D�N 27393 YNEZ RD, SUITE 159 7 ADA ACCESS RAMPS FOR ALL INTERSECTIONS PER CITY OF TEMECULA STD. 125 SF THE AFFECTED AREA TO IMMEDIATELY CEASE. THE DIRECTOR 8 G��v o ® TEMECULA, CA 92591 TAIL JERGENSEN NO.402 TRUNCATED DOMES ONLY OF COMMUNITY DEVELOPMENT AT HIS/HER SOLE DISCRETION 252-7632 951 27450 YNEZ ROAD, SUITE 106 MAY REQUIRE THE PROPERTY OWNER TO DEPOSIT A SUM OF , ° �j ' PHONE: ( ) TEMECULA, CA 92592 8 12" STEP-OUT, PER DETAIL ON SHEET 3 121 LF MONEY IT DEEMS REASONABLY NECESSARY TO ALLOW THE CITY , PHONE: (951) 315-0183 TO CONSULT AND/OR AUTHORIZE AN INDEPENDENT, FULLY 1 EA QUALIFIED SPECIALIST TO INSPECT THE SITE AT NO COST TO ' p TOPOGRAPHIC SOURCE 9 PROP. 24"X24" CATCH BASIN PER DETAIL ON SHEET 4 0 ° THE CITY, IN ORDER TO ASSESS THE SIGNIFICANCE OF THE FIND. 10 NDS. DURA SLOPE TRENCH DAIN WITH 4" DEPTHS, PART NUMBER 112 LF UPON DETERMINING THAT THE DISCOVERY IS NOT AN o Q TOPOGRAPHY DATED 02.2018 BY #DS-091&DS-232 ARCHAEOLOGICAL/CULTURAL RESOURCE, THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY o 48' , DELTA SURVEYING & MAPPING 11 CURB OPENING, SIZE PER PLAN 3.0 LF OWNER OF SUCH DETERMINATION AND SHALL AUTHORIZE THE , ° " �a�32'E' p p p p �� Q Address 26323 JEFFERSON AVE 12 NDS 9" SQUARE GALVANIZED STEEL GRATE, PART 915 3 EA RESUMPTION OF WORK. UPON DETERMINING THAT THE o $13- o City, State MURRIETA CA 92562 # DISCOVERY IS AN ARCHAEOLOGICAL/CULTURAL RESOURCE, THE p i'�/ y� DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE ' O p Ph:951 -764-0158 Fax:951 -795-4144 13 BICYCLE RACK (MIN. 4 CAPACITY) / PROPERTY OWNER THAT NO FURTHER EXCAVATION OR / p /� Website: WWW.DELTASURVEYOR.COM DEVELOPMENT MAY TAKE PLACE UNTIL A MITIGATION PLAN OR p , 14 INSTALL 4" PVC (SDR35) PIPE 200 LF OTHER CORRECTIVE MEASURES HAVE BEEN APPROVED BY THE ��� �o p p M PLANNING DIRECTOR. i �. EARTHWORK QUANTITIES 15 PROP. LANDSCAPE AREA / TRIBAL MONITORING OF CULTURAL RESOURCES. Q z RAW CUT— 263 C.Y. 16 EX. LANDSCAPING TO REMAIN / 1. _ p p ® Q RAW FILL- 0 C.Y. TRIBAL MONITORS FROM THE PECHANGA TRIBE SHALL BE ALLOWED TO COP 17 EX. SIDEWALK AND CURB TO REMAIN, REPAIR IF NECESSARY / MONITOR ALL GRADING, EXCAVATION AND GROUNDBREAKING 1 !/ p p Q QUANTITIES ARE ESTIMATES ONLY AND ACTIVITIES, INCLUDING ALL ARCHAEOLOGICAL SURVEYS, TESTING, m O CONTRACTOR IS TO VERIFY QUANTITIES 18 PROP. BIOETENTION AREA PER DETAIL ON SHEET 5 / AND STUDIES, TO BE COMPENSATED BY THE DEVELOPER. o p p Q Q PRIOR TO CONSTRUCTION 19 EXISTING FIRE HYDRANT TO REMAIN, PROTECT DURING CONSTRUCTION / RELINQUISHMENT OF CULTURAL RESOURCES. ® p p ��� ,�`G 4 AREA OF DISTURBANCE THE LANDOWNER AGREES TO RELINQUISH OWNERSHIP OF ALL , o v``'&I Q 20 EX. STREET LIGHT. / CULTURAL RESOURCES, 3 , o c`G�� AREA = 25114 SQ.FT. (0.576 AC) INCLUDING ALL ARCHAEOLOGICAL ARTIFACTS THAT ARE FOUND ON THE `_ Of 24 24 HOUR EMERGENCY CONTACT: OWNER 21 EX. TRAILWAY RAILING/FENCE TO BE REMOVED / PROJECT AREA, TO THE PECHANGA TRIBE O 0 FOR PROPER TREATMENT AND DISPOSITION. p SOIL ENGINEER. 22 EX. GATE VALVE TO REMAIN PROTECT DURING CONSTRUCTION ARCHAEOLOGICAL MONITORING OF CULTURAL y z pR0P ' FW EARTH STRATA GEOTECHNICAL SERVICES, INC 23 EX. P.I.V. TO REMAIN, PROTECT DURING CONSTRUCTION / RESOURCES. '?d , Q �� 42184 REMINGTON AVENUE 24 NDS 6" POP-UP DRAINAGE EMITTER PER DETAIL ON SHEET 4 3 EA A QUATHEED ARCHAEOLOGICAL MONITOR WILL BE PRESENT AND WILL ,yam O t* TEMECULA, CA 92590 HAVE„ AUTHORITY TO STOP AND REDIRECT GRADING ACTIVITIES, IN �\ °'� PHONE: (951 )397-8315 25 PARKING LIGHTING. MODEL AND HEIGHT (14 -6 ) TO MATCH ADJACENT / CONSULTATION WITH THE PECHANGA TRIBE AND BUILDING SITE PARKING LIGHTS THEIR DESIGNATED MONITORS, TO EVALUATE THE SIGNIFICANCE OF ANY ''� / LEGEND ARCHAEOLOGICAL RESOURCES 26 PARALLEL CURB RAMP PER DETAIL ON SHEET 4 1 EA DISCOVERED ON THE PROPERTY. d 0 D 55.0 FIRE HYDRANT AC — ASPHALT PAVEMENT 27 EXISTING DRIVEWAY & PARKING TO REMAIN, REPAIR IF NECESSARY. / PRESERVATION OF SACRED SITES. /- ® — WATER VALVE TC — TOP OF CURB 28 INSTALL 6" PVC (SDR 35) PIPE 23 LF ALL SACRED SITES ARE TO BE AVOIDED AND PRESERVED. / 73026'04 Z — METER, PULL BOX TE — TRASH ENCLOSURE 29 INSTALL 18" STEP-OUT PER DETAIL ON SHEET 4 36 LF S — CONCRETE FS — FINISHED SURFACE 30 INSTALL 9"X9" SQUARE ATRIUM GRATE PER DETAIL ON SHEET 4 5 EA MSHCP PRE-CONSTRUCTION SURVEY. g'D �/ 0 — LANDSCAPE AREA 303 LF A 30-DAY PRECONSTRUCTION SURVEY, IN ACCORDANCE „� � Y pOg`�� — DF = DEEPENED FOOTING 31 PROP. SAWCUT PER DETAIL ON SHEET 4 WITH MSHCP GUIDELINES AND SURVEY PROTOCOL, SHALL y , 55.0 � DEEPENED FOOTING PL PROPERTY LINE D 714 LF BE CONDUCTED PRIOR TO GROUND DISTURBANCE. THE / — STREET LIGHT WM — WATER METER 32 SILT FENCE PER DETAIL HEREON RESULTS OF THE 30-DAY PRECONSTRUCTION SURVEY �+' - — FENCE FH — FIRE HYDRANT 33 CHECK DAM PER DETAIL HEREON 13 EA SHALL BE SUBMITTED TO THE PLANNING DIVISION PRIOR / 00 — PROPOSED GRADE FL — FLOWLINE TO SCHEDULING THE PRE-GRADING MEETING WITH PUBLIC 34 AREA INLET PROTECTION PER DETAIL HEREON 9 EA WORKS. (00) — EXISTING GRADE NG — NATURAL GROUND 35 MATERIAL STORAGE AREA PER BMP HANDBOOK WM-1 / 1 ® -- — PROPERTY LINE EP — EDGE OF PAVEMENT 36 GRAVEL BAG PER DETAIL HEREON 584 EA / - — CENTER LINE R/W — RIGHT OF WAY INDEX MAP, EG — EDGE GUTTER 37 STABILIZED CONSTRUCTION ENTRANCE 1 EA SOIL ENGINEER: ® �� � � — — — — EXISTING GRADE FG — FINISH GROUND EARTH STRATA GEOTECHNICAL SERVICES, INC 30 SCALE '-----' RETAINING CURB TG — TOP OF GRATE Underground Service Alert NOTICE TO CONTRACTOR 00 — RETAINING WALL BOF — BOTTOM of FOOTING CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AND SHALL LD 18-1290 Call: TOLL FREE REPORT ALL DISCREPANCIES TO THE ENGINEER PRIOR TO COMMENCEMENT OF UNAUTHORIZED CHANGES & USES BUILDING AND SAFETY WORK. REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED -800 CAUTION: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE ACCESS AND ACCESSIBILITY ONLY. p *CONTRACTOR SHALL VERIFY ALL LOCATIONS AND ELEVATIONS OF EXISTING STEPHEN M. POOLE, PE, GE AARON G. WOOD, PE, CEG FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. UTILITY LATERALS AND SHALL NOTIFY ENGINEERS IF THERE ARE DISCREPANCIES. APPROVED BY: 227—6000 CONTRACTOR SHALL VERIFY THIS AS SOON AS POSSIBLE IN ORDER FOR THE PRINCIPAL ENGINEER PRINCIPAL GEOLOGIST ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY TWO WORKING DAYS BEFORE YOU DIG ENGINEERS TO MAKE THE PLAN CHANGES. THE PREPARER OF THESE PLANS. DATE: CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCHMARK SCALE SEAL PR�Essi � Designed By Drown By Checked By DRAWING NO. Contractor HORIZONTAL RECOMMENDED BY: DATE: CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS c3 WILFREDO S.D. VENTURA�, PLANS PREPARED UNDER THE SUPERVISION OF SEE ABOVE of T Inspector AS NOTED No. 66532 PG Date ACCEPTED BY: SATE: � PA17-1306 VERTI AL # Exp. 6-30-20 * WILFREDO VENTURA PATRICK THOMAS, P.E. P M 31711 —PARCEL 3 Date Completed CIVIL DIRECTOR OF PUBLIC WORKS/CITY ENGINEER NA qr� c���F�' R.C.E. NO. 66532 Expires 6 30 20 R.C.E. NO. 44223 ��r; :s PRECISE GRADING PLAN SHEET 1 OF TITLE SHEET 6 Q W W I IMIT OFi J V i i r Y i i V Y Y . WORK WORK W i W Y W i i V -R/�W- - - -Y- - -W--- -- --------------i- W-i- -LL i- - - - �-� - -W - - - - - - CONSTRUCTION NOTES W '+:/ 'J i Y i Y W r y Y W r W i W r i W i Y i r W i i r W V W W i Y v W r v4 A 25 W i Y i W +i i W i r y W r W W W W i W 6'��. ■I�W E �TIN�r W y, ` W ` W W r i r i' W r r Y r W Y Y R/W 25 W r Y Y i r i Y Y r Y +. i W i V Y i ,/�u1 i W FS(72.61)W Y y Y W y Y V Y ,� Y Y W i �/1 Y Y Y W i r i i r Y Y i i i Y i r 5 .13 rs 0 DESCRIPTION _ i Y W i i Y Y i W i i W i Y i W YJOIN WEXISTING 6y i W V V W W Y Y V W V W Y OY Y YFS(72•T3)Y ,�, ` ` ,y i V Y r r i Y Y Y i Y i Y i W 25 Y ) W /•� OPE�`` Y Y L v ` 1 4" AC PAVEMENT OVER 6" CRUSHED AGG. BASE PAVEMENT J � Y � Y' YWYFG74,27W iW rWWWiWi ` Y iW - Li - (727 4 i ' i Y Y V W w� % I ` ` - v i i ` Y Y i i, i WtY O O {I r�-•h Y r i O O �� O O X 2 RETAIN CURB PER DETAIL ON SHEET 3 _ - i 4 'J �T�e.�/ C r _Q W Y V Y Y V Y ` �G�rIs� - Y W i I Y i S I I Y 1� Y I 0 W W ` i 17 11\AVH / ` . 3 PROPOSED 3' VALLEY GUTTER PER DETAIL ON SHEET 3 ` W 206 r E ��FS790 S 72.89) ( Y FS 72.61) FS(72.61) FS(72.33) -. FS(72.16) W ENCLOSURE FG72.5 � 6 FS(73.08 ( ( i ( Y ` Y W ` _.� ,.� - +► r i ` W Q ` N_- Y 4" CONCRETE OVER 12" NATIVE COMPACTED SOIL AT 90% Q i V Y i i a W r1►"`��` , 4 CONC. SIDEWALK ALK PER CITY OF TEMECULA STD. N0.401 PER DETAIL ON 4 i i i \FG71.0 i i i - W 6- SHEET 3 Y ' WNt- 71.0 �- _ Y r Y Y 31 (` TC72.53 9.0 1 t Y W W y ` C7 / FS 72.03 / ` r ` Y 5� 16 r 5 EX. 6" CURB AND GUTTER TO REMAIN v. FS72.60 ( ) 0 rLIN�' c 31 �'-� �- TC72.14 • 6 6" CURB TYPE "D-6" PER CITY OF TEMECULA STD. 204 i Y Y 1 o TC72.54 FS(7,.64) r ` r ` i ` W �I FS(72.04) 31 i ADA ACCESS RAMPS FOR ALL INTERSECTIONS PER CITY OF TEMECULA STD. 20 i Y _ FS72.50 w 27 27 FS71.76 EC(71.83) EC(71.42) i Y 7 NO.402 TRUNCATED DOMES ONLY i Y i v, v- `� - FS72.30 - ` i i V, V_ y I v 8 12" STEP-OUT, PER DETAIL ON SHEET 3 W Y i i W LX o4 J _ 1 _ SEE DETAIL C W i i i Y w Q I TC(71.91) F FL FL ON SHEET 3 ` 9 PROP. 24"X24" CATCH BASIN PER DETAIL ON SHEET 4 � v cn o� FS(71.41) 71.10 (70.95) (70.90) FL FL FL 27 Y .. i i r i i t1vor s,. 2 v 6 a- I FL71.34 3 (70.86) (70.81) (70,92) 10 NDS. DURA SLOPE TRENCH DAIN WITH 4 DEPTHS, PART NUMBER r i _ 0 -Ln CAo FS71.50 FS FS FS FS T 1 TC71.13 #DS-091&DS-232 4 Y i r r 14 7.1L� O 12 TC7 I 14 t0 71.2 71.14 (71.04) (70.98) (70.92) (70.91) FS70.78 FS70.68 70.65 FS 70.63) - Y INV 901.E - Y 11 CURB OPENING, SIZE PER PLAN v � q o FS71.52 - ----------- ----- -- 471-21-6 -- --- --- 1 ,1 _ _ _ - - - 6 FS70.55 ,a i Y i Y i INV688 Q 0 ---- - Y 12 NDS 9" SQUARE GALVANIZED STEEL GRATE, PART#915 1191 � `� 7° 7 I Y 15 Y 70.54 i t 13 BICYCLE RACK MIN. 4 CAPACITY V V �- FS71.45 INV70.60 31 ( 8 :, i ( ) i Y Vf QO N 71.41 71.32 INV70.91 5.0 _9.0 0 q, 71.36 FS71.24 6 70.51 70.53 5 r v 05 v j T =Y 14 INSTALL 4" PVC (SDR35) PIPE o - Y -9.0 �rn 1. ,-- 25 70.75 ° o I --_ ` •1g ` 4 �1� 6 Y15 PROP. LANDSCAPE AREA `� " N INV69.80 PAT10 INV70. 0 12 - " T ( 1 I I r V � 14 - 5 _ - 14 T 7 10 0"CF 1 FS71.28 FS71.40 I W FS70.90 i ( ` r 16 EX. LANDSCAPING TO REMAIN �. . 23.2LF 70.00 14 55.2 F FS71.40 CF " I i r i 24 I v o f 1� 9.OL FS71.40 O O S.0 Y i i r i i' i r W i v INV68.8 ° V ` C� O O 5� 0. ._ 0. ° - 1• W i •3 i 1s r . i� i 17 EX. SIDEWALK AND CURB TO REMAIN, REPAIR IF NECESSARY _ . WFS70.80 W W �-FS70.45 W 4 I �_ -•� --�- o- T 4 ng p 4LF T 1 -� I- � r6% I 6 F � v ( Fs70.42 18 PROP. BIOETENTION AREA PER DETAIL ON SHEET 5 r 71.88 8 3 a00,y FS71.4 s INV71 '56 FS71.35 8 Y r r i r r 6 4 �, INv71.o9 r2 71.sp I ` i Y Y i i ` Y 19 EXISTING FIRE HYDRANT TO REMAIN, PROTECT DURING CONSTRUCTION Y u FG71.0 FS71.46 I 7 - i i i v 26 i i t i �_ �- FS71.38 "-'�- 70 4Q 20 EX. STREET LIGHT. ' 0�70.37 i r i i i Y i 8.4LF� 72.00 15 W - - - - 31 r r i u- 72 00 - - - - -J T - 4.It� i 21 EX. TRAILWAY RAILING/FENCE TO BE REMOVED 17 _ _ - FS72.00 i � /� 71.50 Z. ,- Ln �. 72.00 5 v'w FS71.00 i 22 EX. GATE VALVE TO REMAIN, PROTECT DURING CONSTRUCTION r 1� MAX ,3 � �- 72.00 4 13 ` HIGH BLOCK FS71.95 70.30 r • I FL(72.15) i W RETAINING `� � SEE DETAIL A 'C'S i 23 EX. P.I.V. TO REMAIN, PROTECT DURING CONSTRUCTION ` Y WALL ON SHEET 3 a 1' ,- l FS71.45 I 7 (0.14) ` W 24 NDS 6" POP-UP DRAINAGE EMITTER PER DETAIL ON SHEET 4 i i i i W �; FS70.90 i i Y r 1 PARKING LIGHTING. MODEL AND HEIGHT 14'-6" TO MATCH ADJACENT Y i i 4- FS71.15 FS ( ) i i i it V_ 6 3'1 (70.01) i BUILDING SITE PARKING LIGHTS I r ` i ` i' � W i Z4 Q �' i W v, 15 72.00 FS70.54 Y 26 PARALLEL CURB RAMP PER DETAIL ON SHEET 4 MARGARITA OFFICE i i Y � �. �-y `� � ` 27 EXISTING DRIVEWAY & PARKING TO REMAIN, REPAIR IF NECESSARY. V_ X 72.00 pF0.3' ` r _ gOF69.5 - 0. 1• ` i 28 INSTALL 6" PVC (SDR 35) PIPE Nk. BUILDING TC71.30 i 29 INSTALL 18" STEP-OUT PER DETAIL ON SHEET 4 FS(70.80) FS • i i �` ` TC71 22 0 V, 17 FS(70.23) (69•88) . . 30 INSTALL 9"X9" SQUARE ATRIUM GRATE PER DETAIL ON SHEET 4 18 FS(70.72) ` W 31 PROP. SAWCUT PER DETAIL ON SHEET 4 ire FFE 1072 , 0 DFO.5 V_ V_ W i t Y V, � V. g0F69.3 TC71. 8 Y FS(7 8) ` r i i Y TW7 �s F �72.po PAD 10713 - i i L Fs FG�7,.Oo � � F �` "Q � � (ss.e2) 27 ,� 71.00 i '-71.53 Y � MONUMENTS WALL&SIGN _ 0"CF ,,, 2. , ` W ` EASEMENT NOTES: 1 Y - 4 v ® ` FG 1071.0 r DRAIN r i NP V- `� 13 ` Y ` r 0 AN EASEMENT FOR PUBLIC AND OR OTHER UTILITIES,CABLE Y Y 4 TELEVISION, SANITARY SEWERS, WATER, GAS, ELECTRIC, J4 ° ` Y `� U. V_ �� o i W i ` Y TELEPHONE, DRAINAGE AND EQUESTRIAN PURPOSES AND - INCIDENTAL PURPOSES, IN FAVOR OF KAISER AETNA IN Y V Y W i V U. 0"CF ` W i INSTRUMENT RECORDED APRIL 26,1974 AS INSTRUMENT Y Y ` _ �y7 DF,•0 i 4 i i i S- V �� W W i i FL 71.23) Y i 23.OLF ,� RI g W 72 00 �72.00 BOF68.83 r ` r ` r i N0.49217 OF OFFICIAL RECORDS. ( 72.00 _ DFO.49 ` ` Y ` i ` ® PUBLIC ACCESS MULTI-USE TRAIL EASEMENT DEDICATED TO IN V68.50 0., � FS70.41 �. , f! 72.00 gOF69.4 6 TC70. 2 . W r - i r . T.C.S.D. INSTRUMENT RECORDED JUNE 2005, PM 31711 AS r 28 8 �/0 ��` W - - FS(70 2) 29 i i , r i ` INSTRUMENT#2006-0140757 OF OFFICIAL RECORDS. �- �' �, �- `� `� �' W `� + TC(70.23) 29 i i r r Y FG71.00 V d� Y �° W S= .2 28 4 �� v W �` ,� v- 15 _ J2.00 1 Y i i W i ® AN EASEMENT GRANTED TO THE CITY OF TEMECULA FOR J Y i �O` �� ,,� �� !� 7.2LF o i � `TC70. 6 Y Y r Y i . i Y Y Y Y i W W ` Y ` r r Y PUBLIC HIGHWAY PURPOSES, INCLUDING RECORDED MAY G '1-72.00 °p 72.00 ' ES71.50 6 v- FS71.03 FS(�0.26) i i i i Y i r i i - - i 25,2001 AS INSTRUMENT N0.234486 AND RE-RECORDED JULYV. I ` ,� ,� ►'` 6 ' ,� GRATE TO � i i i i r W i - W Y i i �' �� W4� 13 " BE�REMOVEI?� `� " 17 Y i ` i ` Y 16 i ` i -i- 24, 2001 AS INSTRUMENT N0.2001-343848 OF OFFICIAL r ��/ .U Y� v W �, F -�---- ¢ 71.76 �. i r r@ i FH r i i i i r r �L i V i i RECORDS. s` 4a r i W ?� /'0 ' 71.00 I S r i Y r W Y i Y Y r V Y V r r i Y r r i Y i V i G71.00 " W ` I ` 12 T 2 4 2. FS70,59 ° W i i i r r Y i r i i i Y i i i i ` W Y i r W W W AN 24' EASEMENT FOR PUBLIC UTILITIES AND EMERGENCY / a Y , � W tS `� 11171.00 24INY68.50 68:52 4 FS71,36 2• FS71.00 2 8 - 2 FS70.20 70.18) 2 r i r Y i i �,� I FG69:68 I r i i VEHICLE ACCESS AND INCIDENTAL PURPOSES. INSTRUMENT 5 ��� , FG7,O.S4 ,� 7 FG69.78 _ r ` Y i Y 3 ` i i i Y i i i 16 i i Y r Y � V. V� -�r�a N ���•rf�� 'r r i r' i i r i i Y i i r i i i r 20 a 4 4 F 0 75 r _ W W W r i W W r i i W r INSTRUMEN # 006-0140757 OF OFFICIAL RECORDS. C - _ _ 3 5%. 3. 49: 3. 9� 3. _ _ RECORDED JUNE 2005, PM 31711 AS W �- - =; Y T 2 - ° W W 1. O` v 15 2 11 3.OLF Y r I r i i i . y r r 70:60 i - _ I i Y Y Y W W r W W Y i MAX 3' FG70.18LL ` HIGH BLOCK - - - - - - -F INV68.6 30 - F 6 30 T P- 30 G FS FS 4 J$ / 4 Y Y Y W Y RETAINING " SEE DETAIL B ON 14 14.5LF FS 69.80 FS 69.80 FSV68.7 NV68.84 Fpm NV68.93 (70.12 (69.98) " WALL TRAIL SHEET 3 FG70.15 30 NV6&57 (70.01) (69.91) (69.94) 69.70 (69.66) FS TRAIL Q i Y a .. Y i - ����-�� ����� --��-fJ.���• � W W �� r r Y r i r i _ 69.83 - - 4 Q i i i V r Y i i i r i i V r W Wr^ r V r V Y i Y W Y i Y r i Y r W Y i r R/W i - / V V V i r Y Y V P i v W Y V i i i W Y W V r Y W W = W i Y _ 0 Y W Y i W 31 W r i W v i r r W i r i W i W Y r r V Y W Y v Y Y r r r r Y r i i i i 21 ` I W W19 ` Y 31 14 W Y 14W r ` W {y� Y Y W Y i i V r W W Y LINE i r i Y i Y Y i 20A LF (69.5}� i16.8LF i 14 i Y 17.OLF WY 19 - 5 iFG69r6 r i 21 i i i t Y r 4 i W i i Y i i i i r Y r i W Y i Y i r v i Y Y Y W i Y Y i Y W i r W i i i W ` r W i ` i t fH W - 1/6 W Y r V 21 ` W dOiS rW V Y Y i r W 4 i W Y i W irYi W r •�.1.9�r i Y i i W Y i V VViF / 4 Q % - i i i V Y i i i i r i V i r O, V 4J 4QrWY 4 19 Q / a J 4 4 �22 W __� i C►,c.Y i i i Y Y i r r r i 4 J 4 / Q 17 Q V 4 /4 C Q Q ^ J�/ FS W W r i r i i r W i Y r r Underground Service lert 4 ( ) i a Q \' Q / 4 _Q W V i Y i n 4 c' -� 69,01 � F 4 � �� Call: TOLL FREE 20 o•. 4 s� 17 LD 18-1290 5 a ° s� 4 4 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED Q DE PORTOLA RD 5 , 5 ACCESS AND ACCESSIBILITY ONLY. 1` u -8OO - - - - - - - - (FL 66.00 - APPROVED BY: ; 227-6000 TWO WORKING DAYS BEFORE YOU DIG ( IN FEET ) DATE: 1 inch = 10 ft. CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC' BENCHMARK SCALE SEAL Essiq Designed By Drawn By Checked By DRAWING NO. RECOMMENDED BY: DATE: CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS Contractor HORIZONTAL c;WILFRM S.�. vENTU PLANS PREPARED UNDER THE SUPERVISION OF Inspector SEE SHEET 1 AS NOTED No. ss532 of T PG - 2 ; p Date ACCEPTED BY: DATE: PA17-1306 RTICAL * p s-3o-zo WILFREDO VENTURA PATRICK THOMAs, P.E. PM 31711 -PARCEL 3 Date Completed `�q . CNIL �P R.C.E. N0. 66532 Ex Ires 6/30/20 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER NA a cauF p• R.C.E, No. 44223 �r, .9 PRECISE GRADING PLAN SHEET 2 of 6 � 1 F 1�'4 F51 ''I✓F �01�9 2 � 1145 FS11'42 0 `� 3 FS 0,'CF O,,CF 1�•g56 �� y - 18" - 18" - 1 �C g0 5 _ ' , 8" c �� Z _- s 's FS 0 � � • S 2' • 4 C ,� ° S F O,,CF �C1�• 18 ZC1�'g 1 y . • ''j, \ y y Q" v / i i I'/ y� �1•$5 5 0°J° _ S / � / y y CS71.a' y y y y y - C y y FS �'S5 �� ��qq° c� 1�•95 � ' „ y y y y y y y y y \ 12"A.B. 2 - #4 Reber 12.00 �' �' _V y y y y �� AGGREGATE Lon itudal 1�,g5 FS DETAIL A � -�c 9 F S '' F F 1 •g5 SCALE 1:5 F 511.50 y yF 1 y BASE 0 1 5 F 1190 C 4 9`0-_ F5110 \\ y '7 • — 1. WEAKENED-PLANE AND/OR CONTACT JOINTS SHALL BE 4. PLACE A WEAKENED-PLANE OR CONTACT JOINT WHERE •g PLACED IN CURB AND GUTTER AT LOCATIONS SHOWN LONGITUDINAL ALLEY GUTTER (VALLEY GUTTER)JOINS ON THE TYPICAL JOINT PLAN HEREON. CONCRETE ALLEY INTERSECTION. 2. WEAKENED-PLANE JOINTS SHALL BE PLASTIC CONTROL 5. ALL EXPOSED CORNERS ON PCC GUTTERS TO BE ROUNDED / JOINTS OR 11/2 " DEEP SAW CUTS. CONCRETE SAWING WITH 1/2"RADIUS. SHALL TAKE PLACE WITHIN 24 HOURS AFTER CONCRETE IS PLACED. 6. CONCRETE SHALL BE INTEGRAL WITH CURB UNLESS \\S OTHERWISE SPECIFIED. 3. DOWELS FOR CONTACT JOINTS SHALL BE #4 RE-BARS. 12'00 ! rZ, DETAIL C Detail No. .T °' City of Needles Revised Detai/No. ° rs - SCALE 1:5 VG-4 STANDARD DETAIL 3 Valley Gutter Detail 0313012004 VG-4 v� G12'3 6 � N 3 ° ,— 19� 1193 NP 22 2• ° �C1216 FS�O'00 ••.•••••••••••• / F010• •••••..••' • �' / /� .• �C1 1.69' __-- ' G6g•�2 1100 1100 - 6g 60 1090 m Q Y 1090 B•51 ir I \N�6 M D Q Y " FFE 1072.0 a 3 1080 i0o�� y — o PAD 1071 .3 L) W y w a . I y y y y 1070 U- Z .Z w 1070 #4 REBAR R= 2 TC ELEV ,. z% J U a zo 018 O.C. / 1060 . . . . . . . . . . . . . . . . . . . 1060 CONC. .^ . y y y y y y PROP.SURFACE `w-' WALK p •� y y y y „ EX. SURFACE PER PLAN y y y y y y y 1050 . . . . . . . . . . . . . . . . . . . . . . . . . . 1050 ��►°: .. _ ,< y y Z Q y y y y .V _ FS ELEV -� /, IV y - . ' y y y y y IV 1040 / < 1040 1040 FG ELEV C° SECTION A—A � SCALE 1:20 DETAIL B 1 > t SCALE 1:5 i D 1100 #4 REBAR 1100 NOTE: 1 - 0 18" 0.C z 1. CONCRETE SHALL BE CLASS "A". BOTH WAYS E•- o = 12" WIDE CONC. 1090 w z EX. SURFACE 1090 " "STEPOUT" CURB .� FFE 1072.0 w a m s" 12 . " 1080 J a Q o a 3 a: 1080 PLANTER 6 VARIES 12 ``' m PAD 1071 .3 N o: _ w w • 1070 a — — — " — 1070 2 RETAINING CURB 6 g CONST."12" WIDE 0 m 0 m NOT TO SCALE 15.5" PA CONC. STEPOUT 1060 �, z . . . . . . . . . . . . . . . . . . . . a z .a . . . . . . . . . . . . . . . . . . loco 12" PER DETAIL HEREON & TRANSITION DETAIL W v PROP.SURFACE z v "STEPOUT" CURB DETAIL 1050 �- 1050 NOT TO SCALE y� TRANSITION CURB WIDTH FROM 6 OT 12 1040 1040 LD 18-1290 Underground e ry i c e Alert BUILDING AND SAFETY SECTION B—B REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED Call: TOLL FREE ACCESS AND ACCESSIBILITY ONLY. " CURB TRANSITION DETAIL SCALE 1:20 1 -800 S STEPOUT TO APPROVED BY: 227-6000 NOT TO SCALE DATE: TWO WORKING DAYS BEFORE YOU DIG CONSTRUCTION RECORD DATE BY REVISIONS DATE ACCD BENCHMARK SCALE SEAL Designed By Drawn By Checked By DRAWING NO. RECOMMENDED BY: DATE: CITY OF TE M EC U LA DEPARTMENT OF PUBLIC WORKS Contractor HORIZONTAL `' c�wiLFRE00 S.D. yENTu � PLANS PREPARED UNDER THE SUPERVISION OF Inspector SEE SHEET 1 AS NOTED No. 66532 F T G p Date ACCEPTED BY: PA17-1306 PG - 3 VERTICAL * Up. 6-30-20 WILFREDO VENTURA , SATE: ; PM 31711 —PARCEL 3 E Date Completed CML P 66532 DIRECTOR OF UB IC WORKS/CITY ENGINEER q R.C.E. NO. Ex Tres 6 30 20 . NA � � CALIF p• R.C.E. NO. 44223 f},�.9�o DETAILS & SECTIONS SHEET 3 OF 6 t ©�� _ _-• �' 851 N.Harvard Avenue P.O.Box 339 Lindsay,CA 93247 2424 TOP SECTION W1TH GALVANIZED FRAM 559.562.9888vhone 800•992."49 toll fret www.ndspro.corn 2424 CAST IRON GRATE WC PVT WATCR IN ITS ACC R/W - i. , • = 9r1 CATCH BASIN PARKWAY 112 Ibs. — - = - =_N I ®- - == 6" MIN Z_429�TEEL_Q.FtATU VARIES 6 MIN. - Part #: 900,900-4 PARKWAY 48Ibs. 24,'' �.2a"_ I � 4•MIN. 9' �� GRATE CAPACITIES TRAFFIC 1oa lay, -: ��� 9 X 9 ATRIUM GRATE - "4• s" 2 PER FT. Grate Number(s) Description Flow Rate with V2"Head J`��6" CHART e —' -- - 913 9"Square Ductile Iron Grate 66.38 GPM MIN.J x + i ' 915 9,, Square Galvanized Steel Grate 189.48 GPM i I SEE NOTE 5 of 4`MI/Y. 0 _ 930B 9" Square Brass Grate 170.89 GPM T=� �424 L01NE�SEC�01�(NO FRAhIE) 980,990,999,999S 9" Square Grate I MOTE:USE 12',18',24•LOWERS TO E� w „ 114.69 GPM •� 26-- INCREASE DEPTH UP TO AMAXIMUM OF Tr 3 < 980 9 Square Grate 92.29 GPM 21f4 SIDEWALK 43/4 If �� t 981, 991 9 x 9 Atrium Grate 136.28 GPM -� 2424 STEEL COVER 0 RAW .. PARKWAY 81 Ibs. y•24-r 24 4 SIDEWALK WIDTH 12'MAX. 3 OUTLET FLOW CAPACITIES TRAFF IC 114 Ibs. Part# Flow Rate per Outlet s= I a 4 MIN. 124Z 1243 67.64 GPM 40, I c114.0 H�T PER FT. I -- ,...r 1245 Top:59.58 GPM 1 Middle:66.34 GPM - a 1 (t Bottom: 73.45 GPM _-'� 4 MlN 9 _ WEIGHT per EACH: 1266 200.19 GPM 26 7!4" 28 114" ��� SEE NOTE 3 +�4"MIN. - . 34 34" '8'LBs COMMERCIAL SIDEWALK Grate 0 p e n In g S 2424 BOTTOM SECTION (WITH OR WITHOUT FRAME) ^ %II � �II NOTES: rry cJ: j 1.GRATES AND COVERS AWL.ABLE PAINTED BLACK OR GALVANIZED �u+t �+u 2."ADA"GRATES AlAILABL_E IN PARKWAY Ii TRAFFIC - I ALL CONSTRU 1ION•7!-7ALL BE CLASS 520-C-P500 CONCRETE. 3,."HEEL PROOF"GRATES NAILABLE IN PARKWAY ONLY 2. SEE RANCHO CALIFORNIA WATER DISTRICT(R.C.W.D.)STANDARD \ 4.A TOP SECTION'WITH FRAME M UST B E USED IF BOLT DOWN REQUIRED ` 24" z# -.. FOR FIRE HYDWT LOCATION. • tl J. CRI SHED AGGREOATE BASE(C.A.S.)OR CRUSHED MISCELLANEOUS BASE{C.M.B.) Material;HDPE '� - - --- � -_ - �: - � __ Colors:Black(981),Green(991) �'�; /f+ _ 2424 T6 ' 6" 270 NONE I WHEN SOILS REPORT INDICATES PRESENCE OF EXPANSIVE$OIL CONDITION A Fits:Use with 9"X 9"Catch Basin Series II C 9�611 2424 T12 12" 495 (4)6"x 91" l CSEE HART Opening:3150 in'open apace 1 n — J 1 2 5� 2424 T1a 18" 745 (4)9"x 12" ! 4. =9 8 GUTTER TO BE SEPARATE POUR FROM SIDEWALK Will accommodate 136.28 gallons per minute with 2424 T24 24" 870 (4► 14"x 14" 1/2 of head 8•M/N. FOR COMMERCIAL SIDEWALK WHEN SUBJECT TO fi'07 _ T TRLCK LOADING, -77 • e fe �� f 4 I 4" t 1 �g II 2424 E6 6" z7o NON E - f f'1SE EXTENSION OF ROADWAY BASE IF RESa TING THICKNESS -- - --_ ---- -- - - I IS 4'OR GREATER. 3 0 / 2424 L12 T 12" J 495 ` (4)4"x 11" ` �j� �` APPROVED BY- �'"T`•� CITY OF TEl1�ECULA � 2424 Lib 18" 745 (4)9"x 12" DRPARTAIENT aF PUBLIC WORKS - _ - - --�__ - =  _ _ _ `_ -�_= `- = Z4Z4 Lz4 24" 870 " zQ&& OCTOBER It. PDII - _ - - _ _ (� 14 x 14" Q A Aft�� 6RF6 BUTLER, C/ CT Of PU&1C W0MS/C/TY ENGINEER PA _ - -_ O�WWA� R.C.E. N0. 471017 . --_ _ _ 24"x24" �pRooU�rs 5/DEN/ALK�4N© CURB 2424B30 30" 1595 (4) IS-xIs" - CATCH BASIN ; 2424 B36 36" 1905 (� 1>S'x 18" a�w.&"n •c+o..nwn L' - f b STANDARD N0. 401 11-23-99 02-28-00 = = ='=_ PLANTING OR OTHER NON—WALKING SURFACE OR PROTECT 18" WIDE CONC. DROP OFF (TYP) "STEPOUT" CURB 13 LANDING RAMP 18" LA PACE PLANTER RAMP 5.09' NDS POP—UP DRAINAGE EMITTER (O.A.E.) }.:. �, MAX. - NDS 1/4 BEND STORM DRAIN ELBOW (O.A.E.) FG 21.5 ,,. 8.390 MAX -III-III-III- - III-III- COMPACTED TOPSOIL STEPOUT CURB DETAIL _ I— I i—III—III' 8.MAX. o000 �00o�0000000 —III—III—III v T DRAIN NOT TO SCALE _ PVC STORM D N PIPE MAX ja PER PLAN I I I III—III— (SIZE PER PLAN) — 1/4" LEACH HOLE 6" VARIES 18" PARALLEL CURB RAMP 1 --� CRUSHED STONE DRY WELL 26 1 CONST. 18" WIDE No SCALE INV 6 PA CONC. "STEPOUT" 18" PER DETAIL HEREON 6"BUBBLER POP—UP EMITTER & TRANSITION DETAIL 1 FULL AC PLUG 2 4 NOT TO SCALE -yam TRANSITION CURB WIDTH U FS � FROM 6 OT 18 _3 EXISTING AC PAVEMENT & BASE - zzzzzzzzzzzzi 3 "STEPOUT" TO CURB TRANSITION DETAIL J NOT TO SCALE -_ , PROPOSED AC -I!I=i I! III-i I -1 I I=1 I -i I' I I =1 I'=1 -1 i i-I I -! =1!1= LD 18-1290 -- Underground a PAVEMENT & BASE Mil illl BUILDING AND SAFETY Coll: TOLL FREE SAWCUT DETAIL REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY. 31 APPROVED BY: ! " 1 -$O O NOT TO SCALE ��; 227-6000 TWO WORKING DAYS BEFORE YOU DIG CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC' BENCHMARK SCALE SEAL r~ss� Designed By Drown By Checked By DRAWING NO. Contractor HORIZONTAL ` RECOMMENDED BY: DATE: CITY 0 F TE M EC U LA DEPARTMENT OF PUBLIC WORKS NIILFREDO S.D. VENTU PLANS PREPARED UNDER THE SUPERVISION OF T Inspector SEE SHEET 1 AS NOTED No. 66532 Dote ACCEPTED BY: � PA17-1306 PG - 4 * p s-3o-20 WILFREDO VENTURA SATE: :-A F PM 31711 —PARCEL 3 PATRICK THOMAS P.E. `�•.,.. •�; -n Date Completed `�qr CMS ��` R.C.E. N0. 66532 DIRECTOR OF PUBLIC WORKS/CITY ENGINEER F �``� ' Expires 6 30 20 R.C.E. NO. 44223 -r; .. DETAILS & SECTIONS SHEET q. OF 6 i 1 S73 0432 E, 268. 48 < " DEMO NOTES VA EF�oW ° ` >�RE ❑ DESCRIPTION 1 REMOVE EXISTING CURB 401 LF W q 2 REMOVE EXISTING CONCRETE 134 SF 3 REMOVE EXISTING CURB AND GUTTER 71 LF 6 ASPHALT 4 REMOVE EXISTING LANDSCAPE 173 SF PAVEMENT 5 REMOVE 2" GRIND AND POUR NEW AC PER ELEVATION 173 SF 1 0 6 6 REMOVE EXISTING STRIPING 108 LF 1 t 7 REMOVE EXISTING RIBBON GUTTER 90 SF 1 ASPHALT 3 ASPHALT PAVEMENT PAVEMENT � 6 � 2 1 VARIES �--_ LANDSCAPE 2'MIN VARIES 2'MIN 1 24" CATCH 1 SURFACE IS MATURE VEGETATION._ ¢, FG BASIN z AND 2*-3* HARDWOOD MULCH LAYER I I _Co z co —j DEPRE 18" ENGINEERED SOIL MEDIA I I I� V C ED 00 WITH 2"-6* DIAMETER 0 Re CLEAN STONE WITH � ' 2 30%-40% VOIDS I LAYOUT IMPERVIOUS LINER ALL SIDES GRAVEL LAYER INV OF BASIN. LINER TO BE 30 MIL LDPE " TO 1" GRAVEL UNCOMPACTED NATIVE MATERIAL 2 4 ® MEMBRANE (OR APPROVED 6" PERFORATED PIPE SUBDRAIN EQUIVALENT) (TYPICAL) WRAPPED IN FILTER FABRIC I \ (MIRAFI 140N OR EQUIVALENT) \ ENGINEERED SOIL MEDIA REOUIREMENTS 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 1 COMPONENT SHALL BE NITROGEN STABILIZED COMPOST, SUCH THAT NITROGEN DOES NOT LEACH FROM THE ASPHALT\ \ � MEDIA. PAVEMENT TABLE 1. MINERAL COMPONENT RANGE REQUIREMENTS PERCENT RANGE COMPONENT 5 70-80 SAND �q 15-20 SILT 5-10 CLAY THE TRIP TICKET, OR CERTIFICATE OF COMPLIANCE, SHALL BE MADE AVAILABLE TO THE INSPECTOR TO PROVE THE ENGINEERED NIX MEETS THIS SPECIFICATION. TABLE 2. CHECK DAM SPACING 6" CHECK DAM SPACING SLOPE SPACING 1% 25' 2% 15' 3% 10' 8 BIORETENTION DETAIL (TYPICAL) � E NOT TO SCALE O WV FN Q VEj' cRq TE * * k S? 'W FDA FCC ASPHALT " PAVEMENT 0 5 10 20 30 WV WV _ ELM - ( IN FEET 1 inch = 10 ft VENT ���—��--�= - - = - - - — - - - - - - - - - - - - - - - �- - - -- —_ _ Ire VENT r " FH Underground ervlce r WV LD 18-1290 Call: TOLL FREE BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED a - —$OO ACCESS AND ACCESSIBILITY ONLY. 227—c O O O APPROVED BY: TWO WORKING DAYS BEFORE YOUDIG DATE: CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCHMARK SCALE SEALS Designed By Drawn By Checked By DRAWING NO. F RECOMMENDED BY: DATE: CITY OF TE M EC U LA DEPARTMENT OF PUBLIC WORKS x Contractor HORIZONTAL WILFREDO S.D. VENTU PLANS PREPARED UNDER THE SUPERVISION OF c� Inspector SEE SHEET 1 AS NOTED No, 66532 oG PG - 5 p ,, p s-ao-2o ,� Date ACCEPTED BY: ATE: :. PA17-1306 I VERTICALWILFREDO VENTURA PATRICK THOMAS, P.E. e P M 31711 —PARCEL 3 P 9rF cnnl�FP R.C.E. NO. Expires DIRECTOR TN0.044223 PUBLIC WORKS/CITY ENGINEER f DEMO PLAN Date Completed � 66532 6 30 20 �,,�.:;:�;�9.:.;�.� NA c� pa '�.„� SHEET 5 OF GRAVEL BAGS OVERLAP � � �- • El Vr-- S P'` i • ` �ZON OF 'CN` 3" MIN. OPENING •�'� 4 - — -— BETWEEN BAGS NO 3' MIN. — — TOP ROW RUNOFF i RUNO - -- - - -- - ---- GAP BETWEEN BAGS — — ACTS AS SPILLWAY — :� o THREE LAYERS OF GAVEL BAGS TYPICAL GRAVEL BAG DETAIL W 7H ENDS OVERLAPPED GRAVEL CHECK DAMS NOT TO SCALE � — o • 0 � ••� ,, NO SCALE r 32 FILTER FABRIC 32 l'. / �' _ i:' o INDICATES 2 ROW SAND . ` L.' 33 0 a \ z OR GRAVEL BAG BERM / D / \ , 1. SET POSTS AND EXCAVATE 2. STAPLE THE FILTER �/ \ \ PROVIDE SAND BAG PROTECTION A 6 INCH BY 6 INCH FABRIC TO THE FENCE. FOR ALL INLETS SUBJECT TO TRENCH UPSLOPE FROM AND O i Q SILTATION ALONG THE LINE OF POSTS. ' o a �' �• 6. 0 0 \ Q O INDICATES SAND MAX. BAG PROTECTION 2' MIN. \ , - 37 �_ 3' MAX. - i Q GRAVEL �-- •` BAG (TYP) 33 �---- -�p�OF CATCH BASIN PROTECTION / 66* �G NO SCALE NIP O`N�j O .•' •' •' .' '.' 3. EXTEND THE FILTER FABRIC 4. BACKFILL AND COMPACT INTO THE 6" x 6" TRENCH. THE EXCAVATED SOIL. :� FF� �0� •3 Q SILT FENCE DETAIL P PDT ` NO SCALE 35 ! • NOTE: THE SILT FENCE SHOULD BE SUPPORTED BY A WIRE MESH IF THE FILTER FABRIC \ •'. DOES NOT HAVE SUFFICIENT STRENGTH AND BURSTING STRENGTH CHARACTERISTICS I _ i (AS RECOMMENDED BY THE FABRIC MANUFACTURER) 33 36 �p 34 •� VD �C� rFN � 36• 3.. OVERLAP AT 32 <1141n'?8o T/pM '.-' FABRIC SPLICES Cp �,� / • 20 POUND SANDBAGS :• •'• • ,��, AT EACH CORNER TRAVELED COARSE AGGREGATE ' �:�•' WAY 7. 32 — 50' MIN. FLOW Li FLOW MIN. 0 20 40 60 PROFILE u �-� ll=��iL - _'_. EXISTING GROUND FILTER FABRIC NIQ NON-WOVEN / IN FEET ) • GEOTEXTILE FILTER FABRIC EXISTING GROUND � 50' MIN. TRAVELED WAY EXTEND 12" MIN BEYOND INLET AROUND CONSTRUCTION NOTES QUANTITIES LEGEND OPENINPERMETER 01-1-- . 16 MIN �, 'iC ! a? 32 SILT FENCE PER DETAIL HEREON 714 LF - -�- ISOMETRIC CROSS SECTION � PLAN O 33 CHECK DAM PER DETAIL HEREON 13 EA � NOTE: CONSTRUCT SEDIMENT �� SHAKER PLATE BARRIER AND CHANNELIZE RUNOFF '34 AREA INLET PROTECTION PER DETAIL HEREON 9 EA TO SEDIMENT TRAPPING DEVICE©� 1. DAILY INSPECTION SHALL BE MADE BY THE CONTRACTOR AND SILT ACCUMULATION MUST BE REMOVED WHEN DEPTH REACHES 2". STABILIZED CONSTRUCTION 35 MATERIAL STORAGE AREA PER BMP HANDBOOK WM-1 2. CONTRACTOR SHALL MONITOR THE PERFORMANCE OF INLET PROTECTION DURING EACH RAINFALL EVENT AND IMMEDIATELY CLEAN THE INLET PROTECTION IF EXCESSIVE PONDING OCCURS. ENTRANCE AND CONSTRUCTION ROADWAY 3. INLET PROTECTIONS SHALL BE REMOVED AS SOON AS THE SOURCE OF SEDIMENT IS NO SCALE 36 GRAVEL BAG PER DETAIL HEREON 584 EA STABILIZED. 3� STABILIZED CONSTRUCTION ENTRANCE 1 EA AREA INLET PROTECTION DETAIL NO SCALE Underground ervlce Alert LD 18-1290 Coil: TOLL FREE BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED I 1 —800 ACCESS AND ACCESSIBILITY ONLY. E APPROVED BY: 227-6000 TWO WORKING DAYS BEFORE YOU DIG DATE: CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCHMARK SCALE SEAL �ESS�q� Designed By Drawn By Checked By DRAWING NO. Contractor HORIZONTAL �� � RECOMMENDED BY: DATE: CITY OF TE M EC U LA DEPARTMENT OF PUBLIC WORKS c� LFREDO S.D. VENTURA PLANS PREPARED UNDER THE SUPERVISION OF SEE SHEET 1 AS NOTED No. Tom° PG - 6 Inspector es53z Date ACCEPTED BY: SATE: G PA17-1306 VERTICAL '` Exp' 6-30-20 '� WILFREDO VENTURA PATRICK THOMAS, P.E. d =A`:s PM 31711 —PARCEL 3 Date Completed NA qrE. ��"FP R.C.E. N0. 66532 Expires 6 30 20 DRECRIC.E.TN0.044223LIC WORKS/CITY ENGINEER771 EROSION 8c SEDIMENT CONTROL PLAN SHEET 6 OF 6