Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Tract Map 28530-1 Lot 1 WQMP Promenade Bus Stop Expansion
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: Promenade Mall Bus Stop Expansion Development No: Parcel No. (910-420-007),(910-420-027), (910-420-031) Design Review/Case No: PA 17-1447 LD-0676 1� - o - ❑ Preliminary ® Final Original Date Prepared: October 5,2017 Contact Information: Revision Date(s):June 7th, 2018 Prepared for:Jeff Kurtz Promenade Temecula Prepared for Compliance with 40820 Winchester Rd. Suite 2000 Regional Board Order No. R9-2010-0016 Temecula,CA 92591 Prepared by: Lauren K. Young Kimley-Horn&Associates 401 B Street Suite 600 San Diego CA, 92101 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: Promenade Mall Bus Stop Expansion Development No: Parcel No. (910-420-007),(910-420-027),(910-420-031) Design Review/Case No: PA 17-1447 LD-0676 mw— • ❑ Preliminary ® Final Original Date Prepared: October 5, 2017 Contact Information: Revision Date(s):June 7th, 2018 Prepared for:Jeff Kurtz Promenade Temecula Prepared for Compliance with 40820 Winchester Rd. Suite 2000 Regional Board Order No. R9-2010-0016 Temecula, CA 92591 Prepared by: Lauren K.Young Kimley-Horn &Associates 401 B Street Suite 600 San Diego CA,92101 A Brief Introduction The Municipal Separate Stormwater Sewer System (MS4) Permit'for the Santa Margarita Region (SMR) requires preparation of a Project-Specific Water Quality Management Plan (WQMP) for all Development Projects as defined in section FAA(1) of the Permit. This Project-Specific WQMP Template for Development Projects in the Santa Margarita Region has been prepared to help document compliance and prepare a WQMP submittal. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance. Section A Section B Section C •Project and Site Information -Optimize Site Utilization -Delineate Drainage •Identification of LID and Management Areas(DMAs) Hydromodification requirements, if any . Section F Section E Section 0 -Alternative Compliance(LID -Technical Feasibility -Technical Feasibility Waiver Program& -implement -Implement LID BMPs Hydromodification) Hydromodification SMPs Section G Section H -Source Control BMPs -Operation,Maintenance, and Funding r. 1 'Order No.R9-2010-0016,NPDES No.CA50108766,Waste Discharge Requiremknt5 for-0ischargesfrom the!M54'Drainingthe County of Riverside,the Incorporated Cities of Riverside County,and the Riverside County flood Control and Water Consefyation District within the San Diego Region,California Regional Water Quality Control Board, November 10,20p, Water Quality Management Plan CWQMP) Promenade Mall Bus Stop Expansion • OWNER'S CERTIFICATION This Project-Specific WQMP has been prepared for Riverside Transit Agency by Kimley-Horn & Associates for the Promenade Mall Mobility Hub Improvements project. This WQMP is intended to comply with the requirements of City of Temecula for TMC Title 8.28 which includes the requirement for the preparation and implementation of a Project-Specific WQMP. The undersigned,while owning the property/project described in the preceding paragraph,shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition,the property owner accepts responsibility for interim operation and maintenance of Stormwater Best Management Practices until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants,maintenance and service contractors,or any other party(or parties)having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity.The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section8.28). "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." Owner's Si VIVIe Date Jeffrey M.Kurtz General Manager Owner's Printed Name Owner's Title/Position PREPARER'S CERTIFICATION "The selection,sizing and design of stormwater treatment and other Stormwater quality and quantity control Best Management Practices in this plan meet the requirements of Regional Water Quality Control Board Order No. 119- 2010-0016 and any subsequent amendments thereto." January 26'2018 P ep rer's Signature Date ur k.Young Project Engineer Preparer's Printed Name Preparer's Title/Position QapFE8gr0 K. m Jp Oy • Preparer's Licensure: � � ,� m 87932 n F OF CA\0fO Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Table of Contents Section A: Project and Site Information...................................................................................................6 A.1 Maps and Site Plans.......................................................................................................................6 A.2Identify Receiving Waters..............................................................................................................7 A.3 Drainage System Susceptibility to Hydromodification....................................................................7 A.4 Additional Permits/Approvals required for the Project:..................................................................8 Section B:Optimize Site Utilization(LID Principles)..................................................................................9 Section C: Delineate Drainage Management Areas(DMAs).................................................................... 10 SectionD: Implement LID BMPs ............................................................................................................ 13 D.1 Infiltration Applicability...............................................................................................................13 D.2 Harvest and Use Assessment.......................................................................................................15 D.3 Bioretention and Biotreatment Assessment.................................................................................17 DA Other Limiting Geotechnical Conditions.......................................................................................18 D.5 Feasibility Assessment Summaries...............................................................................................18 D.6 LID BMP Sizing.............................................................................................................................19 Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs..........................................20 E.1 Onsite Feasibility of Hydrologic Control BMPs..............................................................................20 . E.2 Meeting the HMP Performance Standard for Small Project Sites..................................................21 E.3 Hydrologic Control BMP Selection................................................................................................21 E.4 Hydrologic Control BMP Sizing.....................................................................................................22 E.Slmplement Sediment Supply BMPs...............................................................................................22 Section F:Alternative Compliance.........................................................................................................25 F.1 Identify Pollutants of Concern......................................................................................................26 F.2 Stormwater Credits......................................................................................................................27 F.3 Sizing Criteria...............................................................................................................................27 F.4 Treatment Control BMP Selection................................................................................................28 F.5 Hydrologic Performance Standard—Alternative Compliance Approach........................................28 F.6 Sediment Supply Performance Standard-Alternative Compliance...............................................29 Section G:Source Control BMPs............................................................................................................30 Section H: Construction Plan Checklist...................................................................................................32 Section I:Operation, Maintenance and Funding....................................................................................33 Acronyms,Abbreviations and Definitions..............................................................................................34 • -4- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • List of Tables Table A.1 Identification of Receiving Waters............................................................................................7 Table A.2 Identification of Susceptibility to Hydromodification................................................................7 Table A.3 Other Applicable Permits .........................................................................................................8 Table C.1 DMA Classifications................................................................................................................10 Table C.2 Type'A',Self-Treating Areas...................................................................................................11 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 ...........................................................................................12 Table D.1 Infiltration Feasibility.............................................................................................................14 Table D.2 Geotechnical Concerns for Onsite Retention Table.................................................................18 Table D.3 LID Prioritization Summary Matrix..........................................................................................18 Table D.4 DCV Calculations for LID BMPs...............................................................................................19 Table D.5 LID BMP Sizing.......................................................................................................................20 Table E.1 LID&Hydromodification BMP Location..................................................................................21 Table E.2 Hydrologic Control BMP Sizing................................................................................................22 Table F.1 Potential Pollutants by Land Use Type....................................................................................26 Table F.2 Stormwater Credits................................................................................................................27 Table F.3 Treatment Control BMP Sizing................................................................................................27 • Table F.4 Treatment Control BMP Selection...........................................................................................28 Table F.5 Offsite Hydrologic Control BMP Sizing....................................................................................29 Table G.1 Structural and Operational Source Control BMP.....................................................................31 Table H.1 Construction Plan Cross-reference.........................................................................................32 List of Appendices Appendix 1: Maps and Site Plans...........................................................................................................41 Appendix 2: Construction Plans.............................................................................................................42 Appendix 3:Soils Information................................................................................................................43 Appendix 4: Historical Site Conditions...................................................................................................44 Appendix5: LID Infeasibility...................................................................................................................45 Appendix6: BMP Design Details............................................................................................................46 Appendix 7: Hydromodification.............................................................................................................47 Appendix8:Source Control ...................................................................................................................48 Appendix9: O&M..................................................................................................................................49 Appendix 10: Educational Materials.......................................................................................................43 • -5- Water Quality Management Plan CWQMP) Promenade Mall Bus Stop Expansion • Section A: Project and Site Information PROJECT INFORMATION Type of Project: Transit Planning Area: Community Name: The Promenade Temecula Development Name: Promenade Mall Bus Stop Expansion PROJECT LOCATION Latitude& Longitude(DMS):33°31'26"N, 117°09'06"W Project Watershed and Sub-Watershed:Upper Santa Margarita Watershed,Santa Gertrudis Creek Sub-Watershed APN(s):910-420-007,910-420-027,910-420-030,910-420-031 Map Book and Page No.: PROJECT CHARACTERISTICS Proposed or potential land use(s) Bus Stop Redevelopment Proposed or Potential SIC Codes) 4111 Local & Suburban Transit Area of Impervious Project Footprint(SF) 12,380 SF . Total area of Proposed Impervious Surfaces within the Project Limits(SF)/or Replacement 3,6215F Total Project Area(ac) 0.30 ac/13,137 SF 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) 8,769 SF Is the project located within any Multi-Species Habitat Conservation Plan (MSHCP Criteria ❑ Y ® N Cell? If so,identify the Cell number: N/A Are there any natural hydrologic features on the project site? ❑ Y ® N Is a Geotechnical Report attached? ®Y ❑ N If no Geotech. Report, list the Natural Resources Conservation Service (NRCS) soils type(s) N/A present on the site(A, B,C and/or D) What is the Water Quality Design Storm Depth for the project? D85=0.87" A.1 Maps and Site Plans When completing your Project-Specific WQMP, include a map of the Project vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2.At a minimum,your WQMP Site Plan should include the following: • • Drainage Management Areas(DMAs) • Source Control BMPs • Buildings, Roof Lines, Downspouts -6- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • Proposed Structural Best Management • Impervious Surfaces • Practices(BMPs) . Standard Labeling • Drainage Path • 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 I. (http://wwwwaterboards.ca.govLsandiego/water issue,s/progranulbasin Plan/) Table A.1 Identification of Receiving Waters Receiving USEPA Approved 303(d) List Designated Proximity to RARE Waters Impairments Beneficial Uses Beneficial Use Long Chlorpyrifos, Fecal Coliform, Iron, Mun,Agr,Ind,Rec 1,Rec 2,Warm,Cold, 5 miles from site Canyon Creek Manganese Wild Murrieta creek Chlorpyrifos, Copper, Iron, Manganese, Mun,Agr,Ind,Proc,Rec 2,Warm,Wild Not a Water body clasified Nitrogen,Phosphorus,Toxicity as RARE 1.3 mi from site Santa Margarita Enterococcus,Fecal Coliform, Mun,Agr,Ind,Proc,Rec 1,Rec 2,Warm, • 4 miles from site River Phosphorus,Total Nitrogen as N,Toxicity Cold,Wild,Rare Santa Margarita Eutrophic Rec 1, Rec 2, Est,Wild,Rare, Mar, Migr, 26 miles from site Lagoon spwn Pacific Ocean None Ind,Nav,Rec 1,Rec 2,Comm, Blol,Wild, 32 miles from site Rare,Mar,Aqua,Migr,Spwn,Warm,Shell A.3 Drainage System Susceptibility to Hydromodification Using Table A.2 below, list in order of the point of discharge at the project site down to the Santa Margarita River, each drainage system or receiving water that the project site is tributary to. Continue to fill each row With the material of the drainage system,the storm drain susceptibility using the SWCf2(Stormwater&Water Conservation Tracking Tool - httt3://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 System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption Existing concrete Concrete Not susceptible Potentially exempt. lined channel -7- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • Drainage System Drainage System Material Susceptibility of Drainage Hydromodification System Exemption Long canyon creek Earthen channel Potentially susceptible Potentially not exempt Murrieta Creek Earthen creek Not susceptible Potentially exempt 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.,JPR,DBESP) ❑Y ® N Other(please list in the space below as required) ❑ Y ® N If yes is answered to any of the questions above,the Copermittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. -8- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Section B: Optimize Site Utilization (LID Principles) Review of the information collected in Section 'A' will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example,constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns. Opportunities might include existing natural areas,low areas,oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for LID Bioretention BMPs), and differences in elevation (which can provide hydraulic head). Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your Low Impact Development (LID) design and explain your design decisions to others. The 2010 SMR MS4 Permit further requires that LID Retention BMPs(Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly,you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1. Site Optimization The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the • WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance. Identify and preserve existing drainage patterns? ®Y ❑ N The project will expand the existing bus stop facility along Ring Road and add a shuttle turnout at Forest City's Promenade Mall. The existing site is a fully developed commercial site which consists of a roadway, sidewalk,landscaped area,and the mall. The existing drainage patterns of the site were maintained to the maximum practical extent. Because of the existing site, there are space constraints to implement LID BMPs. Opportunities for LID treatment are to maximize and maintain existing landscape areas. Identify and protect existing vegetation?®Y [:IN This project is an expansion project that will use preserve 771 S.F. of existing landscaped area while removing 3,621 S.F. to accommodate the expansion of the bus stop facility. Trees within the landscape area will be preserved where possible. Did you identify and preserve natural infiltration capacity?® Y ❑ N The project will preserve the project site's natural infiltration capacity by preserving as much landscape area as possible. The Geotechnical report had identified site percolation rates. • -9- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • Did you identify and minimize impervious area?® Y ❑ N The total project footprint is 12,390 SF: • 3,6215F of new impervious area was added. • 19 SF of existing impervious area was removed. • 771 SF of existing pervious area was preserved. Water Quality Equivalency opportunities will be explored to mitigate existing impervious areas. Water Quality Equivalency will help in disconnect 12,380 SF of impervious areas. Did you identify and disperse runoff to adjacent pervious areas?®Y ❑ N The total project footprint is 13,137SF. Due to constraints, DMA A-1, B-1, B-2, and B-3 were not drained to adjacent pervious area prior to being discharged to the storm drain system. However, BMP C-1 is proposed to mitigate this project's footprint with the Equivalent Area Offset concept. The process will comply with the Region 9 Water Quality Equivalency Guidance Document, which provides an opportunity to disconnect impervious area. LID principles will be met by proposing to treat existing impervious area that is equal to or greater than this project's impervious area footprint.See Appendix 1 for DMA exhibit and equivalent are offset area square footage. Section C: Delineate Drainage Management Areas (DMAs) Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table CA below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your Project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications. Table CA DMA Classifications DMA Name or Identification surface Type(s)s Area(Sq.Ft.) DMA Type DMA A-1 Concrete or Asphalt 3,235 D Landscape 378 A DMA B-1 Concrete 490 D Landscape 34 A DMA B-2 Concrete or Asphalt 8,005 D Landscape 345 A DMA B-3 Concrete or As halt 650 D DMA C-1 Concrete 12,786 D (Alternative Compliance) Biofiltration 1,149 A 'Reference Table 2-1 in the WQMP Guidance Document to populate this column • -10- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • Table C.2 Type'A',Self-Treating Areas DMA Name or Identification Area(Sq.Ft.) Stabilization Type Irrigation Type(if any) DMA A-1 378 Undistributed Natural Drip Zone DMA B-1 34 Undistributed Natural Drip Zone DMA B-2 345 Undistributed Natural Drip Zone Table C.3 Type'B',Self-Retaining Areas Self-Retaining Area Type'C' DMAs that are draining to the Self-Retaining Area Area Storm (square Depth [C] from Table Required Retention Depth DMA Post-project feet) (inches C.4= (inches) Name/ID surface type [A] [B] DMA Name/ID [C] IN N/A N/A 0 0 N/A [o] _ [B] + [B� 0[A] Table CA Type'C',AreasthatDraintoSelf-Retainin Areas DMA Receiving Self-Retaining DMA g v w ; a m c w o 0 '�° Q j n u o'[ `w° Z Area(square < a Product feet) Ratio [A] [B] ICI=[A]x[B] D] [C]/[D] DMA name/ID [ N/A /A 0 Note:(See Section 3.3 of WQMP Guidance Document)Ensure that partially pervious areas draining to a Self-Retaining area do not exceed the following ratio: 2 1 (Impervious Fraction/ 1 (Tributary Area:Self-Retaining Area) • - 11- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Table C.5 Type V,Areas Drainingto BMPs DMA Name or ID BMP Name or ID DMA A-1 BMP A-1 DMA B-2 BMP B-2 DMA B-3 BMP B-3 DMA C-1 BMP C-1 ootC:More than one DMA may drain to a single LID BMP;however, one DMA may not drain to more than one BMP. • • -12- Water Quality Management Plan CWQMP) Promenade Mall Bus Stop Expansion 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 H M P Performance Standards(Proceed to Section D.2 and Section E). If the above box remains unchecked, perform a site-specific evaluation of the feasibility of Infiltration BMPs using each of the applicable criteria identified in Chapter 3.4.1 of the WQMP Guidance Document and complete the remainder of Section D.I. Is there an infiltration concern (see discussion in Chapter 2.3.4 of the WQMP Guidance Document for further details)? ® Y ❑N Percolation at the site is infeasible due to proximity of structure footing. An alternative site nearby has been selected. See Appendix 3 for percolation rates near the project site. Percolation rates adjacent to project area is at 1.0 inlhr for TH-4 and 7.5 in/hr for TH-S. If yes has been checked, both Infiltration BMPs and Hydrologic Control BMPs that include an infiltration functionalities may not be feasible for the site. It is recommended that you contact your Copermittee to • verify whether or not infiltration within the Project is infeasible. Geotechnical Report A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition,the Copermittee,at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4. Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document?® Y ❑ N Infiltration Feasibility Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.3.4. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer. • -13- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • Table DA Infiltration Feasibility Does the project site... YES NO ...have any DMAs with a seasonal high groundwater mark shallower than 10feet? X If Yes,list affected DMAs: ...have any DMAs located within 100 feet of a water supply well? X If Yes,list affected DMAs: ...have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater X could have a negative impact? If Yes,list affected DMAs:DMA A-1,B-1,B-2,and B3 ...have measured in-situ infiltration rates of less than 1.6 inches/hour? X If Yes,list affected DMAs: DMA-C ...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: ... eotechnical re ort identifies other site-specific factors that would preclude effective and safe infiltration? x Describe here: If you answered "Yes" to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. • • -14- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion 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 theRegional Board (verify with the Copermittee). ❑The Design Capture Volume(DCV)will be addressed using Infiltration Only BMPs.In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the DCV will be infiltrated or evapotranspired. If any of the above boxes have.been'checked, Harvest and Use BMPs need not 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: A-1:378 SF, B-1: 34 SF, B-2: 345 SF. SUM= 757 SF • Type of Landscaping(Conservation Design or Active Turf): Conservation Design Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation,use. Depending on the configuration of buildings and other impervious areas on the site,you may consider the site as a whole,or parts- of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: 12,380 SF. Impervious area of DMA:A-1, B-1,and B-2. Step3: Cross reference the Design Storm depth for the project site (see Exhibit.A of the WQMP Guidance Document)with the left column of Table'2-4 in Chapter 2 to determine.the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA). Enter your EIATIA factor: Conservation Design:2.90 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: 35,902 SF 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(Ste 4) Available Irrigated Landscape Ste 1 35,902 SF 757 SF - 15- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Harvest and use is not feasible for irrigation use because the proposed BMPs are utilizing the equivalent offset area method. Toilet Use Feasibility Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site: Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy: Projected Number of Daily Toilet Users:N/A Project Type:N/A Step 2: Identify the planned total of all impervious areas on the proposed Project from which runoff might be feasibly captured and stored for 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:N/A 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: N/A 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:N/A Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the Project by comparing the Number of Daily Toilet Users(Step 1)to the minimum required number of toilet users(Step 4). _Minimum required Toilet Users(Step 4) I Projected number of toilet users(Step 1) N/A N/A 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 - 16- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion 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-potableuses of stormwater runoff per tributary impervious acre. Enter the factor from Table 2-3:N/A Step 4: Multiply the unit value obtained from Step 4 by the total of impervious areas from Step.3 to develop'the,minimum gpd of non-potable use that would be required. Minimum required use:N/A Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the Project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4). Minimum required non-potable use Ste 4 Projected average daily use(Ste 1 N/A N/A • If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment BMPs, unless'a site-specific analysis has been completed that demonstrates technical infeasibility as noted in D.3 below. D.3 Bioretention and Biotreatment Assessment Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.3 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning.. Select one of the following: ❑ LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the Project as.noted below in Section D.4 ® A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If.you plan to submit an analysis demonstrating the technical infeasibility of LID.BMPs, request-a pre-submittal meeting with the Copermittee with jurisdiction over the Project site to discuss this option. Proceed to Section E to document your alternative compliance measures. - 17- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion 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: Geotechnical report only consisted of percolation rates. Geotechnical Report did not indicate any other geotechnical concerns. Table D.2 Geotechnical Concerns for Onsite Retention Table Type of Geotechnical Concern DMAs Feasible(By Name or ID) DMAs Infeasible(By Name or ID) Collapsible Soil Expansive Soil Slopes Liquefaction Other D.5 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 • No LID (Alternative LID BM P Hierarchy Compliance) DMA Name ID 1. Infiltration 1 2. Harvest and use 3. Bioretention 4. Biotreatment A-1 ❑ ❑ ❑ ❑ B-1 ❑ ❑ ❑ ❑ B-2 ❑ ❑ ❑ ❑ B-3 ❑ ❑ ❑ ❑ 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. LID BMP's were notfeasible for DMA A-1, B-1, B-2 and B-3 due to site space constraints. However, BMP C- 1 is proposed to mitigate this projects footprint with the Equivalent Area Offset concept from Region 9 Water Quality Equivalency Guidance Document. LID principles will be met by proposing to treat existing impervious area that is equal to or greater than this projects impervious area footprint. See Appendix 1 for DMA exhibit and equivalent area offset square footage. - 18- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • D.6 LID BMP Sizing Each LID BMP must be designed to ensure that the DCV will be addressed by the selected BMPs. First, calculate the DCV for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee with jurisdiction over the Project site. Utilize the worksheets found in the LID BMP Design Handbook or consult with the Copermittee to assist you in correctly sizing your LID BMPs. Complete Table 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. See Section F forAlternative Compliance calculations. Table D.4 DCV Calculations for LID BMPs Post- DMA DMA Project Effective DMA Areas x DMA (square Surface Impervious Runoff Runoff BMPC-1 Type/ID feet) Type Fraction, 4 Factor Factor [A] [B] [C] [A] x[C] Proposed • Design Volume Storm on Plans Depth DCV, Vamp (cubic (in) (cubic feet) feet) [B],[C]is obtained as described in Section 2.5 of the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document [GI is obtained from a design procedure sheet,such as in LID BMP Design Handbook and placed in Appendix 6 Each LID BMP must be designed to ensure that the Design Capture Volume (DCV)will be addressed by the selected BMPs. First,calculate the Design Capture Volume for each LID BMP using the 'Vamp, worksheet in Appendix F of the LID BMP Design Handbook.Second, design the LID BMP to meet the required Vamp using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee. Complete Table D.5 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. You can add rows to the table as needed.Alternatively,the Santa Margarita Hydrology Model (SMRHM)can be used to size LID BMPs to address the DCV and, if applicable,to size Hydrologic Control BMPs to meet the Hydrologic Performance Standard of the SMR HMP, as identified in Section E. See Section F forAlternative Compliance calculations. • -19- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion 41 Table D.5 LID BMP Sizing BMP Name/ DMA No. BMP Type/ Description Design Capture Proposed Volume ID Volume (ft3) (ft3) Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs If a completed Table A.2 demonstrates that the project is exempt from HMP Performance Standards, specify N/A of proceed to Section F, if applicable, and Section G. EA Onsite Feasibility of Hydrologic Control BMPs An assessment of the feasibility of implementing onsite Hydrologic Control BMPs is required for all projects. Select one of the following: ❑ Yes—The implementation of Hydrologic Control BMPs is feasible onsite. (Proceed to Step E.3 • and Step E.4) - Or - ❑ No—The project site is larger than one acre and the implementation of Hydrologic Control BMPs is not feasible onsite. (Proceed to Step E.5 and Step F for Alternative Compliance upon approval of the Technical Feasibility Assessment by the Copermittee) ® No—The project site is smaller than one acre and the implementation of Hydrologic Control BMPs is not feasible onsite. (Proceed to Step E.2) Equivalent Area Offset will be utilized to meet Hydrologic Control BMP requirements. 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: The project site does not have the available footprint to implement LID features onsite to mitigate hydromodification. The existing projectsite is fully developed. Instead, the equivalent area offset concept will be used for hydromodification compliance. Water Quality Equivalency functions as an offsite alternative compliance program to demonstrate waterqualityand hydromodification improvements when project site consists of infeasibility constraints. Approval of the condition for infeasibility, if any, is required by the Copermittee. Has the condition for infeasibility been approved by the Copermittee? • ® Y ❑ N ❑ N/A -20- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion E.2 Meeting the HMP Performance Standard for Small Project Sites Select one of the following: ❑ Yes—The project site is equal to or larger than one acre. (Proceed to Step E.3, Step E.4, and Step E.5) - Or - ® No—The project site is less than one acre. (Follow the remainder of Step E.2) Only a Simplified Technical Feasibility Study is required from the applicant. Complete the Simplified Technical Feasibility Study in Appendix 7, which must include, at a minimum, the soil conditions at the PDP,a demonstration of the lack of available space for onsite Hydrologic Control BMPs,an explanation of prohibitive costs to implement Hydrologic Control BMPs, and a written opinion from a Registered Geotechnical Engineer identifying the infeasibility due togeotechnical concerns. Select one of the following: ❑ Yes—Onsite Hydrologic Control BMPs are feasible. (Proceed to Step E.,Step E.4, and Step E.5) - Or - ® No—Onsite Hydrologic Control BMPs are not feasible per the Simplified Technical Feasibility Study. (Proceed to Section E.5 for Sediment Supply Performance Standard and Section F for Alternative Compliance) E.3 Hydrologic Control BMP Selection Capture of the DCV and achievement of the Hydrologic Performance Standard may be met by combined and/or separate structural BMPs.Similarly,compliance with the two identified requirements may be fully or partially achieved onsite. For each DMA, identify in Table E.1 if the DCV is fully or partially captured onsite, if the Hydrologic Performance Standard is fully or partially met onsite (by using the SMRHM identified in Step EA), and if structural BMPs for compliance with the LID requirement and the Hydrologic Performance Standard are combined. Table E.1 LID&H dromodification BMP Location DMA LID BMP BMP Hydrologic Control Combined type and ID BMP BMP ❑ Onsite ❑ Onsite El Partially Onsite El Partially Onsite El Yes N/A ElOffsite ElOffsite El No N/A ❑ None Required ❑ None Required • El Onsite i El Yes -21- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • ❑ Partially Onsite ❑ Onsite ❑ No ❑ Offsite ❑ Partially Onsite ❑ None Required ❑ Offsite ❑ None Required For each DMA provide a narrative describing if the DCV and the Hydrologic Performance Standard are to be fully managed onsite. If not, the narrative should detail how and where offsite structural BMPs will achieve management of the DCV and the Hydrologic Performance Standard. EA Hydrologic Control BMP Sizing Each Hydrologic Control BMP must be designed to ensure that the flow duration curve of the post- development DMA will not exceed that of the pre-existing, naturally occurring, DMA by more than ten percent over a one-year period. Using SMRHM,the applicant shall demonstrate that the performance of each designed Hydrologic Control BMP complies with the Hydrologic Performance Standard. Complete Table E.2 below and identify, for each DMA, the type of Hydrologic Control BMP, if the SMRHM model confirmed the management (Identified as "passed" in SMRHM), the total volume capacity of the Hydrologic Control BMP,the Hydrologic Control BMP footprint at top floor elevation,and the drawdown time of the Hydrologic Control BMP. SMRHM summary reports should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM.You can add rows to the table as needed. • Table E.2 Hydrologic Control BMP Sizing BMP DMA BMP Type/Description SMRHM BMP Volume BMP Drawdown Name/ID No. Passed (ac-ft) Footprint(ac) time(hr) N/A N/A N/A N/A N/A N/A N/A 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 There exists no significant source of Bed Sediment within project site—See appendix 7. ❑ Step 1.A—Is the Bed Sediment of onsite streams similar to that of receiving streams? N/A Rate the similarity: ❑ High ❑ Medium S ❑ Low -22- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion 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.B—Are onsite streams capable of delivering Bed Sediment Supply from the site, if any,to the receiving channel? N/A .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? N/A Rate the need for bed sediment supply: • ❑High ❑ Medium ❑ Low Results from the in-stream analysis to be performed both onsite should be documented in Appendix 7. The analysis should, at a minimum, quantify the bank stability and the degree of incision, provide a gradation of the Bed Sediment within the receiving channel,and identify if the channel is sediment supply- limited. ❑ Step 1.D—Summary of Step 1 Summarize in Table E.3 the findings of Step 1 and associate a score(in parenthesis)to each step.The sum of the three individual scores determines if a stream is a significant contributor to the receiving stream. • Sum is equal to or greater than eight-Site is a significant source of sediment bed material —all on-site streams must be preserved or by-passed within the site plan. The applicant shall proceed to Step 2 for all onsite streams. • Sum is greater than five but lower than eight. Site.is a source of sediment bed material— some of the on-site streams must be preserved (with,'identified streams noted).The applicant shall proceed to Step 2 for the identified streams only. • Sum is equal to or lower than five.Site is not a significant source of sediment bed material. • The applicant may advance to Section F. -23- Water Quality Management Plan CWQMP) Promenade Mall Bus Stop Expansion 49 Table E.3 Triad Assessment Summary Step Rating Total Score 1.A ❑ High(3) ❑ Medium (2) ❑ Low(1) N/A 1.13 ❑ High(3) ❑ Medium (2) ❑ Low(1) N/A 1.0 ❑ High(3) ❑ Medium (2) ❑ Low(1) N/A Significant Source Rating of Bed Sediment to the receiving channel(s) N/A 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 - El The site design does NOT avoid all onsite channels identified as a Significant Source of Bed Sediment (The applicant may proceed with the subsequentsteps 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 Supplyto 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 - El The site design does NOT avoid or by-pass all onsite channels identified as a source of Bed Sediment Supply(The applicant may proceed to an Alternative Approach, as defined in Section F). Provide in Appendix 7 a site map that identifies all onsite channels and highlights those onsite channels that were identified as a Significant Source of Bed Sediment Supply. The site map shall demonstrate, if feasible,that the site design avoids or by-passes those onsite channels of significant Bed Sediment Supply to the receiving channel(s). In addition, the applicant shall describe the characteristics of each onsite • channel identified as a Significant Source of Bed Sediment Supply. If the design plan cannot avoid or by- pass the onsite channels, please provide a rationale for each channel individually. -24- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Section F: Alternative Compliance LID BM Ps 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. (Equivalent Area Offset will be used to meet LID principles) - 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. DMA A-1, DMA B-1, DMA B-2, DMA B-3 o A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have completed the Simplified Technical Feasibility Study.The applicant should complete Section F.5 and/or Section F.6, as applicable. - Or - o LID Principles and LID BMPs have been incorporated into the site design to fully address the DCV for all Drainage Management Areas. However, HMP Performance Standards are not fully addressed in the following Drainage Management Areas. A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs and Sediment Supply BMPs has been approved by the Copermittee and included in Appendix 7. Projects less than one acre have completed the Simplified Technical Feasibility.The applicant should complete Section F.5 and/or Section F.6,as applicable. -25- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion 40 F.1 Identify Pollutants of Concern Utilizing Table A.1 from Section A above which noted your project's Receiving Waters and their associated USEPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table F.1 below. If the identified General Pollutant Categories are the same as those listed for your Receiving Waters,then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs. Table F.1 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 eta Detached Residential ❑ Development P N P P N P P P ❑ Attached Residential P N P P N P P P 2l Development ❑ Commercial/Industrial P(3) P Pi') P(l) P(s) Phi P P Development ❑ Automotive Repair N P N N Pl°•5) N P P • Shops ❑ Restaurants P N N N N N P P (>5,000 ftz) ❑ Hillside Development P N P P N P P P (>5,000 ftz) ® Parking Lots P(6) P PM Pi ) Pt°) Pi') P P (>5,000 ftz) ❑ Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) ® ® El El El Elof Concern P=Potential N=Not Potential (+)A potential Pollutant if non-native landscaping exists or is proposed onsite;otherwise not expected (2)A potential Pollutant if the project includes uncovered parking areas;otherwise not expected (3)A potential Pollutant is land use involving animal waste (a)Specifically petroleum hydrocarbons (5)Specifically solvents (e)Bacterial indicators are routinely detected in pavement runoff • -26- Water Quality Management Plan(WQMP] Promenade Mall Bus Stop Expansion F.2 Stormwater Credits i 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 Mixed use development, transit oriented 20% development or live-work development Total Credit Percentage' 20% 'Cannot Exceed 50% 'Obtain corresponding data from Table 3-7 in the WQMP Guidance Document F.3 Sizing Criteria After you appropriately considered Stormwater Credits for your Project, utilize Table F.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.5 of the WQMP Guidance Document for further information. Table F.3 Treatment Control BMP Sizing Post- Composite DMA Project Effective DMA DMA x DMA (square Surface Impervious Runoff Runoff Enter BMP Name/Identifier Here Type/ID feet) Type Fraction, k Factor Factor [A] [B] [C] [A] x C A-1 3,613 Concrete, 0.906 0.739 2,669 Landscape B-1 524 Concrete, 0.942 0.794 416 Landscape B-2 8,350 Concrete, 0.963 0.828 6,913 Landscape Proposed B-3 650 Concrete 1.000 0.892 580 Minimum DCV Volume or Design Flow Total Storm or Flow Design Rate (cubic Water on Plans Storm feet or cfs) Credit % (cubic Depth [F] _ [D]x[E] Reduction feet or (in) G [FIX(1-[H]) cfs) E A] — E=[D] [E] = [F] =767 cf or 614 cf or [I]= 13,137 =10,578 0.87 0.211 cfs 0.169 cfs 0.169 cf [B],[C]is obtained as described in Section 2.5 from the WQMP Guidance Document [E]is obtained from Exhibit A in the WQMP Guidance Document [G]is for Flow-Based Treatment Control BMPs[G]=43,560,for Volume-Based Control Treatment BMPs,[G]=12 [H]is from the Total Stormwater Credit Percentage as Calculated from Table E.2 above [I]as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 • -27- Water Quality Management Plan CWQMP) Promenade Mall Bus Stop Expansion F.4 Treatment Control BMP Selection Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential Pollutants in runoff,but do not sustain significant biological processes.Treatment Control BM Ps must have a removal efficiency of a medium or high effectiveness as quantified below: • High: equal to or greater than 80%removal efficiency • Medium: between 40%and 80% removal efficiency Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1. Table FATreatment Control BMP Selection Selected Treatment Control BMP Name Priority Pollutant(s) of Removal Efficiency orlDt Concern to Mitigate 2 Percentage 3 BMP A-1 Contech StormFilter Bacterial,Metals, 89% Trash,Oil &Grease BMP B-2 Contech StormFilter Bacterial,Metals, 89% Trash,Oil&Grease BMP B-3 Contech StormFilter Bacterial,Metals, 89% Trash,Oil&Grease • 'Treatment Control BMPs must not be constructed within Receiving waters.In addition,a proposed Treatment Control BMP maybe listed more than once if they possess more than one qualifying pollutant removal efficiency. 'Cross Reference Table E.1 above to populate this column. 'As documented in a Copermittee Approved Study and provided in Appendix 6. See Appendix 6 for State of Washington Department of Ecology Study. F.5 Hydrologic Performance Standard — Alternative Compliance Approach Alternative compliance options are only available if the governing Copermittee has acknowledged the infeasibility of onsite Hydrologic Control BMPs and approved an alternative compliance approach. Attach to Appendix 7 the Technical Feasibility Study(Projects equal or greater than one acre) or Simplified Technical Feasibility Study(Projects less than one acre)along with a written approval from the Copermittee.The applicant may refer to Section 2.2.iv of the SMR HMP for extensive guidelines on the alternative compliance approach. Select the pursued alternative and describe the specifics of the alternative: ® Offsite Hydrologic Control Management within the same channel system Offsite Hydrologic Control Management is with 0.5 mile of the proposed project site and discharges into same receiving stream. ❑ In-Stream Restoration Project • N/A -28- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • For Offsite Hydrologic Control BMP Option Each Hydrologic Control BMP must be designed to ensure that the flow duration curve of the post- development DMA will not exceed that of the pre-existing, naturally occurring, DMA by more than ten percent over a one-year period. Using SMRHM,the applicant shall demonstrate that the performance of each designed Hydrologic Control BMP is equivalent with the Hydrologic Performance Standard for onsite conditions. Complete Table F.4 below and identify,for each Hydrologic Control BMP,the equivalent DMA the Hydrologic Control BMP mitigates,that the SMRHM model passed,the total volume capacity of the BMP,the BMP footprint at tap floor elevation,and the drawdown time of the BMP. SMRHM summary reports for the alternative approach should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM.You can add rows to the table as needed. Table F.5 Offsite Hydrologic Control BMP Sizing BMP Name/Type Equivalent DMA SMRHM BMP Volume BMP Drawdown (ac) Passed (ac-ft) Footprint(ac) time (hr) El BMP C-2/Retention Vault 12,786 ® 0.0649 0.0115 89 For Instream Restoration Option • Attach to Appendix 7 the technical report detailing the condition of the receiving channel subject to the proposed hydrologic and sediment regimes. Provide the full design plans for the in-stream restoration project that have been approved by the Copermittee. F.6 Sediment Supply Performance Standard - Alternative Compliance The alternative compliance option to the Sediment Supply Performance Standard is only available if the governing Copermittee has approved the investigation of alternative Bed Sediment Supply options. Attach to Appendix 7 the Technical Feasibility Study, along with the modeling analysis,the long-term monitoring program, and the potential corrective actions,that demonstrate the performance of the overall alternative compliance program.The applicant may refer to Section 2.3.ii of the SMR HMP for extensive guidelines on the alternative compliance approach. Provide a narrative describing the alternative Bed Sediment Supply approach, including the long-term monitoring program and the findings of the numerical modeling. N/A • -29- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Section G: Source Control BMPs Source Control BMPs include permanent, structural features that may be required in your Project plans —such as roofs over and berms around trash and recycling areas—and Operational BMPs,such as regular sweeping and "housekeeping",that must be implemented by the site's occupant or user.The Maximum Extent Practicable (MEP) standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective structural BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site: 1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site. 2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1. 3. Prepare a Table and Narrative: Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of Pollutants on your site(from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs • (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs. 4. Identify Operational Source Control BMPs:To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances requirethat applicable Source Control BMPs be implemented;the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site. -30- Water Quality Management Plan(WQMP] Promenade Mall Bus Stop Expansion Table GA Structural and Operational Source Control BMP • Potential Sources of Runoff Pollutants Structural Source Control BMPs Operational Source Control BMPs • Markall inlets with the words Maintain and periodically repaint or On-Site Storm Drain inlets "only Rain Down the Storm Drain"or replace inlet markings. similar.Catch Basin Markers may be Provide stormwater pollution available fromthe Riverside County Flood prevention information to new site Control and Water Conservation District, owners,lessees,or operators. call 951.95S.1200toverify. See applicable operational BMPs in Fact Sheet SC-44, "Drainage System Maintenance, "in the CASQA Stormwater Quality Handbooks at www.cabmoha ndbooks.com Include the following in lease agreements: "Tenant shall not allow anyone to discharge anything to storm drains orto store or deposit materials so as to create a potential discharge to storm drains." • Preserve existing landscape to Landscape/Outdoor Pesticide use maximum extent possible • Operational BMPs in "What you Design landscaping to minimize should know...Landscape and Gardening" irrigation and runoff,to promote surface infiltration where appropriate,and to a Provide IPM information to new minimize the use of fertilizers and ownwers,leases and opearations. pesticides that can contribute to stormwater pollution. • Where landscaped area are used to retain or detain stormwater,specify plants that are tolerant of saturated soil conditions. • Consider using pest-resistant • plants,especially adjacent to hardscape.To insure successful establishment,select plans to appropriate to site soils,slopes, climate,sun,wind,rain,land use, airmovement,ecological consistency,and plant interactions. • Sweep plazas,sidewalks,and Plaza,Sidewalks, and Parking lots N/A parking lots regularly to prevent accumulation of litter and debris.Collect debris from pressure washing to prevent entry into the storm drain system.Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain. • -31- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion 10 Section H: Construction Plan Checklist Populate Table H.1 below to assist the plan checker in an expeditious review of your project.The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP. Table HA Construction Plan Cross-reference BMP No.or ID BMP Identifier and Description Corresponding Plan Sheet(s) A-1 BMP A-1: Contech StormFilter Cartridge GD-201 B-2 BMP B-2:Contech StormFilter Cartridge GD-102 B-3 BMP B-3:Contech StormFilter Cartridge GD-101 C-1 BMP C-1: Biofiltration Basin GD-103, GD 301, 303 C-2 BMP C-2: Concerete Storage Vault GD-103, GD 302 Note that the updated table—or Construction Plan WQMP Checklist—is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. The Copermittee with jurisdiction over the Project site can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. -32- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Section I: Operation, Maintenance and Funding f The Copermittee with jurisdiction over the Project site will periodically verify that BMPs on your Project are maintained and continue to operate as designed. To make this possible,the Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP: 1. A means to finance and implement maintenance of BMPs in perpetuity, including replacement cost. 2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred.A warranty covering a period following construction may also be required. 3. An outline of general maintenance requirements for the Stormwater BMPs you have selected. 4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system. 5. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized Operations and Maintenance or inspections but will require typical landscape maintenance as noted in Chapter 5, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas. The Copermittee with jurisdiction over the Project site will also require that you prepare and submit a detailed BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required. Details of these requirements and instructions for preparing a BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document. Maintenance Mechanism: 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. • -33- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Acronyms, Abbreviations and Definitions 2010 SMR MS4 Order No.R9-2010-0016,an NPDES Permit issued by the San Diego Permit Regional Water Quality Control Board. Applicant Public or private entity seeking the discretionary approval of new or replaced improvements from the Copermittee with jurisdiction over the project site.The Applicant has overall responsibility for the implementation and the approval of a Priority Development Project.The WQMP uses consistently the term"user'to refer to the applicant such as developer or project proponent. The WQMP employs also the designation "user" to identify the Registered Professional Civil Engineer responsible for submitting the Project-S ecific WQMP, and designing the required BMPs. Best Management Defined in 40 CFR 122.2 as schedules of activities, prohibitions of Practice (BMP) practices, maintenance procedures, and other management practices to prevent or reduce the pollution of waters of the United States. BMPs also include treatment requirements, operating procedures and practices to control plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. In the case of municipal storm water permits, BMPs are icall used in place of numeric effluent limits. • BMP Fact Sheets BMP Fact Sheets are available in the LID BMP Design Handbook. Individual BMP Fact Sheets include sitting considerations, and design and sizing guidelines for seven types of structural BMPs (infiltration basin, infiltration trench, permeable pavement, harvest-and-use, bioretention, extended detention basin, and sand filter). California Publisher of the California Stormwater Best Management Practices Stormwater Quality Handbooks, available at Association (CASQA) www.cabml2handbooks.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 M54 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. -34- Water Quality Management Plan(WQMP) Promenade Mail Bus Stop Expansion 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 Copemuttees is significant because these discharges can cause or contribute to violations of a licable water quality standards. • Design Storm The 2010 SMR MS4 Permit has established the 85th percentile, 24- hour storm event as the "Design Storm". The applicant may refer to Exhibit A to identify the applicable Design Storm Depth (D85) to the project. DCV Design Capture Volume (DCV) is the volume of runoff produced from the Design Storm to be mitigated through LID Retention BMPs, Other LID BMPs and Volume Based Conventional Treatment BMPs, as appropriate. Design Flow Rate The design flow rate represents the minimum flow rate capacity that flow-based conventional treatment control BMPs should treat to the MEP,when considered. DCIA Directly Connected Impervious Areas - those impervious areas that are hydraulically connected to the MS4 (i.e. street curbs,catch basins,storm drains, etc.) and thence to the structural BMP without flowing over pervious areas. Discretionary A decision in which a Copermittee uses its judgment in deciding Approval Whether and how to carry out or approve a project. District Riverside County Flood Control and Water Conservation District. DMA A Drainage Management Area-a delineated portion of a project site that is hydraulically connected to a common structural BMP or conveyance point. The Applicant may refer to Section 3.3 for further guidelines on how to delineate DMAs. • -35- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • 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 iri the,fact-sheet for each s ecific 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-Environrinental Sensitive Area (ESA) designates an area "in which plants or animals life or their habitats are either rare or especially'valuable because'of their special nature or role in an ecosystem and which would be easily disturbed or degraded by -human activities and developments". (Reference: California Public Resources Code §30107.5 ET Evapotranspiration (ET) is the loss of water to the atmosphere by the'combined processes of evaporation (from soil and plant surfaces) and transpiration(from plant tissues). It is also an indicator of how much water crops, lawn, garden, and trees need for health owth 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 PreventiorrPlan 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 of in con'unction with impacts of other projects. HMP Hydromodification Management Plan-Plan defining Performance Standards for PDPs to manage increases in runoff discharge rates and durations. Hydrologic Control BMP to mitigate the increases in runoff discharge rates and BMP durations and meet the Performance Standards set forth in the HMP. HSG Hydrologic Soil Groups - soil classification to indicate the minimiun'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 • -36- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion HydromodtFcation 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 negative impact beneficial uses. JRMP A separate Jurisdictional Runoff Management Plan QRMP) has been developed by each Copermittee and identifies the local programs and activities that the Copermittee is implementing to meet the 2010 SMR MS4 Permit requirements. LID Low Impact Development(LID) is a site design strategy with a goal of maintaining or replicating the pre-development hydrologic regime through the use of design techniques. LID site design BMPs help preserve and restore the natural hydrologic cycle of the site, allowing for filtration and infiltration which can greatly reduce the volume,peak flow rate,velocity,and pollutant loads of storm water runoff. LID BMP A type of stormwater BMP that is based upon Low Impact Development concepts. LTD BMPs not only provide highly effective treatment of stormwater runoff, but also yield potentially significant reductions in runoff volume-helping to mimic the pre- project hydrologic regime, and also require less ongoing maintenance than Treatment Control BMPs. The applicant may refer to Chapter 2. • LID BMP Design The LID BMP Design Handbook was developed by the Handbook Copermittees to provide guidance for the planning, design and maintenance of LID BMPs which may be used to mitigate the water quality impacts of PDPs within the County. LID Bioretention BMP LID Bioretention BMPs are bioretention areas are vegetated (i.e., landscaped) shallow depressions that provide storage, infiltration, and evapotranspiration, and provide for pollutant removal (e.g., filtration, adsorption, nutrient uptake) by filtering stormwater through the vegetation and soils. In bioretention areas, pore spaces and organic material in the soils help to retain water in the form of soil moisture and to promote the adsorption of pollutants (e.g., dissolved metals and petroleum hydrocarbons) into the soil matrix. Plants use soil moisture and promote the drying of the soil through transpiration. The 2010 SMR MS4 Permit defines "retain" as to keep or hold in a particular place,condition,or position without discharge to surface waters. LID Biotreatment BMPs that reduce stormwater pollutant discharges by intercepting BMP rainfall on vegetative canopy, and through incidental infiltration and/or evapotranspiration,and filtration,and other biological and chemical processes. As stormwater passes down through the planting soil, pollutants are filtered, adsorbed, biodegraded, and • sequestered by the soil and plants, and collected through an underdrain. -37- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • LID Harvest and BMPs used to facilitate capturing Stormwater Runoff for later use Reuse BMP without negatively impacting downstream water rights or other Beneficial Uses. LID Infiltration BMP BMPs to reduce stormwater runoff by capturing and infiltrating the runoff into in-situ soils or amended onsite soils. Typical LID Infiltration BMPs include infiltration basins, infiltration trenches and pervious pavements. LID Retention BMP BMPs to ensure full onsite retention without runoff of the DCV such as infiltration basins, bioretention, chambers, trenches, ermeable avement and pavers,harvest and reuse. LID Principles Site design concepts that prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre- development hydrologic regime. MEP Maximum Extent Practicable - standard established by the 1987 amendments to the CWA for the reduction of Pollutant discharges from MS4s.Refer to Attachment C of the 2010 SMR MS4 Permit for a complete definition of MEP. MF Multi-family - zoning classification for parcels having 2 or more livin residential units. MS4 Municipal Separate Storm Sewer System (MS4) is a conveyance or system of conveyances (including roads with drainage systems, • municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town,borough,county,parish, district,association, or other public body(created by or pursuant to State law)having jurisdiction over disposal of sewage,industrial wastes,storm water,or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or designated and approved management agency under section 208 of the CWA that discharges to waters of the United States; (ii) Designated or used for collecting or conveying storm water; (iii) Which is not a combined sewer; (iv) Which is not part of the Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.26. New Development Defined by the 2010 MS4 permit as'Priority Development Projects' Project if the project,or a component of the project meets the categories and thresholds described in Section 1.1.1. NPDES National Pollution Discharge Elimination System - Federal program for issuing, modifying, revoking and reissuing, terminating, monitoring and enforcing permits, and imposing and enforcing pretreatment requirements, under Sections 307,318,402, and 405 of the CWA. • NRCS I Natural Resources Conservation Service -38- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion POP 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-Speeifio A plan specifying and documenting permanent LID Principles and WQMp Stormwater BMPs to control post-construction Pollutants and stormwater runoff for the life of the PDP, and the plans for operation and maintenance of those BMPs for the life of the project. Receiving Waters Waters of the United States. Redevelopment The creation, addition, and or replacement of impervious surface Project on an already developed site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a structure, and creation or addition of impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Redevelopment does not include trenching and resurfacing associated with utility work; resurfacing existing roadways; new sidewalk construction, pedestrian ramps, or bike lane on existing roads; and routine replacement of damaged • pavement, such as pothole repair. Project that meets the criteria described in Section 1. Runoff Fund Runoff Funds have not been established by the Copermittees and are not available to the Applicant. If established, a Runoff Fund will develop regional mitigation projects where PDPs will be able to buy mitigation credits if it is determined that implementing onsite controls is infeasible. San Diego Regional San Diego Regional Water Quality Control Board - The term Board "Regional Board", as defined in Water Code section 13050(b), is intended to refer to the California Regional Water Quality Control Board for the San Diego Region as specified in Water Code Section 13200. State agency responsible for managing and regulating water qualitV in the SMR. SCCWRP Southern California Coastal Water Research Project Site Design BMP Site design BMPs prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre-development h drolo 'c re ime. SF Parcels with a zoning classification for a single residential unit. SMC Southern California Stormwater Monitoring Coalition SMR The Santa Margarita Region (SMR) represents the portion of the Santa Margarita Watershed that is included within the County of Riverside. • -39- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • Source Control BMP Source Control B)APs land use or site planning practices, or structural or nonstructural measures that aim to prevent runoff pollution by reducing the potential for contamination at the source of pollution. Source control BMPs minimize the contact between Pollutants and runoff. Stormwater Credit Stormwater Credit can be claimed by an Applicant if certain development practices that provide broad-scale environmental benefits to communities are incorporated into the project design. Refer to Section 3.5.4 for additional information on Stormwater Credits. Structural BMP Structures designed to remove pollutants from stormwater runoff and mitigate h dromodification impacts. SWPPP Storm Water Pollution Prevention Plan Tentative Tract Map Tentative Tract Maps are required for all subdivision creating five (5) or more parcels, five (5) or more condominiums as defined in Section 783 of the California Civil Code, a community apartment project containing five (5) or more parcels, or for the conversion of a dwelling to a stock cooperative containing five (5) or more dwelling units. TMDL Total Maximum Daily Load- the maximum amount of a Pollutant that can be discharged into a waterbody from all sources(point and • non-point) and still maintain Water Quality Standards. Under CWA Section 303(d), TMDLs must be developed for all waterbodies that do not meet Water Quality Standards after application of technology-based controls. USEPA United States Environmental Protection Agency Volume-Based BMP Volume-Based BMPs applies to BMPs where the primary mode of pollutant removal depends upon the volumetric capacity such as detention,retention,and infiltration systems. WQMP Water Quality Management Plan Wet Season The 2010 SU R MS4 Permit defines the wet season from October 1 through April 30. • -40- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Appendix 1: Maps and Site Plans Location Mop, WQMPSite Plan and Receiving Waters Mop • • -41- LEGEND / / % ` - , � ;7 �'� ��_ r ,� �••� PROJECT BOUNDARY BDRAINAGE AREA LABELS DRAINAGE AREA (SF) �� d r ��♦ ,// _ DMA BOUNDARY ;rs / A ' . y Nu -- EXISTING STORM DRAIN v� �t \ PROPOSED STORM DRAIN 1 r �f ro[Taa a ,yy -, -` /Try * _ -tT �, � \ BIORETENTION �� Ir- '6 ��\j'v�, T �11?♦ p ' ray —� FLOW DIRECTION 5YIM a 11159] \/\,i \ J cn P c � 04 v �l�A� E amp Y ♦�'9 � ,. 5.�� .. `{ INFlLiRAl10N BNP V 1 =• AfAA Oi�FSET f C `. DUA Dun 8-1 DETAIL B B-1 F • J !,IVY I C- - DMA ------------------- � I /DUAMIT SEE NEXT SHEET FOR DETAIL / v GRAPHIC SCALE IN FEET ti 0 2� • oq Kimley >> Horn PROJECT SITE ITE PV 2018 PLAN PROMENADE MALL BUS STOP EXPANSION M •� C-2 ff LS AREA: \ \� `X j 13; 53 `� �?I•"„ \tI�9.3 L 2,8C2F.0 1' x 4 � _ \ � ^ N y INLET MA � i/// /• � _ LL BMP A-1 /;•/,•// /// /� \ _ _ - - EXISNNG CURB INLET TO BE 110" n WITH CATCH BASIN W/ DRAINAGE INLET MARKET INSTALL(I)—CONTECH CAray BASIN STORMPILTER 15" CARTRIDGE / OR APPROVED EQUIVALENT ��-- DIST 12' PVC / /'STORM DRAIN POC 1 v / ! yy ._ - I q DETAIL A EQUIVALENT AREA OFFSET LEGEND 'Treated by DMA-C Alternate Compliance (Alternate Compliance Area) �..� PROJECT BOUNDARY OAi DRAINAGE AREA LABELS AREA DRAINAGE AREA (SF) lI DMA BOUNDARY MA MA BMP A-2 .1 --M— EXISTING STORM DRAIN EXISTING CURB INLET TO BE " PROPOSED STORM DRAIN 623.89 g}qg,9� REPLACED •MTH CATCH BASIN W/ :1 EE SE IN DRAINAGE INIET MARKER 1 ' I � PERVIOUS TO PERVIOUS (771 SF) LS AREA 34 of LS AREA INSTALL (2)-CONTECH CATCH BASIN p E%ISNNC GRATE SF(An IN STORMFlLTER 18' CARTRIDGE DR BMP 8-3 DRAIN ,,. DM,p,B„i MPRovEo EQUIVALENT IMPERVIOUS TO PERVIOUS ( 9 SF) EXISTING CURB INLET INSTALL (t) CONTECH ,. \\\ \ ,'.�.''®,•.`.'•., IMPERVIOUS TO IMPERVIOUS (6,769 SF) CURB TER.INLET STORMFlL - `[/ TO- CARTRIDGE OR APPROVED EQUIVALENT \ �� \' �` �` — -- / PERVIOUS TO IMPERVIOUS (3,621 SF) { A16- - -.. ----- BIORETENTION (1,149 SF) IRT —E TOPY_.DRAI ORCE-WIIN X sCTIM-aRAW-\— i FLOW DIRECTION / POC LOCATION ' ' LSAREA.._ ---LS-AREA:- - C y— �...�— — _ — __ — __ -- - -` a = _ p DMA TABULAR SUMMARY TYPE AREA DETAIL � NoMo° "2a414C "Treated by DMA-C Alternate Compliance • Kimley >> Horn18 JANXHIUARY IT DGRA10G s201N WQMP DMA EXHIBIT PROMENADE MALL BUS STOP EXPANSION - - - - - - - ---------- - -- -- - - . - r R07W R06W R05W R04W R03W R02W R01W R01E { R02E R03E R04E R05E F • I I { T01S 0.85 8 ; 'f• { { MiraLoma PE. �0'61 T 02 S RiversideN-orth 0so \0.68 . �.• { PigeonPass V . __ - _ _ . ____ _ ___ __ •0.55 _ . /0.54 -- ------- --- ------------ ------ ------- 065 RiversideSouth 0.66 { { 0.a5 0re0 0.75 0.70 MorenoEast 0 75 0:85�o T 03 S 065 Beaumont • y { �- O N\,p •�••r••ram• • { i i 0.88 — 070 ; { PradoDa \ 0.51 •.� ------- o so 06. 8 050 , _ PerrisReservoir 4 0,90 Lake Mathews �:0.887 Vistaran' `.�'� T 04 S GdeGS "r• \0.55 0.75 _ 0'95 ws . •7 .. 0.7A -- _ ___ __ _ _____ • 0.85,0.80 0.65 �. Sa nJacintONWS ty-, : �. 0.75 0.95 0 90 - m T 05 S oso 0.80 o so 1-.18 •, I 0,6s .. Idyll�wild 0,90/ -- SunCity __W 0.66%, , • { oas _o:as_ 0.70 • " Sant\Ana River Watershed 0.65 - - ` . r..� • � I 'Hurke Creek 0,' _•, •' --- — - i 0 70VJ T 06 S . ElsinoreNWS • y 1.)S • ♦♦♦ ��♦:r•f ElCarisoStation' �r�y 'I + 0:60• x Oxr. • /Or75 • ' 1' O�V 0,65 N ai Project Location �� 0.75���-• 0!80♦i r� .P=087 Santa Margarita Watershed �--- -, ;-I__+♦ - - — -ter 0., 7 0.65 h�`r s n » ,a u IsWildomai. aCrest`\080 0.52� SkinnerLake a � T07S » x » » n x j 1 . \ » » » » » » • 0.85 0.60 Anza �� •1.•• r •• O 0 05 0'70 0:65 •-•',• _.. { 1 \ 0.75 T 08 S ,, ) Rain Gage Locations SantaRosaPlateau 1.00 t T TemeculaNWS 0.80 -' y RIVERSIDE COUNTY FLOOD CONTROL AND WATER { i r• '�• CONSERVATION DISTRICT • 0.64 j Ay°a"9avalley R,07W 1 R06W R05W R04W 1 R03W R02W R01 W R01 E R02E � R03E lsohyetal Map for the 85th Percentile 24 our Storm Event - --- -___ July2011 ••• nand, Re. ;e .ti ,n e .Io •1k• nt, ;, y 1 U1 ILDOMAR h� eae 2X.ole IN , ►�IL� UNa o, re 1 nnnch � ' 9? ce¢k' �� ti i o C YA4 M y mS� ca�o�a / 1 - °ta l MURRIETA ?j' e v !! 1' ( I l vas Project Location �k ES 'Wale, / I 1 r- -r, •9 ? wnl I g '+t I s, 5 _ nza 6 Ur �a 1 e�tNdvs - wa - o°gyma� ' ,cTE r c*�4,IlrAA GARITA a`' NATERSWEQ' ,I Jn I ,`, - �"- AHUILr INDIA Aq A� j -n.hd •f �- - i. y ,I 1 Kt TI •«•«««.«•«•«««•• �i.� ,E °be Creek s CULA it 'v1 ;44'a4,f;,r JI • Tom, ► I •«•« S / / I J� l /Il 1 ` 1 vti , . ec *tly caAr mr ` / •• '�.• 'tom. '-.J , � �Pa s '"" .. )-.�. '�y� t • .l • ••«.• ;y i �` / A°1 — -- �. ram-- •� 1pJ1 \(','�yi dmtN �/a1M1 •. ?� l /�• hfiwk Rsasa., ... �• r�R� e//p >�... �--'• C/ y ••• �a Cl I-CHANGq I�;AlzR .7 1 1L. or t 1f - Culp -• r� " . ,71AN Il .IE wit 0 HORSE ,L d pit Culp � > -V'd/ easse— so Wee Legend A RIVERSIDE COUNTY BOUNDARY SANTA MARGARITA RIVER MS4 PERMIT AREA BOUNDARY er Q SANTA MARGARITA RIVER WATERSHED BOUNDARY I SANTA -�j II RiIEH WWATERSHEDTERSHiER5NED • The graphical and tabular information shorn on this document may be derived from a vadery of public agency and/or prnmle R RIVERSIDECOUNTY FLOOD CONTROL commercial sources such as Riverside Caunty Transportation and Lard Management Agency,Thomas Brothers Mapping, the ____ Stephen P.Taste Data Center.GIS Technology Center,Stale of Callomla,the United States Geologic Survey and the United States rt AND WATER CONSERVATION DISTRICT National Atlas. These sources may possess varying levels of accuracy and precision and this product is meant only as a gulde to the GEOGRAPHICINFORMATION SYSTEM relative position and scale of the depicted features. This GIS document is in no rase to be interpreted as fundamental or decisive for 3.0 Santa Margarita HMP Requirements for Projects Santa Margarita Region Hydromodification Management Plan Figure 7-SMR Stream Susceptibility and Exemption Coverage - Temecula Area Legend u`x• - �, crye]uecno Hydmmodificafian Requiremerds Seem 3usee"fity Type ❑3MN ponp6aafCby 41,ExenCf MN[10euevllOR , �i'!Sal CLY'q tl0.^Lp .PoG11Ge�y ES<FR NNCl3N[IOtlOM.IOVIIID J]O Liii P N3s<wiem d v v vm'• `a a� y 6 Project Location '.F it ChwwW Susceptibility d Areas Exempted from Hydromodification RequiremerAs S O0 Temecula Area-Santa Margarita Region Hydromodification Plan 0000110===Wes Rvers.de Ccuny Flood Ctt'.Vol anc 4Yatr C�serratlon disY'a Page 38 Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 2: Construction Plans Grading and Drainage Plans • • -42- GENERAL NOTES ABBREVIATIONS 1. THE CONTRACTOR SHALL N RESPONSIBLE OS THE CLEARING OF THE RIVERSIDE TRANSIT AGENCY ARCH' BEGNITECNRAL PROPOSED WORKMUST AREA AND RELOCATION COSTS OF ALL EAW 4 UOUTES. Beg BEGIN PRIM TO MUST INFORM THE CITY TI CONSTRUCTION AT LEAST 18 HOURS BW BACKFLOW PREVENTER AND METER PRIOR R BEGINNING G OF CONSTRUCTOR. PHONE: (951) THE C11 PROMENADE MALL BUS STOP EXPANSION BFP CONCBACKRETE PREYE��,ER 2 ALL WORK SHALL CONFORM WITH THE REWIREMENiS OF THE Cltt OF BOG BUILDING CONC CONCRETE TEMECUTA PUBLIC WORKS DEPARTMENT IMPROVEMENT STANDARDS AND CMG CURB AND GUTTER SPECIFICATIONS, DATED OCTOBER 2011.AND SUBSEQUENT AMENDMENTS. DEMO DEMOLITION DIP DUCTILE IRON PIPE 3. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER OR CONTRACTOR TO DWG DRAWING APPLY TO THE CITY OF WMEWLA DEPARTMENT OF PUBLIC WORKS FOR AN IN THE CITY OF TEMECULA, CA EG EXISTING GRADE ENCROACHMENT PERMIT FOR ALL WORK ON EXISTING CITY MAINTAINED ROADS. ELECT ELECTRIC AND FOR UTILITY WORK %T)N OFFERS OF DEDICATION FOR PUBLIC USE EXIST EXISTING FM FQUNDATON 4. ALL UNDERGROUND FACIUTIES, WITH LATERALS, SHALL BE IN PLACE PRIM TO _ FG FINISHED GRADE PAVING THE STREET SECTION INCLUDING, BUT NOT UMUED TO THE FOLLOWING: A I I Fill FIRE HYDRANT SEWER, WATER.ELECTRICAL GAS, DRAINAGE. AND FIBER OPTIC. •�� _ - J WTI FL FLOW USE � _ FTG FOOTING 5. ABBRENATONS Mi FOLLOW CALTRANS 2015 STANDARD PLANS AND THOSE � •" Y+J 't iT I� ` � II I NP HIGH LISTED UNDER"IEGENO' IXJ THIS SHEET. „ + \" + ' LOCATION. OF WORK I I II -- LP LOW POINT A. CONTRACTOR MUST NOT DISTIRB OR IMPACT THE FOUNDATION OR MAX MAXIMUM SUPERSTRUCTURE OF ADJACENT STRUCTJRES NOFTI , +' f W ' { "RING ROAD"� I I N.T.S. NOT TO SCALE IL W /// PP PERFORATED PVC 7. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS, .�: 6 7 R PROP PROPOSED SECTIONS AND DETAILS. DRAWINGS MUST NOT BE SCALED FOR CONSTRUCTION •.r R 1 R/W RIGHT OF WAY PURPOSES. �� \` Y ( , i RCP REINFORCED CONCRETE PIPE t �, �., EDWARD'S 1 PAID RANCHO CALIFORNIA WATER DISTRICT B. ME CONTRACTOR MUST VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR - R R L RSGV RESILIENT SEATED DATE VALVE TO STARING WORK AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES . • ' ' A1' R A'- �•� /1 CINEMAS I ' ' ED SIX OEWALH DRAIN OR INCONSISTENCIES BETWEEN THE PLANS AND ACTUAL SITE CONDITIONS. , R _A V �.A °1 ` , ♦•/ �/� TBD TO BE 0CURB NED LEGAL DESCRIPTION R �;' / Tc TOP cure M TYPICAL 1 A / UO UNDER GRAIN . A ^ x \ - // / VAR VARIES PART 0 LOT C AND LOT O OF THAT ,COON LOT LINE ASIDE, STATE NO ` " f - set PAO7-O333, IN THE GUYDJ OF 10. 200 0.COUNTY OF T NO.OE, STATE OF •R - / OHHUA RE RECORDED DUNE ID, OF AS INSTRUMENT RD ROOF-SAID CO W :: LOCATION OF WORK /� �w GRAPHIC LEGEND OFFlGAL RECORD$ 1N THE OFFICE OF THE CQUNtt RECORDER OF SAID COUNTY. •�L " �. "SHUTTLE STOP' � e R/W / ` / E-E- ELECTRIC ZONING AND LAND USE DESCRIPTION LOCATION OF WORK -F-F- FIRE "RING ROAD" / / N -FO-FO- FIBEERR ODIC EXISTING ZONING: SP-7 - TEMECULA REGIONAL CENTER SP-2W {/ --�- G- GAS SAWWT PROPOSED ZORNG: (UNCHANGED) / / / / `�/ '�' / -50-SO- STORM DRAIN LAND USE TYPE: PLANNING AREA 1 -MIXED USE EAST 66[ -5-5- SEWER PLANNING AREA 2- RETAIL COMMERCIAL CORE/SUPPORT RETAIL /'� / 5�m \ vPp PARKING 'I' ( ---w-w- q/W/EASEMENT BASIS OF SURVEY CONTROL I 97-�(<)y GARAGE 9p / 4r,; GEOTECHNICAL SPECIFICATION COMMIATES SHOWN ARE BARED 1.0 THE CALIFORNIA WORDINATE SYSTEM •: y �� F' / /,� (CC583), ZONE N, NAO 1983(2011.00 EPOCH) / / 11 1. ALL MMIUTY H REPORT ENTITEO "ULA, CALIFORNIA*WAS PROMENADE BEARINGS ARE BASEDCI TS THE BEARING BETWEEN CAUFORNIA SPATIAL REFERENCE , \ e , MALL MOBILITY HUD PROJECT. TEMECUTA, CAUFORA"WAS PREPARED BY • CENTER CONTROL PgNTS P4A AND BILL BEING N2B5523.3'E. } ,+ '1 , / 1. ` THEDIA GEOURMANMCHNI A: REPORT S. IS ♦ O,e 2. THE NOTB USED REPORT IS NOT A PART OF THE CONTRACT DOCUMENTS S AND ELEVATIONS SHOWN ARE NAV➢BB BASED ON THE ELLIPSOID HEIGHT AT CAUFORNIA ,� f'h�' \S \/ MAY NOT BE USED AS ANY BASIS OF BID.IT IS FOR INFORMATION ONLY. SPATIAL REFERENCE CENTER CONTROL POINT P477.HEIGHT.- 1099,530 FEET. THE `F; fA•�. �/\ / CONTRACTOR MAY USE THE MUDRMATON THEREIN AT THEIR OWN RISK. CONVERSION FROM ELLIPSOID HEIGHT TO NAV088 WAS MADE BY APPLYING GEOID 2A / / / STATEMENT OF OPERATIONS CONTROL FOR DESIGN AND CONSTRUCTION �f / / 8 "a� 1. RIVERSIDE TRANSIT AGENCY BUS OPERATORS HOURS O O 2. HOURS OF OPERATION: 6:30AM - S:WPM (EXTENDED HOURS TBG) POINT III ELEVATION NORTHING FASTING DESCRIPTION (. ,/ P Q- 3. NUMBER OF CUSTOMERS: N/A 101 1079.23' 2135120.93 6285960.32 PANEL ` / Q- �� 4. NUMBER OF EMPLOYEES N/A 102 IM9.23' 213g11.25 62B6551.11 PANEL v. - -'>KW`� 1YI' V � �" WORK TO BE DONE 103 1083,B0' 2135750.32 8286967.21 PANEL , T� GRAPHIC SCALE IN FEET / j- �q CD ® 104 107&34' 2135799.85 8287810.95 PANEL 0 50 TOO 200 / / ,FI� 4 y� IN ACCORDANCE WITH THESE PLANS THE SPECIFICATIONS, AND STANDARD DRAWINGS 105 10691 2136303.09 5287080.89 PANEL � / R/W S �' " �'N' LISTED BELOW. "RING ROAD" ALIGNMENT CONTROL STANDARD DRAWINGS POINT $ BEARING DISTANCE DESCRIPTION ALIGNMENT DATA 1. CITY OF rMEWLA 2011 STANDARD DRAWINGS AND SUBSEQUENT AMENDMENTS 101 Si426.84' FROM POINT TO Beg STA 10+00 DECLARATION OF RESPONSIBLE CHARGE 2. RIVERSIDE TRANSIT AGENCY 2015 DESIGN GUIDELINES (� FROIA POINT TO B STA 10+00 3. DEPARTMENT OF TRANSPORTATION STATE OF CAUFORNIA STANDARD PLANS 2015 Ix3 102 N4029b5"W 309J2' EDITION. HEREBY EXERCISES R THAT AM THE GE OVER OF WORK FOR THE PROJECT. AS C RANCHO CAUFORNIA WATER DISTRICT 2017 STANDARD DRAWINGS 104 N61.33'23'W 470.89' FROM POINT TO END STA 21+3B61 pp HAVE E%ERgSEO RESPONSIBLE CHARGE OVER THE OESIOI OF THE PROJECT AS 5. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION, 2012 EDITION. 105 S2215.01•E 302.13' FROM POINT TO ENO STA 24+38.61 `L "RING ROAD" DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSONS'CODE AND THAT THE DESIGN IS CONSSWNT WITH CURRENT STANDARDS. (NOTE: THE LATEST EDITONS OF THE PRECEDING DRAWINGS ARE APPUCASLE, THE O BEGIN STA I END STA DELTA OR BRIG RADIUS LENGT( I UNDERSTAND THAT THE CHECK OF THE PROECT DRAWINGS AND SPECIFTCATONS BY MORE RESTRICTIVE WILL TAKE PRECENDENCE) `SHUTTLE Si ALIGNMENT CONTROL THE RENEWING AGENCY IS CONFINED 10 A REVIEW ONLY AND DOES NOT RWEVE ME. U 10+pD.W 19+60.65 N 4B1718"E 980.65' AS ENGINEER OF WORK, OF MY RESPONSIBNTES FOR THIS PROJECT. J POINT III BEARING DISTANCE DESCRIPTION APPROXIMATE EARTHWORK QUANTITIES 19+60.65 23+31e1 [G52'Mi. 19" 411.2' 1 373.90 101 S6555'32"E 426.84' FROM POINT TO Bp STA IO+OD IAHREN KATHRYN YOUNG M7931 117� U] 2J+34.61 14+]8.61 N 3'49'O2" W 10J.99' CUT- 530 CY 102 N4029'05"W ]09.J2' FROM POINT TO Beg STA 10+00 NAME P.E ON" DAM Z gMLH'-HORN AND ASSOCIATES.NO. FILL= 150 CY O 101 N55T0'18'E 422.78' FROM PONT TO ENO STA 14+T7.27 rE "SHUTTLE STOP" 401 B STREET, SJUE 600 U 103 S5921.53"W 755.26' FROM POINT TO END STA 14+77.27 SAN DIEGO. CA 92101 BEGIN STA END STA DELTA OR BRG RADIt372.75- .1 (619)234-9411 10+00.00 13+72.75 N VISI'23• W 13+7275 14+34.07 o-87-50. 45" 10. OWNER APPLICANT SOURCE OF TOPOGRAPHY L01M9-1994 14+34.07 1N57.11 N 7059'23•E 14+57AI 14+77.27 6 38-30' 59" . FOREST Cltt- PROMENADE TEIMEWLA RIVERSIDE TRANSIT AGENCY COAST SURVEYi INC. BUIL,01N`7,4110£4FETY U2£RGRIXAp$fpnLE.MA•7 4D820 WINCHESTER ROAD, 120M 1825 THING STREET IM31 PARKWAY LOOP, SUITE B TEMEWLA, CA 92591 P.O.BO% 59968 TUSTIN. CA 92780-6527 � Kim ey>>>Horn (951)296-0975 RIVERSIDE,CA 92517-1968 (714)91 Cat w111 (951) 565-5500 DATE 6/2/2017 N I-600-LIP-6/1T R[NEWCO FOR COMPLUNLE vAIH ONLY 401 B 9REE I,501 TE 60O HT1f TR BISABlEO ACC£SSI8ILIIY SON OEGO. CA 921M O P: (619) 234-9411 IwG M'CPofMG DAYS.WFG2 YWW6 WWW.KIMUY-HORN CDM APPROVED 8Y Q3 CCWSFRUCIAJN ROOM W2 B/ R[Ws'Lw]' ACLD (HIE 8601 NOW 5G(C 5e6' D/axn By ChecAN By Omwirg Ib 15N-]CO [N=wai1T e`9 �Y YWNC L YOUNG L OZ.114F R. RECONMEWD BY CITE Ci9rr OF TEAfFCL/L.4 NFARTMEVIT OF PUBIC BURNS cw,n"�lo. veRncei onrvu: A afi ay,A„Iw 4 Pbm HgxnR.f ih".SuperWslan 0/ -- Q cur woR6 on ulcn SAVN Ox R ACCFP20 Br- AS a .T C-100 Q Nuo9lnFAs 99E a RIxG RDAs X"..Als INDICATED xe aTvu PA 17-1447 - PROMENADE MAIL BUS STOP EXPANSION E NYPX nox w'x�RwE.u(� y � LAUREN K. YOUNG Oofe U/tT/2Ot7 XAGI�RF V_ 41CS No,4t°-C1z""/'-'"`"CEP 'i' KEY MAP & GENERAL NOTES 2 xmm cc[n FPI 6'AmC ROW. .p <Inl Rt.[ No.Mzv 1 Wls compx ESTABLIaHEO FROu srAnc t I/N.a QyWWd' / 9ieel 1 M68 OBSERVAl1IXlSTt B ECF5.5 N/A RC.f &..C67932 � _� AnAI "I I'll, ,i. I mn "I "I III nnn nz1 GENERAL NOTES GRADING LEGEND 1. SEE DETAIL G ON OWG W-301 FOR SW UO TO ——1082—— EAST MA CONTOUR AEG 1068.11 FINISHED GRADE ELEVATION 00MN-SPOUT CONNECTION DETAILS. / Y. Y SW UD TO W INSTATED PER CITY OF TEMECIIIA 2011 STANDARD N0.303- 'UNDER ----106'1---- EAST MINOR CONTOUR ,-R A-L STATION/OFFSET 1066.12 FIAW ME ELEVATION GRAN PIPE. / J. ALL 6TATION/OFFSET DATA ON THIS SHEET —1W7— PROPOSED MAJW CONTOUR 1pW.12 i0P OF CURB ELEVATION FOLLOWS THE 'RING ROAD- E ALIGNMENT. SEE DWG G-100 FOR AUGNMENT DATA 1067 PROPOSED MINOR CONTOUR FG 1W8.11) FINISHED GRADE EIEVAlIW D.SOS SLOPE MATCH TO MATCH EXIST BIWE1EN00N FAOUTY /YR 1086.12) FLOW LINE EIF/ATdI TO MAT0H MST �(TC 1WS12) TOP OF CURB ELEVATION TO MATCH EAST aEAST LAZY DOG PARKING RESTAURANT GARAGE w 3 I i1 V y - w \ p m - G 106fi.65 G 1066.79 WATER UTILITY VAULT. SEE T 1 6-, EXISTING CURB INLET C 1066.81 WET UTILITY PLANS A = INSTAL CONMCH F0 IW].)e a — STWMRLTEN STEEL CURB (TO 1086.55) C 10136.94 3'SW UD 3'SW UD INLET i8'CARTRIDGE W Y SW UD tOBS11 tOfiS02 FG 1W2.n - --�_ - _ 1 - _ — _ T� PER DETAILINO, DWG GD�303 �+ I C iW)28 fG 1Wfl iG 1066 FG IW].94. C IW].9z j / 4 5 7.6 AD66 G FG6106].85 F - J - Da95 v 8 _ _- - - - - -- - — �_fff—�_6 T. A�o 1 T1 \ T � _8 J r. FG 1066.8 NV 1W].40 L ED TIC 1WIC I Tc IW].]8 TC 1068.W (FG 10fi6.J8) --((FG 106658) TC 1W].Ri pFF:Jz.26a __ PRIVATE 61REE4 O'er o jo _ - L (TC IW6.BS - '� _ o- 10117.01JI. TG 1W].35 - INV IW]-S NV 1W].31 + / c- __ i - • OU _ r _ rc rosT. tOfiB.B6 HP 1W].O ---- T 61WF.W STA 1518141 TO6 OFF:228AT p RING ROAD r6 A _ __— __--_ —+— _ _ __ _ __ _ ___A SO _ _ iShW - - - - o - - . I 'RING ROAD' w" s 1065 - -E E - -- -- --- - z -106R r. I 'GO o L019--1594 uarwRaAosERRc6aeRr BU/LO/NGANO SAFETY Kimley>»Horn ��� "s'° 0 �20 .E ral FAF ME 24 FOR CONPLNNCf NBN Id00-41IZLSS RTLf N Q'S48(CO ACCESABHBY ONLY N 401 B STREET, SUITE 6L: 6AN DIEGO. CA 92101 h P: O(619) 234-9411 RYO WOMF46 61 Y5&i[I�YGU p4 WWW.XIMLET-HORN.COM '�P'PoRD BY' O OD'IN AN REOPF0 DUE (R /RMSI(A5 AEOb MR ff/WJI AIIRtt SG(f SEa: reN-:DD [„.19w n p9Tm1 0egne0 OUN ""eO B' C/TY OF TEMECULA afPARB6•NT or nreLK xewxs i� ca.+tu+e- WRnGL DANu aW169 E. �' YOUft NG L YOUNG L OSBOPN R. RCCpaW9D(D BP CaIC_.. _ ti 1e'caNu �. Pbs PrWOM(AVM SWC�¢"al 0/ C at sass W calve 6a9N GN iF ACCfPRO BY' OARS xoxlNEasl sce os RNc Reap arosre r.1D' -� 17-1447 - PROMENADE MALL BUS STOP EXPANSION GD-tot THE .1N 4TW wIN PRWill.uA1LAUREN K. YOUNG L1010I1/t]/z0l] N"Kf 1X01M$PL '� 2 a,rc romProla NOisies viEo rnW sync Rm°s'1p' a4q 6>`# artcrarcPac Fors i Tn�rxe�nrra Ei GRADING AND DRAINAGE PLANS .0 tlnl R.C.C.na M1zI CBYNWTWS l0 CSRC SIATCHS PO6. R/A sDU1 R.GE ND.CB]93z RING ROAD smq 1yw PN).WLL!ELFS GRADING LEGEND GENERAL NOTES -1067- - EXIST MAJIM CONTOUR /-FG 1068.11 FINISHED GRADE ELEVATION 1. SEE DETAIL G ON DWG GD-301 FOR SW ED TO / DOWN-SPOUT CONNECTON DETAILS -1067---- EXIST MINOR CIXJ1pUR 2. Y SW ED TO BE INSTALLED PER CITY OF �R 1058.12 FLOW UNE ELEVATION TEMECULA 2011 STANDARD NO.303- 'UNDER • _ SIDEWALK DRAIN PIPE." -106>- PROPOSED MAJOR CONTOUR TO 1W8.12 TOP OF CURB ELEVATION All STATION/OFFSET DATA ON THIS SHEET FOLLOWS THE"RING ROAD" E ALIGNMENT. SEE tOfi>- PROPOSED MINOR CONTOUR OMC C-100 FOR ALIGNMENT DATA 4.59y SLOPE /l(FG IWIET1) MESHED EADE OEEVATaV TO MATWST BIORETENTON FACILITY /-(R 1068.12) ROW LINE ELEVATOR TO MATCH EXIST /-(TC 1068.12) TOP Of WRIT ELEVATION / TO MATCH EAST I I EAST PARKING I . GARAGE REMOVE EXIST SO INLET G IMBUES FG 1067.5 3'SW ED -EXIST WATER to BE .67 FO 1067.56 REMOVED. _ G tO8J.40 _. -_ - G 10fiZ20 3'SW UO _..I - 3`SW UOJ -- NV 1086.1 J- -.. C 1066.62 -. G�B60fifi.5 FC tO66J5 _TIC 108 (TIC 1088.]z) FG 1067.57 3" SW DO G 1067.21 J' SW ED (ED 1068.94 ((F 1066.32) SEE MET Unutt PLANS G iC8].fi3 FG 1088.83 (FG 1C88.B8 (FIG f066.42) F� EXIST EASEMENT 3 SW DO - G 106].a] TC 10688 t I (FOREST att/att Q TEIIECVLA) g O.a5OL I \ V f066.8)04sS NV 1056.60 Lim 50 EE osos TIED 11066.47 \ -_-- of NV 1087.02 ) FG ING.8 _ I/-(FG 106657) o f >106> O `REMOVE EXIST SO INLET a523' r + w L- INV 1085.9 TC 1088.59 TC 1066.66 K T T�T�> \\ REMOVE EAST 18' RCP ED o / • �4,494 \ OSfiR EU 1.3Ox .! S /` is 1o6sn - .I- --% BE- FL 1066,21 1066.85__1 R 1066.J0 FL 1066.42 FL 1065.96 it tOB5.B8 �� ---- 1065.90 TC 1068.90 _ - - W' m66.D G 106640w LP 108584 Fc ...>~� -. FC f066.45 W PROPOSED WATER. 6TATB+BO. 3 'T �/ ��CAP ENO %06T SEE MET UIIUIY PLANS. OFF:2fi.00L TC 16.8 (ED tOfi6.50) % \ FG 1086.34 c -Gp-sD so sD _ ws RING ROAD" ��p - - sr, {W�eO /Cs / -_D 2+W_ 304 ST AND RD AI AGE NLET%1ARKER O ' - - - ---- Go -_.- - =- �- - INST C TCH BASIN WiN 2 G4AlE5 PLANS INUSUG �RXS L _D RING ROAD_.. - .__ ;G SO sc So suPER.��T^IL,rowc co p JNSTALL.SBY ua.o-�a+�aPLgR.5J03 FC _ _ OR 1066 - _ Al :: - - _ - - 1069 .. 1 �__ �. - - c I __ J i L018--1594 BU/LO/NGANO SAFETY MrceRLawmseRnc6awT o Kimley>>Horn ti 0��5C 51001N 20 lNl TIX/.FIRE • �2. RENEWf0 FOR COMP(WYCE N9TH IABOSIt-4lSS H B sW 600 ME 24 DSQ ED ACCE54RLNY ONY SAN DIEGO CA 92101 N P. (619) 234-9411 APPRJKD BM O WgYffiq. mlORFNA`&G WWWKIMLET-NORN.COM O CONSTRUCT.RECORD avE Nr RLNSphS RLY'0 wE I BENCH MWj/AO' SELL O"r By Omm BY CM1eHM 9y Oio+in9 NP_ ppp{651 C/TY OF TEiL1ECUL.4 BEPARIdFNI OF PU&IC WDRNS LV 16M-xa9 FL-106]1Jyy 6 �y YOUNG L Y0U C L OSBORNE R. RECOUNEWO BY GATE CmlrcF KR11CM OAi(IM: 1A FI H ♦ y�� plOn{MgaM CN�I$'uPCmSMn IN Q CVT«ass oR FIFO 9Asn on .-", AcccP>EB Br wTE' WT A 17-1447 - PROMENADE MALL BUS STOP EXPANSION -toz O Intpe[b TMW INEASi 4M Ci PMC R0.LVP09iE NwT6AgcnaN reTR PRauexAOE Mu\ wmnv LAUREN K. YOUNG Oo1e11/1]/2a1] A.aWMS PE dtTR AOCESS Of OF lNE x G"O '+ °Rc1O' GRADING AND DRAINAGE PLANS EsTe MIEO FROM SOUFO CP6 'I}j4.CIY1L�! RCE xo. 4422J Ga66ERVATONST CSFC Ecfs0HS P476. 4'CM\1 RCS. No.C87932 RING ROAD SMN150(55 - nnnl nrn nan nni n+n non nn> n1n non nw GRADING LEGEND GENERAL NOTES 1067— — EXIST MAJOR CONTOUR /-FC 1088.11 FINISHED MADE ELEVATION 1. ALL STATON/OFFSET DATA ON THIS SHEET / FOLLOWS THE'RING ROAD' CE ALIGNMENT. SEE DWC G-100 FOR ALIGNMENT DATA ----1067---- EXIST MINOR CONTOUR ,{L 1Oe1112 FLAW ONE ELEVATION 2 RETENTION VAULT MUST HAVE A MINIMUM / CODER OF 61. —1087— PROPOSED MAJOR CONTOUR 3. CONTRACTORPAVEMENT MUST REPAIR THE PARKING LOT �TC 1088.12 TOP OF WHO ELEVATION PRIOR T T TO MATCH THE GRADE EXISTING —1057— PROPOSED MINOR CONTOUR PRIOR l0 THE INSTALLATION OF THE REIFNTON �(FG 1068.11) FINISHED GRADE ELLVATON VAULT. 4. CONTRACTOR TO VERIFY LOCATION AND 0.598 SLOPE TO MATCH EXIST ELEVATIONS OF EXISTING UTIUTES AT ALL BIORETENTON FADUIY /-(FL 1068.12) FLOW UNE ELEVATON CROSSINGS AND CONNECTION POINTS. TO MATCH EXIST -(TC 1068.12) TOP OF CURB ELEVATION / TO MATCH EXIST A-]'X15C&S RETENTIONSTORM VAULT(2940 CF) TOP OF VAULT: 106222' \1 / N PER OIDC OR E STOtRCAPPROE SCE-]FL (FG 1066.66) CLAMSHELL OR ENGINEER APPROVED EQUAL BOTTOM OF VAULT: ID65.22' f � PH I (FC 1065.59) (FG 1067.19 , ��\ (FG 1065.81 (FG 1066J5)- \ `(F6106546) I f / 6'IXEANOUT j / V If INV=10867. �` ���+ / (FG 1065.54) / I A �FG 108].03) �'f 4r EXIST 36' RCP •I ` amp C-1 6�� (FG 1065J2 \ PER PA06-0293 JL CHECK DAM (FG 1066.14 �� O�1N FG IO6S9])/ ` IYYY (FG 1666.40) (FG 1056.22 _ FG rt Sa5) / INV=1aet4Y I FC 1065.50) Cr -, xsC x ---��-IN.O= SS39' F �(FG/065 4 .55) x x CHECK 0AM ¢L 10fi7.10 ��\ F FG 1066.18) -- >.(PC 106].O T 7 ---- � (FG 10658]) SAWCUT (FG 1066.25) (FG 1066.15) / _ �� 50 �\ \ PC 108].03) (FG 1066.16) _ - - / L . `..� 6"OVERFLOW RISER (FG WB].O6 _.------ I -I— 6'X6"PVC TEE 6" CLEANOUT �S FC I08].O4) / I?)NW1061.62' IHV 1061 59' 6'OVERFLOW RISER RING ROAD RIN=i085.48' _ul - / ` I � 24+W 24439 - so rL "RING ROAD _ _- :EXJST AB'RCP { _ �-11 =a;�i _ SO SD TI PER PA06-0293 CONNEOT TO EXST WITH INV=1 L V z \ -----AILYliTA-T£E-OR APPROVED EQUAL - O ti U 2 O STORM DRAIN DATA TAKE U PIPE NO, Siff MATERIAL LENI SLOPE BEARING/A RADIUS Qi 8' PP MW 0.501 SW'28 3I.14•E 2 e' PPO.SO% NW 31'04.4YE L919--1594 O3 8' it O.SDIE 1T 05'n08' 386.22' wccecaann s2xn(F NERr O 8' 0.50% N3'62'34.9YW BU/LD/NGANO SAFETY Kimley»>Horn O 8' O.= NY ST 31.INYW O GRAPHIC SCALf IN FEET � y 0 10 RENEWED FOR COURIANCE WRR p . [A/L MIFR£e 6 8" 0.5Bf SBB'OT 25.02'M RRE 24 DIS4RLE0 ACCESSMIN ONLY N I-000-4ZT-GISJ sat B s1REE1. sm TE 600 ] 6' 0.]9E N88'07 RS02'E SAN DIEM.CA 92101 O P: (619) 234-9411 MOWC9flNG b1Y56F1[WE YIXI LYL W KIMLEY-HORN CUM MPROV£0 @Y' b p CpISrPo/C M RECORD NNE BY RE1Nd.5 ACCD 011E NK MARK N/A fiU(: IksNnM Lh Drorm fiy LhmiM NN6srrC/TYOF TEMECULA DePARwENr of Pueuc woRxs �� i� YOUNG L YOUNG L OSSORNE R. RfCL1NN£AXO AI LNrEPlant+iePo'n1 lmJer Superviaiw oI R ACCEPTED en MiE�y" Ns IOflR s 61/A6 wnvu Pl PA 17-14R7PROMENADE MALL GE STOP E%PANS�ONHMPIACLAUREN K. YOUNG Dote 11/t]/2o1]rntx cass wr a+Nez eoen � N wrnaercxec Ww.s °"`"'""" i GRADING AND DRAINAGE PLANS eaLlsnso moN s.nnc ws 'Dq/.CIVIL 6p4 Rc[Na.41223 tV arALM RCE. 1..Ce]932 y RING ROAD- � n n., n1a ;n / mn Ann now mn nnn nza GENERAL NOTES 1. ALL STATION/OFFSET DATA ON THIS SHEET FOLLOws THE"SHUTTLE STOP"rk ALIGNMENT. SEE DW G-100 FOR ALIGNMENT DATA. MALL GRADING LEGEND / ) BUILDING FG 1064.92) FG 1➢65.05) - -1067- - EXIST MAJOR CONTOUR ` -- FG IOB5.16 ----1097---- EXIST MINOR CWTWR FC 1 084.6 8 4 FG t065.22) - , - -- G 1085.17 -IN - PROPOSED MAJOR CONTOUR + SEE DETAIL W THIS SHEET -1087 PROPOSED MINOR CONTOUR FG 1064.02 (FG 1085.19) FOR CURB RAMP GRADING ---------- GRADE BREAKFGO HOBS. 1SY3 FG 1065.17) 1054.8 FG 1 U64.72 FG 1065.2J) FG 1061. FG 1G64.B2 1 TC 1065.10 4.09E SLOPE FG 1064.E i I. Qx�j` ���qqq FG 1088.11 FINISHED MADE ELEVATION FG tOfi4.82 - \\ INS FG 1065.1E FC t `AFL 1068,12 FLOW UNE ELEVATION o64.B1' 1C t085.1] 'I / FG 1064.84 A�9 R 1054.73) _ ��� nj �TC 1088.11 TOP OF CURB EEVATON FG 1064.E FG/FL 10644 _ __ ��� . l {(FG 1066.12) FINISHED EEVATON FG 1064. TO MATCH MST FC 106474 TC 1054J1 FG TOfi4G) !(fL10 .12) TC �ADON TO FG1054. MATCH MS TC 1068.12) TOP OF CURB OUVATON TO MATCH MSTUTUTY CROSSNG TC 1064.7 SA UT FG mel. 4-1C 1MC20 < - 408406 FG 1064.7 CEIrR0 R�ET lP: G63.0��9�F9 jTA:13+B6�1 'omIiwyi REMOVE EXIST INLET AND INSTALL CATCH BASIN W/t GRATE PER 2012 PUBLIC WORKS STANDARD PLANS 311-3 AND 304-3 AND yyy Z 1 D.S I I0 tW4.T5 DRAINAGE NUT MARKER PER DETAILTEE O.DWGCATCH GD-303. FO 1064A FL 1064.02 INSTALL CWR A ROVED EQUI STEEL CATCH BASIN 16" FG 1005. _ C 10fi5U8 \ FL 10fi4.27 CARTRIDGE OR APPROVED EQUIVALENT. TC IO64.Bi 5.0 4'LANDING NORTH FG 1065.17 I� I G 1055.08 WEST I PARKING G ID64.84 TC (FG tO64.W I GARAGE I >r 106&13 11064.55 I \�y TC 1064.90)I I ID 1084. F6 HOST.) TG 1065.0] Cl- F- tl I ti CURB RAMP DETAIL I � U LO/9--1594 9U/LO/N6AN0S4FETY GRAPHIC SCALE N FEET Kimley>»Horn N D 10 20 • [At Ipt'WE �nY :e N a� E BUUN/ON,r 15004224133 401 B STREET, SUITE 600 SAN OECD. CA 92101 O P: (619) 234-9411 AO Mp'd"d4 dIS EFME rtV R6 WWW.NIMLLY-NORN.CW APPMJ4E0 8Y' O CCxSNRuIIN.W RECORD drz BY RfM ACCb di( BEWN MM611NOXAM SIt: Lknvrxd Br Gram B/ CMtl:W B, d6xvl9 Abe/ T6H_R60 a"10eT.1+ C/TY OF TEMECULA a�PARBaA•r of week mains 0 OI&6xiu.� NAwa6 E. YOUNG L. ORNE P. RECOMVUroTD fp G'rfGutc4ACCCP20 BY Ml!. CO-201•ee Ir urn s ,PAX.Tex rcPA 17-1447 - PROMENADE MALL BU$ STOP EXPANSIONLAUREN K. YOUNG Oofett/1]/2atT �g11N AUD�m S xc REM. ° ry R.ct.xP++22JGRADING AND DRAINAGE PLANSeenww GRV710i OI C STATWS'4"'ECIS, o-a'" R.CE. &..M7932 SHUTTLE STOP 9:eef��eL nnu n+n ,ran nnv n+n ion nay nm eon n]+ FEATHER ROCKS AT ALL CURB INLETS AND OUTLETS. THICKENED CURB PER a DO NOT BLOCK OPENING. DETAIL E THIS SHEET (2- MIN TRANSITION) VARIES, DIMENSIONS PER PLAN S. • THICKENED CURB AND 6 MINIMUM x PARKING LO A GUTTER PER DETAIL 0 OVERFLOW RISER TYPE •A-&' CURB k GUTTER THIS SHEET m J• PLANTING/ ROC K MULCH TER STANDARD DRAWING NO. 200. PER CI TT OF IEMEWIA d PER LANDSCAPE PLANS a DEPRESS GUT a 1" AT OPENING SAWWT MODIFIED AS SHOWN i 'A F ��. AS SHORN LtlJ PLANS 000 O 4:) x h:1 O Op O --_— a \ ' < 0 O d a O ®� Q - ,d ° LINER ATTACHMENT d O 0 �I PER DETAIL F O 00 O O 00 Q O O 00 I� Y ° d a e F 1D THIS SHEET O �K1 = d O em J N PAVEMENT SECTION e a ° d 6• f Pt NG/ROCK e PER IMPROVEMENT PLANS MULCH PER IJNER ATTACHMENT PER e e e - LANDSCAPE DETAIL G THIS SHEET - AGGREGATE BASE 1L PUNS P) _1 36'ENGINEERED SOIL e 4 3` „I 12'BENCH MEDIA M71 30% �� FIAT BOTTOM T( ) PORE SPACE • F ��: m SECTION D—D d i LANDSCAPIIN FLAN. 30 MIL IMPERMEABLE LINER BY THE - i9 (j/ d 1._e•LINER COMPANY OR APPROVED EQUAL (NO PLANTING THIS DETAIL D — THICKENED CURB & GUTTER / °/ °(ALL SIDES OF BIIXVETENTON AREA) / AREA) N.T.S. 5• PVC PIPE A CRUSHED STONE DEPTH ® ® 12" MIN I ,e•SMAXYSTEM PLAN VIEW PERMAWIO SYSTEM OR (( APPROVED EQUAL(95R i0 STORAGE VAULT ® ® MIN V010 RATO) 12" TOP OF T1ICKENEO /P CE01£%ILEERMEABLE FABRIC EXISTING SUBGRADE /�j��// LOCATION AND R=k" CURB k GUTTER SEE DETAIL C TC PER PLAN I (TYP-) TOP OF CUT SNUG LE INT30 LAYER ROCK MULCH L LAYER MIL C/ PASS PIPE THROUGH. I PER LANDSCAPE PLANS SEE ABOVE RIGHT fi 6 0 6" PVC PIPE SECURE FABRIC • TH DETAIL A — 310FILTRATION BASIN SECTION To p M 12"12• ChG C6:G EPI PIE BOOOO T OR APPROVED N.T.S. TRANSnON 9- TRANSITION EQUAL 1' MIN ROCK 2'MIN ROCK iRPNSITQN TRANSITION 1. Ts, i. THICKENED CURB Y GUTTER PER DETAIL D ON Y41SO SHEET. REFER PLANS FOR SEE LIMITS OF THICKENED CURB B:GUTTER. CONCRETE PARKING LOi DETAIL H 2500 PSI O O Q O O O R=d' DETAIL B — CURB CUT INLET LINER ATTACHMENT PER I T RIP OF FABRIC TO BE AT DETAIL F, THIS SHEET(TY TRIM LINER R. TOP EDGE N.T.S IN BOTTOM OF 3' MULCH LAYER OF RAT BAR. SEAL TOP EDGE OF FLAT BAR 6. J• PLANTING/ROCK C de 3• PUNTNG/HOCK F�• ]" CRUSHED STONE MULCH LAYER PERd 00 MULCH DYER PER H LANDSCAPE PLANS - GQOO LANDSCPAE PLANS DOWNSPOUT, SEE B10FILTRA70N BASIN PER O d Go,, Q ARCH. DRAMNGS DETAILS ON T115 SHEET eOOSPLASH WARD °. c 2-.Y°" STAINI£Ss STEEL FG DF_TAIL C — 6" PIPE OUTLETd EPDXY SET ANCHOR 4• 2-' N.T.S. 12' O.C. da 14•CURB6•PIPE d e90'ElBDW CALUMINUM RAT DETAIL G — UNDERDRAIN ,n VE d - BAR, 2• MOE Q, ' d° N.T.S DETAIL E — THICKENED CURB . .d ® DEPTH U 3. OF 3" CRUSHED STONE 30 MIL IMPERMEABLE PVC LINER BY THE N.T.S LINER COMPANY OR APPROVED EQUAL WIN HENRY'S NET PATCH COMPOUND THICKENED CURB h (HE200-WET PATCH®ROOF LEAK REPAR) LAM--1594 GO TER OR APPROVED EQUAL APPLIED DIRECTLY TO THICKENED CURB OR SIDEWALK EDGE PER SPECIflCATIQNS. DETAIL H — PERMAVOID PIPE PLACEMENT BU/LO/NGANO SAFETY waxeRnna s'cRWCEaexr DETAIL F — LINEAR ATTACHMENT co Kimley»)Horn N.T.S. N.T,S. TALL rtec FlWE RRE 2 lll�ACC� N&LiY Or,,.r I-B00122-4/TT IA B STREET. SUITE SAN OIEGO, CA 92101 P. (619) 234-94H IWO A'tM.'M'4 LbY5 BEFG£YWCIG WWW KIMLEY-HDRN.COM APPROlfO BY' CbVSIRLCrKW REGCRD Mrf BY M1{YRIM'S ACC'0 p1IF BENCH MWM SC4E SEN: 1pu" Oesi9aaR BY dawn tl CAMN By Cronin9 Ab iBu-zoo [L-1ae11i p�A v TOUNGL YOUNG L 05ROItNE R. rrLcoMVEhnEo er Lp,E.. C/TY OF TEh1ECULA OEPAarMfNT or PU&x lwarr5 vcnnenl oniuu: unwBe Iq„}nly FSVI Przyrea 0Me Sapm Or - - Q aT avOsc Ca cATa RAO.ON - ACCEPTS Br ws_ PA 17_)gq� _ PROMENADE MALL BUS STOP EXPANSION cD-]ot O mwamHE! TaR NHNST s0E Or RN ROAo OPPosIrt As INDICATED w®ns 6 LAUREN K. YOUNG a e. "r cm r crnrrn '( I�T E OKH,A, ON Om FROMO,.1 Mau Oefe 11/t�/20t� wTR ACCESS LIT GF w 11 IIOAo, N+� ° cI'll ° R.C.E.M.MK221 ii GRADING AND DRAINAGE DETAILS Z dole co.+yo ESTAeusnco FIOK STATC GPs - ORNERVIIINS TO a C STATIONS Pn5. N/A O QLL AGE. Na. �'� wn.MN A ads caS932 \'__.� RING ROAD snnl tg or5g R n nn: n+n n 1" 'In AOn "I In nOn n]Y 12' $+' GALVANIZE STEEL PLATE O O LIB ' ORIFICE Z� OPENING OUTLET ORIFICE PULE SEE DETAIL J THIS SHEET. 4' ` 96 HOLE (TYP) O 2' a, L FL OF ORIFICE TO MATCH R OF 6' PVC PIPE DETAIL J — VAULT ORIFICE N.T.S. DETAIL K — OUTLET WEIR WALL N.T.S. STORMCAPTURE MODULES BY OIDCASTIE PRECAST INC. INSIDE DIMENSIONS: 7'W x 15' L a Y' U. Vq.UMESYSTEM -12826VMT 0CUBIC FEET ---- - --- -- --- - I V-D' OVERLAP (Tw) Y 61 PVC i -----------------L----� -- 3 O.sa% 4' L� INFLOW FROM BIORETENTON ( )� J L '�—INV=1061.4Y 6' OPENING FOR 6" PVC, INSTALL AND GROUTED IN PLACE SO' ANWAY ACCESS ` I I //,�CEOTEXTLE FABRIC Il O NEOPRENE GASKET I WALL AN NDPLATE t� I I I I I - -- 1 - - -- - -- - --I L- - - -- - - - -- - - -J 4 I I 6' PVC I L� Z QQ OUTLET CONTROL NEIR,AST SEE CAST, N MIS SHEET. J SUPPLIED BY SHOUTER£PRECAST, INC. TL 0.72% INSTALLED h SHOUTED IN PLACE 6" PVC L---------------- --�-- OUTFLOW TOSTORMDRAIN fi"P ]. ti j 15' INV=1055.39' B' OPENING FOR 6' PVC. Z •)' EXPANSION ANCHOR WM INSTALL ANO GROUTS➢ IN PLACE 12•~ WASHER AND NUT. L019--1594 NOTES: DETAIL I: CONCRETE STORAGE VAULT 9U/L91W.4*0S.4FETY uvorxaw,mc s:av;F UER] 1. PROPRIETARY UNITS SHOWN FOR INFORMATION ONLY. ENGINEER N.T.S. Kimley>»Horn CONTRAAPPRO`CTION EQUAL MAY BE USED. Z. CONTRACIOt SHALL PREPARE SHIM DRAWINGS PER DETAIL FOR OJ APPROVAL BY ENGINEER PRIOR TO ORDERING,CONSTRUCTING OR REKITIiO FOR COUBCUNCE NTH [NL iIXt tA4 WSTALLAG UNITS rME 24 0154BLED ACCESSBILNY ONLY 1-806422405 3. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 401 B STREET. SUITE 600 Ln SAN DIEGO, CA 92101 p P: (619) 234-941T APPROVED�.. IWp WpIfMG INYS$fP'EYp/gG "W.KIMLEY-HORN CUM LCI LCWSIRUCI.tlN RECORD q2 By RENSMNS AccD qTE eENLn MIRK SL9t: gsyned By Pown By Cne�A`A By LMI m,AT, sgLc AppFES51 C/TY OF T.AfZ !LA DEVARTUENT OF PU&IC +0IKS reM xoo Et laczt] 4 YOUNG L. SUNG L CSBORNE R. R[CBMN[NBfO BT 091E W (MIaHa, VFATE1 Al.o : HAAAA I9a1rnW � " P pgns pmG MiEP/s ~ nb m e cF 4va55 P N. 9A9x ON €• ACCfPIEO BY' P1IE CO-302 O M. 10 NcxT1IFAST soE rc Rrvc A.A.aPPwTE As INDICATED N,rani s M..AG rc PA 17-1447 — PROMENADE MALL BUS STOP EXPANSION El Ex rvTERSFcnoN MTx PxaucxAnF MNL a a LAUREN K. YOUNG Dote tt/t l/2O1] �rnks GF Fusloxrs/RR'cvsaEra I� mTH ACCESS aFF a 1NEz eoAo. n.em uvn XCE no.44223 GRADING AND DRAINAGE DETAILS 2 A°"Lbrvphl.e o9s RVATS s?o csac sr noxs aAn. �N'Ea GutTN -m; P1]].®LL k Ef55. N/A RGE. No.CB)932 RING ROAD snreLa w59 n nA� n+a III nn] n+n 111 117 111 111 111 6'810FILTRATiON CLEANOUT TOP OF CURB PER DETAIL M, SEE THIS SHEET PER PLAN b" BIOiTL1RAT0 b"BIDETAIL M. S T THIS UT OVER RISER PER DETAIL N. SEE THIS SHELF TOP OF CURB 6" DOT IRATIOf 1}" CRUSHED ROCK P P So Cw INS PER PIPN SEE PLAN PER PER PUN OVERFLOW RISER OVER FILTER FABRIC s TOP AN CURB DETAIL M,THIS 41 MAXIMUM SLOPE, PER PUN SEE US 115 NW BY US PER PUN SHEET SLOPE AS NEEDED CURB CUT INLET DUAL M. THIS FABRIC INC. ry 6" z PER PLAN SHEET _ — — — $ TOP E CUR PER PAN —— — _ — RIM=tO68.OB' RIM=106S.48' z i fi" 6" PLANTNC/ROCK 'o OS OS 0% MULCH PER — - • .: ..'- .. 4:1 NAJIIMUM SLOPE. LANDSCAPE PLANS 8" SLOPE AS NEEDED BI R =mF S SOIOL L PER sPECIFlCATIONS A BI SOIL PRETN R BI SOIL PREN R Ham' 4 SOIL PER SOIL PER SPECIFICATIONS SPECIFICATIONS S a 8'MIN fi' MI PERFORATED PVC 0.5% NON-PERFORA 0.5% G5% o.sz 0S% 6. PVC � S NV=10fi1.B1' INV:1061.52' "a TEE 10 INVs1061.59' RETENTION VAULT ETE CHECK DAM SEE DETAIL L, PERFORATED PVC THIS SHEET RISER MATERIAL As DETAIL N: BIOFILTRATION FACILITY SPECIFIED(PVC OR N.T.S SEE CONCRETE PIPE NOTE 1 CLASS IV) 12' HECK DAM DRAINAGE GRATE WHERE PER DESIGN PLANS APPLICABLE • NO DUMPING 4" BLUE LEVERING AND IMAGE PIPE SEAL a� ON YELLOW ANENT BACKGROUND 12" GASHED m RI USING PERMANENT PAINT FINISHED GRADE +��® GRADE ENGINEERED fi"SCH40 SOIL MEDIA RAINS TO z PVC PIPE OCEAN TOP OF CURB R-4' z 6" SCH40 45 _f OW PVC PIPE 6" SOIL HEDP STANDARD DETAIL 0: DRAINAGE INLET MARKER WYERANCH N.T.S. .A z PUNTNG/ROCI(MULCH PER 6" SCH40 45'ELBOW FL�L+�J S LANDSCAPE PLANS(TYR) PVC PIPE 8" 'G 5. STANDARD 1j"CRUSHED ROCK OVER N\FI'OW PERFORATED WYE BRANCH 6. FILTER FABRIC US 115 NW _ " PVC PIPE PERFORATED BY US FABRIC INC. - .1°a. � (0.5%MIN ROPE) ROW PVC PIPE 4 REBAR AO�y'C (0.5%MIN SLOPE) SIOFILTRATION 4. BIOREIENTON / 810FILTRATION CLEANOUT OVERFLOW b] B. I SOIL PER 1P RISER 2 PARKING LOT 0 SP NCSTAU-PVC IRRIGATION SLEEVE AND SEAL S-I 1.. MINIMUM OPENING SIZE IN GRATE SHALL CL- THICKENED CURB h GURE pp AT WALL PENEIRATON W1TH CAUU< TO PROVIDE W I-1/4" PER DETAIL D. W301 F LAP SLICE 20" (TYP) WATER TIGHT SIEEVING SYSTEM.SEE IRRIGATION (MATE SIZE SHALL MATCH THAT OF THE Z PLANS' ASSOCIATED RISER(PER THE DESIGN PUNS). GRATE SHALL FIT SNUG, AND U BE REEJOVABIE FOR MAINTENANCE zz ° .I PURPOSES. TY Lz Lo ° o ° !I ROCK STORAGE ;i MIJ EXISTING SUBGRADE OR ROCK STORAGE .ROCK STORAGE • NOTES: SEW TO BE DOWELED NON-PERFORATED 1. CONCRETE CHI DAM SHALL BE INTO CURB A GUTTER 3 3" 6• PJC CONTINUOUS POURS(No JOINTS). DETAIL M: BIOFILTRATION CLEANOUT AND OVERFLOW RISER REBAR TO BE DOWELED N.T.S. INTO THICKENED CURB \4�11 �¢. Wfg--f.W 6-PERFORATED PVC umeRcepAv xFRncran+r 2" CLEAR(IYP) BU/LD/NGANB SAFETY Kimley>>Horn PERFORATED n [A[C r0.c n[f CONCRETE REVIEWED COMPLIAACE N9IN I-9004224ISS 2500 P51 ME 21 OISAISA BCEO ACCESSIBI(ITY DN(r .� SA H DETAIL L: CONCRETE CHECK DAM 'o 401 P: Lb - N.T.S. MOWCPofMGWYS Ai[NE rtV p6 'MWS'KM RN(;TIA NPRJVEO By CONSIMICIA'M'R(CORO lN2 BY &MSN'., ACCD pIE BENCH M44I- SGRF SFN: CngmN 6Y .UN Fy CABCMN BV prawg No. FSf/ C/TY OF TEMECULA DEPARTMENT OF PoBLIL ptlRNS r9N-fop FX rJ.it Q�F BPY YOUNG L. YOUNG L OSBORNE. R. Rf4gwkMA"0 BY. M2' Cmnatlw KancK pAnN, n pvna P:WVN UMn SuP�:ion of • c cu*rums a cnra anax ox ACCEPT➢By. LNIf� / Gp-303 xoarrarsr me pF awc aoeo oPPos T As INDICATED x.anv s PAreq RYAAi AF PA 17-1447 - PROMENADE MALL BUS STOP EXPANSION rrixrzasccraX W.X PxouFxnpc unu LAUREN K. YOUNG Oate 11/tT/2BtT paCraaae%rmxsi cn rx:.rccs I� NORTH ALLFss on a.r+Ff XOAu N,nw o L1nL ALE No.u22T IR GRADING AND DRAINAGE DETAILS 2 °"°c°`"0` obsFvwAnoxsf°a°¢wL sinnaus aas. N/A �rR4'tT uu R.Cf. No.ee7932 RING ROAD Snset 21 w59 Pwn.Mu A Fors \�. Ai i.� nai nan ni, r n+n non now n+n non nz+ P Rr EAST 3: LAZY PARKING DOG GARAGE a L RESTAURANT a r oP ❑� X .� � r 4 (1)gAMELLA CAERUIEA RI 6 CASSIA BLUE' (3)DICHpIDRA SERICEA ❑ I ] 1 3 6 T 1 (1)DECORATIVE POT • L J (�/ (SEE ARCHITECTURAL F PLANS) I i77 P • C `- Q NOTE: NO IRRIGATION SHALL BE INSTALLED `/ FOR THESE POTS PER OWNER REQUEST • ® / ♦ b o o — — - - — — — — — — — I - - - — - - - - - - - - - - - - - - - - - - - - - - - - — TYPICAL POT PLANTING ENLARGEMENT w w — — — —— —— — NIR w N a I=o LANDSCAPE NOTES s s crI O1 NEWEEN SYSTEM - SEE ARCHITECTURAL TS+OO SD 9610D— m yV F52 BANSS FOR FORgi DETAILS AND S9ECIFlCATWS(TWJ �CI Q ATTACH MINES TO GREENMREEN -SEE DETAIL E, SHEET 1 W. UI(TYR.) -SD 50 50 50 50 $D 5p —SD FX O DETAILS N POT- SEE ARCHITECTURAL PLANS FOR CETAL9 AND SPECIFICATIONS.POTS NO INNER E SHALL BE WsfAlID FOR THESE POl$PFA OWNER REQUEST(TON.) 50 50 $RI m m SD SD O NEW ENHANCED PAVEMENT- SEE URBAN OESOR PLANS FOR DETAILS AND SPECIFICATIONS(TYP.) • O BENCH - BY OTHERS (D Bus SHELTER -BY oMERs E E E E E E E '�,--�. L - - O UNIT OF WORK L E E E PLANT LEGEND GENERAL LANDSCAPE NOTES: CODE BOTANICAL NA E /COMMON NAME CUNT. ml = 1. ALL U NDMAPE AREAS TO BE IRRIGATED WITH AN AUTOMATIC ET IRRICAPCN CONTROLLER. IRRIGATION SHALL BE DRIP WHEREVER POSSBIE. II. ANY COMPACTED SOBS IN PLANTING AREAS SHALL BE RETURNED TO A 20.ALL LANDSCAPE AND IRRIGATION SHALL CONFORM TO ME STANDARDS OF CC CINNAMOMUM CAMPHORA CAMPHOR TR 24-BOX LOW NO OVERHEAD IRRIGATOR WITHIN 24'OF NON PERMEABLE SURFACES TRIABLE'CONDITIONS PRIOR TO ME INSTALLATION OF PLANT MATEMMS THE CTY-WIDE LANDSCAPE REGULATIONS AND ME CITY OF MMEGUU / TREE 24- FRIABLE CONDITION IS DERNED AS AN EASILY CRUMBLED OR LOOSELY LANDSCAPE STANDARDS AND ALL OTHER LANDSCAPE RELATED CITY AND PA PLATANUS X ACERIFOJA'BLOOOGOOD' LONDON PLANE TREE 2C BOX LOW 2. LANDSCAPE AND IRRIGATOR TO CONFORM TO ALL APPLICABLE CODES AND COMPACTED CONDITION WHEREBY THE ROOT STRUCTURE OF NEWLY REGIONAL STANDARDS. / ORDINANCES IN ONG AB-IM1. THIS PRO. CT IS LOCATED IN THE WLCOIS PLANTED MATERIAL WILL BE ALLOWED TO SPREAD UNIMPEDED. REGION 4,SOUTH INLAND VALLEY. 21.ANY REWIRED PLANTING THAT DIES WITHIN 3 YEARS OF INSTALLATION PC PODOCMPUS URACIUOR/FERN PINE 24'BOX MODERATE 12.CONTRACTOR TO MAINTAIN ME LANDSCAPE AND IRRIGATION SYSTEM FOR A SHAM BE REPLACED WITHIN 30 CALENDAR DAYS WITH THE SAME SIZE AND C83. CITY OF TEMECULA PLANNING DEPARTMENT SHALL BE CALLID PRIOR TO MINIMUM 9D DAY PERIOD FROM FINAL APPROVAL OF ME INSTAUTON. SPECIES SHOWN ON TINE APMROWD PUN.REWIRED SHRUBS OR TREES COMMENCNG ANY LANDSCAPE INSTALLATION IN CROM TO SCHEDULE MAT DIE 3 YEARS OR MORE AFTER INSTALUTOI SHALL BE REPLACED SHRUBS CCRE BOTANICAL NAME /COMMON NAME CONT, WvcaL4 REWIRED LANDSCAPE INSPECTIONS. 13.PLANT QUANTITIES ARE PROMDED FOR CONVENIENCE PURPOSES. IN ME WITH 15 GALLON SIZE OR W-INCH BOX SIZE MATERIAL. RESPECTWLY. EVENT OF QUANTITY DISCREPANCIES. THE DRAWING SHALL TAKE DEVELOPMENT SERMCESI MAY AUTHORIZE ADJUSTMENT OF ME SIZE AND DC O OJ-A CAERULEA'CASSA BLUE' /CASSA BLUE FLAX ULY 5 GAL LOW 4. PROPERTY OWNER SHALL BE RESPONSBLE FOR AL M-SITE LANDSCAPING PRECEDENCE.ANY DISCREPANCIES SHALL BE MOUGHT TO ATTENTION OF QUANTITY OF REPLACEMENT MATERIAL WHERE MATERIAL REPLACEMENT Lo AS SHOWN. PER PROPERTY OWNER REQUEST DECORATW POTS SHALL ME LANDSCAPE ARCHITECT. WOULD OCCUR IN INACCESSBLE AREAS OR WHERE ME EXISTING PLANT O DS OICHMDRA SERICEA/SLVTRLEAF PONY5FOOT 4'POT LOW RECEIVE NO PERMANENT IRRIGATKIN. PROPERTY OWNER SHALL BE BEND REPLACED IS LARGER THAN A 15 GALLON SHRUB OR 60-INCH BOX RESPONSIBLE FOR REGULAR HAND WATERING AND MAINTENANCE REWIRED 17.TREES AND SHRUBS SHALL BE PLACED A MINIMUM OF 5'AWAY FROM TREE. O DB OIETES BICOLOR /FORTNDHT LILY 5 GAL MODERATE TO KEEP POTTED PLANT MATERIAL IN GOOD HEALTH - THIS INCLUDES, BUT WATER METER. GAS METER OR SEWER LATERALS; A MINIMUM OF 10'AWAY Q- IS NOT UNITED TO, HAND-WATERING, WEED ABATEMENT, PRUNING, PEST FROM UTUTY POLES: A MINIMUM B' AWAY FROM FIRE HYDRANTS AND FIRE O MR MUHLENBERGIA RICENS/MR GRASS 5 CALLOW MANAGEMENT,SOIL AMENDMENTS. AND REPLACEMENT ON ANY DEAD OR CEPARMMT SPRINKLER AND STANOMPE CONNECTIONS. � IN-DECLINE PLANTS. ® RI ROSA RORIBUNDA'ICEBERG'/ICEBERG ROSE 5 GA. MODERATE I&PROVIDE WEED CONTROL PER SPEOFICATONS. M ti 5. CONTRACTOR SHA COORDINATE WITH CIVIL PLANS FOR ALL U 910-FILTRATION LOCATORS, RESTRICTONS. AND CONSTRUCTION 19.PROVIDE AGRICULTURAL SUITABILITY AND FERTILITY TESTS. LANDSCAPE J MNF/F9PA TER CCMF BOTANICA NAME /COMMON NAME CONT micas PROCEDURES CONTRACTOR SHALL INCORPORATE ALL SOILS LAB RECOMMENDATIONS. 1 6. ME PLANT PALETTE HAS BEEN DEVELOPED BASED OR INMATE. NEWLY THESE AMENDMENTS PERTAIN ONLY TO LANDSCAPE AREAS OUTSIDE OF (A) t- FP FINS PUMIU /CREEPING FlG 5 GAL MODERATE CREATED SOIL CONDITIONS LOW WATER TOLERANCE AND INCLUDES I M BI TRAITOR LOCATIONS. COORDINATE THESE PLANS N CALL PLANS ADAPTIVE NATIVES THAT TOLERATE A VARIETY OF CONDITIONS As WELL AS FOR OO-FILTRATION LOCATIONS. RESTRICTIONS AND CONSTRUCTIONFO H OORAPHIC S10 IN FEET DROUGHT TOLERANT, NON-INVASW ORNAMENTAL PLANT MATERAL PROCEDURES FOR BIDONC PURPOSES ASSUME THE iOL10W1NG FOR THE OQ U GROUND GUMS COOL BOTANICAL NAME /COMMON NAME CORT, W COLS ND TOPSOIDMAKL AREAS: T,S, Z. SLOPES OVER 3:1 RATIO TO CONFORM TO WILONG AND SAFETY EROSION AMEND TOPSOIL TO YARDS DEPTH WITH: CT CARE% MMUUCOU/BERKELEY SEDGE 1 CAL LOW CONTROL STANDARDS. B.) 5CMS.6--20-20 MCOMMERCIAL FERTIUZER OUZED SOIL AMENDMENT LH LONICERA JAPONICA NAUMA'/HNIR HONEYSUCKLE 1 GAL LOW & INSTALL UNEAR ROOT BARRIERS ON ALL TREES WMIN SIX FEET M CURBS C.)15 LBS AGRICULTURAL GYPSUM ® SIDEWALKS, WALLS,FOOTAGE. PAMNC OR ANY HARDWARE. D.)10 MS GRO POWER PLUS SOIL C040ITONEN OR APPROVED EQUAL LOfg--1594 SS SENECIG SERPENS /BLUE CHALKSTC AL 1 CALLOW PREPARE ALL BACKI'M SOL AS RECOMMENDED BUT NO LESS PER CUBIC YMD 9. DOUBLE-STAKE ALL TREES, OR GUY(MOLT-TRUNKED TREES)PER DETAILS. MAN AS FOLLOWS: A)6-20-20 FERTILIZER 9U/LO/NGAN094fETY E':Pb,I04W1¢'Wgq 10.FROMM Z-MINIMUM UYUl OF "GMIMA HAT'OR'FOREST FLOOR' B.) 4/5 W91C YARD 9CRE£NED TOPSOIL Kimley»>Horn MEDIUM GRIND ON APPROVED EQUAL SNREODED ORGANIC MULCH IN ALL C)1/5 CUBIC YARD NITROUZED SOIL AMENDMENT t l°\ TREE AND SHRUB AREAS -R RE S FOR ALL D.)1 US ORGANIC GYPSUM R(N(W{D FOR COMPLNNCf NIM _ • I i, [XLL rn[XIWE GRWNDCOWR FROM RATS OUTSIDE OF BIO-RLTRATON AREAS, E)2 MS WO POWER PLUS SOIL CONDITIONER OR APPROVED EQUAL ME 2W OIOR CO NtWE1BWN ONE 1 1.A00./.Zz.4Iu CONTRACTOR SHALL PROVIDE 1 )y' MULCH LAYER. "THIN 13! FIZRATON SINES. SUITE 600 L94A➢91'S PROVIDE Y MINIMUM DEPTH OF 3' S' DIAMETER CRUSHED "ZOO, CA 92101 ROCK PER PLAN. O _. (619) 234-Sa11 AWROEEO BY _ UFO MCftYINL On AIM 'ry AWNWLEY-HCRN.CDM O CONStRUCr6w RECORD NMI[ BI FfYAf.IN) All"O DH/f I BENCH 414N $GIL( 5U[: DeSymN By Oroxn 6y CEeckM 9y OmWIN No. lRu-30D EL-lOu.tT MONGAN Y. MCRCAN, M. MAOSEN M. RFCOWEUMD Y CAT C/TY OF TE/l1ECULA IUPARFMfWI OF RUBtrc WORAS ti LMlratm MAMf DA. N;.IM3 ly�yy Ort a CATEH IAvx on FIA+r RIYmA UMc S9•+rson O MCfPiTO BY Oh' :� �28 5-I of O mAP.�a. LNOR��TMDEOF RN0 R0----sAS INDICATED PROMENADE MALL BUS STOP EXPANSIONMATTHEW J. MORGAN °"rvr rMvxs eEIrvTERxCnCN NTN MONENAOF uuL 0&L It/09/201) N.pgX Foes/an rNSW[R.l ACGEfifi Or0`YNE2 ROAD. ur;.w Rc.r No.11PP3 LANDSCAPE PLANSLyyAnpy$E10 rC41[SrARWS PATfi. N/A AI�a R.L/l N0.6256 RING ROAD d 99 PI)R,YL!Effi AI I /III III "I1 111 1 A'1/1 11')/ /1I/1 17/1 /1TI • I EAST PARKING GARAGE e (1)01ANELLA CAERLILEAi 1 ] DC D FP PG 5 e > D CASSA BLUE D D 4 O' DS lH 4 S S I (3)DICHNOHA SERICEA 2 (I)DEC HI POT � P S)RCHIIECNRAI fl Rw T� NOTE: NO IRRIGA I7ON SHALL BE INSTALLED _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ FOR THESE POTS PER OWNER REQUEST D 3 n_ TYPICAL POT PLANTING ENLARGEMENT — Ilw� N. W W W W W IN w W W W— LANDSCAPE NOTES —YIfiOD—w sD s0 sD-15r00— —so sD y'aa ---Tg{CpsD 80 @ NEW GNEENSCREEN SYSTEM - SEE ARCHITECTURAL PLANS FOR DETAILS AND SPECIFICATIONS(TIP.) ATTACH VINES TO NEENSCREEN -SEE DETAIL E SHEET �50 0 SD 50 SO SD SO SD �50 SD LS-1o4(TYP.) ©DECORATIVE POT- SEE ARCHITECTURAL PLANS FOR SO SO—SO DETAILS AND SPECIFICATIONS. NO IRRIGATOR SHALL BE EF INSTALLED FOR THESE POTS PER OWNER REQUEST(TYP.) Po OS NEW ENHANCED PAVEMENT- SEE URBAN DESIGN PLANS FOR DETAILS AND SPECIFlCABNS (TIP.) .jC RING ROAD 7T',' G ©BENCH - BY OTHERS c E ❑�Y Q' _ - Y_ ^, �— 0 BUS SHELTER - By OTHERS OMIT OF WORK PLANT LEGEND GENERAL LANDSCAPE NOTES: GONE BOTANICAL NAME /COMMON NAME COST I. ALL LANDSCAPE AREAS TO BE IRRIGATED WITH AN AUTOMATIC ET IRRIGATION CNTROLLFA. IRRIGATION SHALL BE DRIP WHEREVER POSSIBLE 11. ANY COMPACTED SOLS IN PUNTING AREAS SHALL BE RETURNED TO A 20.ALL LANDSCAPE AND IRRIGATION SHALL CONFORM TO THE STANDARDS OF CC GNNAMOMUM CAMPHORA/CAMPHOR TREE 24'BOX LOW NO OVERHEAD IRRIGATOR WITHIN 24' OF NOR PERMEABLE SURFACES. 'FRIABLE' CONDITIONS PRIOR TO THE INSTALLATN OF PUNT MATERIALS. THE CITY-WIDE 1-MOSCAM REOU ATINS AND THE CITY OF TEMECUU FRIABLE CONDITION IS DEFINED AS AN EASILY CRUMBLED OR LOOSELY LANDSCAPE STANDARDS AND ALL OTHER LANDSCAPE RELATED CITY AND LNDN PLANE TREE 24'BOX LOW 2. LANDSCME AND IRRIGATION TO CONFORM TO ALL MPUCABLE CODES AND CNPACTEO CONDITION WHEREBY THE ROOT STRUCTURE OF NEWLY REGION&STANDARDS. PA PIATANUS%ACERIFOLIA'BLOWG000' / ORDINANCES IN CFO A3-1881. THIS PROJECT IS LOCATED IN THE WJCOLS PLANTED MATERIAL WILL BE AL ID TO SPREAD UNIMPEDED. PG PWOCARPUS GRAGLIN FERN PINE 24'BOX MODERATE REGION 4,SDUTI INLAND VALLEY. 21.ANY REWIRED PLANTING THAT DIES WITHIN 3 YEARS OF INSTALLATION / 12. CONTRACTOR TO MAINTAIN THE LANDSCAPE AND IRRIGATION SYSTEM FOR A SHALL BE REPLACED WTHIN W CALENDAR DAYS WITH ME SAME SIZE AND 3. CITY OF TEMECULA PLANNING DEPARTMENT SHALL BE CALLED PRIM TO MINIMUM 90 DAY PERIOD FROM FINAL APPROVAL OF THE INSTALLATION. SPECIES SHOWN ON THE APPROVED PLAN. REWIRED SHRUBS N TREES COMMENCING ANY LANDSCAPE INSTALLATION IN ORDER TO SCHEDULE THAT DIE 3 YEARS OR MORE AFTER INSTALLATION SHALL BE REPLACED SHRUBS CAE BOTANICAL F / NAME CNy. MUCUS REQUIRED LANDSCAPE INSPECTORS. 13.PUNT QUANTITIES ARE PROVIDE)FOR CONVENIENCE PURPOSES IN THE WTH 15 GALLON SM OR 60-INCH BOX SIZE MATERIAL, RESPECTIVELY. EVENT OF WANTTY DISCREPANCIES, THE DRAWING SHALL TAKE DEVELOPMENT SERVICES MAY AUTHORIZE ADJUSTMENT OF THE SIZE AND DC DIANELLA CAERUIEA'CASSA BUI /CAMA BLUE FLAX LILY 5 GM- LOW 4. PROPERTY OWNER SHALL BE RESPONSIBLE FOR ALL ON-SITE LANDSCAPING PRECEDENCE. ANY DISCREPANCIES SHALL BE BROUGHT TO ATTENTION OF WANTTY OF REPLACEMENT MATERIAL MERE MATERIAL REPLACEMENT � AS SHOWN.PER PROPERTY OWNER REQUEST DECORATIVE POTS SHALL THE LANDSCAPE ARCHITECT. WOULD OCCUR IN INACCESSIBLE AREAS N WERE THE EXISTING PLANT Z OQ OS DICHONDRA SERICEA/SLVERLUF PONYSFOOT 4'POT LOW REMW NO PERMANENT RESPONSIBLE FOR REGULAR HANDONWATTERING AND MAINTENANCE REWIRED 17.TREES AND SHRUBS SHALL BE PLACED A MINIMUM OF 5' AWAY FROM MEE REPLACED 15 LARGER THAN A 15 GALLON SHRUB OR BO-INCH BOX DB GETES BICOLOR /FORTNIGHT LILY 5 GAL MODERATE TO KEEP POTTED PLANT MATERIAL IN GOOD HEALTH - THIS INCLUDES, BUT WATER METER, GAS METER, OR SEWER LITERALS: A MINIMUM OF 10' AWAY CL IS NOT LIMBED M. HAND-WATERING WEED ABATEMENT, PRUNING, PEST FROM UTILITY POLES A MINIMUM 8' AWAY FROM FIRE HYDRANTS AND FIRE }� MR MUHLNBERGIA RICERS /DEER GRASS 5 GAL. LOW MANAGEMENT, SUL AMENDMENTS, AND REPLACEMENT OF ANY OEAO N DEPARTMENT SPRINKLER AND STANOPIPE CONNECTIONS. IN-DECUNE PLANTS. ® RI ROSA FLORIBUNDA'ICEBERG-/ICEBERG ROSE 5 CAL MODERATE 5. CONTRACTOR SHA 18.PROVIDE WEED CONTROL PER SPECIFICATNS. ~ SHALL COORDINATE WITH GNL PUNS FOR U SIO-FILTRATION LOCATIONS. RESTRICTIONS, AND CONSTRUCTION 19.PROVIDE AGRICULTURAL SUITABILITY AND FERTILITY TESTS. LANDSCAPE VINE/PCPAIIFR CDDE Ca El NAME Z QQMMON NAME CONT micas PROCEDURES CONTRACTOR SHALL INCORPORATE ALL SOILS LAB RECOMMENDATIONS. fi. TM PLANT PALETTE HAS BEEN DEVELOPED BARED ON CLIMATE. NEWLY THESE AMENDMENTS PERTAIN ONLY TO LANDSCAPE AREAS OUTSIDE OF � }- FP fIWS PUMILA/CREEPING FIG 5 GAL. MODERATE CREATED SOIL CONDITIONS. LOW WATER TOLERANCE AND INCLUDES BID-FTLTRFLTR LOCATIONS. COORDINATE THESE PUNS WITH CIVIL ALAS FOR BID RES. FOR LOCATIONS, RESTRICTIONS AND CONSTRUCTION GRAPHIC SCALE IN FEET ADAPTIVE NAIVES THAT TOLERATE A VARIETY OF PLANT MATE IA WELL AS PROCEDURE'. FOR BIDDING PURPOSES. ASSUME THE FOLLOWING FM THE QUO 0 5 V GRIND COVERS ODE BOTANICAL �f CONT "Icad SLOES TOLERANT, NONTINVASIVE ORNAMENTAL PLANT MATERIAL LANDSCAPE AREA': q11, AMEND TOPSOIL TO fi' DEPTH WITH: CT CAR"NMULICWA /BERKELEY SOME 1 GAL LOW T CONTROL STANDARDS.� TO i0 CONFORM i0 BUILMNC AND SAFETY EROSION A,)4 CUBIC YARDS NITRGIZED SOIL AMENDMENT B.) 15 LOS. 6-20-20 COMMERCIAL FERTUZER UH LNICERA JAPONICA'HAWANA /HALLS HONEYSUCKLE 1 GAL LOW B. INSTALL UNEAR ROOT BARRIERS N ALL TREES WITHIN SIX FEET OF CURBS, G) 15 LOS AORIWLNRAL GYPSUM® LD18-1594 SIDEWALKS, WALLS,FOOTINGS, PAVING OR ANY HARDSCAPE (1) 10 LOS ORO POWER PLUS SOIL CNOMNER OR APPROVED EQUAL SS SENECIO SERPENS/BLUE CHALKSTC ACKFILL KS 1 GAL LOW PREPARE ALL B SOIL AS RECOMMENDED BUT NO LESS PER CUBIC YARD 9. DOUBLE-STAKE ALL TREES. OR WY(MULTI-TRUNKED TREES)PER DETAILS. THAA)S6F 20-30 FF}(IILIZER BU/PLO/NGAND S.OFETY o \M@WAMAU RAW¢IU9IF 10.PROVIDE 3'MINIMUM LAYER OF'GORILLA HAIR' OR 'FOREST FLOOR' B.) 4/5 CUBIC YARD SCREENED TOPSOIL Kimley»>Horn M MEDIUM GRIND OR MPROVED EQUAL SHREDDED ORGANIC MULCH IN ALL C.) 1/5 CUBIC YARD NITROUZED SGL AMENDMENT 30 TOM D SHRUB AREAS DIOF BO-FTLTRATN AREAS FOR ALL 0.) 1 LBS ORGANIC GYPSUM RCWq D FOR COWLd WFH O • iI(L FIXt I/hF CRWNDCOVEi FROM FLATS OUTSIDE 6 BI0.FlLlRATON AREAS, E.) 2 LOS GRO POKER POPS SOIL CNDITINE2 OR APPROVED EQUAL TRAIN RTUF 74 95MLEB ACCESSIBILITY ONLY I.Ip9.4tj<UJ CONTRACTOR SHALL PROVIDE 1 lh'MI LAYER. WITHIN 8f0-EI N 401 B STREE I. SLIL f UO lICtlS PROVIDE 3' MINIMUM DEPTH OF 3'-5' DIAMETER CRUSHED 7 SAN DIEGO. CA 92101 ROCK PER PUN. P: (619)234-9411 O m0 yydn WWN.KIMLEY-HCRN.CN APPROVEDwDN' 6Y O COxSI Vxw RECCES W t yr ftm.f JAWIDILM9 I BENCH ISGLE 6fu: hv2nM fiy Mam By Lhei'keB ey Tama fo-lasln "i h MORM. MORGAN M. MADSEN M. RECCMMENVM SY LRt C/TY OF TE/HEC(/L.4 OEPgRIMEM Of PUBLIC WORKSW ewe,«eo. Rncu OAnM. NAwe6 N - Pbns Pe WCe/Sm son 0I e--T� Q cO*rnoss ON GT.KAsx wR ACCEPTLO BK MAC O m4PnYe, I.`IIIA,T..a R.O AOAO wRONrt AS INDICATED A .'F RIND A[ / � PROMENADE MALL BUS STOP EXPANSION MATTHEW J. MORGAN - 1_ [mRRs[cnox WM PgaMEx I.NAM Date 11/09/201] m[c�uR.ac s/oT[Mx[[A 2 xoRTn Acc[ss Orr or mEz NonO_ wAw Rc.E xo_+eu� 'A LANDSCAPE PLANS L1e a `I O.s INATTOONS TO i RRC STAATIONS F4zs. �` RING ROAD [..JL29t�5.— GAN. � P 6l7..SU-A ECiS N/A RL.A. WO.625fi '1�.�� GT � � ef� 1 PA I / \ MR IMM, . . . + + f-- -- i +. ` CT + + — �m � ' S \��\ \ 2 � DD 2W]B LANDSCAPE NOTES CASTING so ISTNG( j AND U ANEW PLANTS PER PLAN m sD UOF O Sp— SO 50 O FURNISH AND INSTALL CRUSHED ROCK MULCH IN ENTIRE k � INFILTRATION AREA.ROAM MULCH SHALL BE LEHDIAMETER ES ON ORGANIC MATERIAL SHALL BE N0 SENT. — — — MINIMUM DEPTH - ON APPROVED EQUAL • / I� k —�— — — — — — — — — ID KEEP ALL PLANTS AWAY iROM CURBS COTS AT A m. MINIMUM IRO' DISTANCE FILL AREA WTH ROCK MULCH AS ___— RING ROAD M SPEct ' 'RING ROAD __--_---_ u \ it — ll x_ 11 1 I 11 m PLANT LEGEND GENERAL LANDSCAPE NOTES: GAGE BOTAN Ca NAME /COMMON NAME CONT, MUCO S I. ALL LANDSCAPE AREAS TO BE IRRIGATED WITH AN AUTOMATIC ET IRRIGATION CONTROLLER. IRRIGATION SHALL BE DRIP W HETUC E POSSIBLE II. ANY COMPACTED SOILS IN PLANTING AREAS SHALL BE RETURNED TO A 20.ALL LANDSCAPE AND MITIGATION SHALL CONFORM TO THE STANDARDS O' CC CINNAMCMUM CAMPHOR/CAMPHOR MEE 24' BOX LOW NO OVERHEAD IRRIGATON WITHIN 24' OF NON PERMEABLE SURFACES. 'FRIABLE'CONDITIONS PRIOR TO THE INSTALLATION OF PLANT MATERIALS. THE CITY-WIDE LANDSCAPE REWLATWS AND THE CITY OF TEMECULA FRIABLE CONDITON IS DEFINED AS AN EASILY CRUMBLED OR LOOSELY LANDSCAPE STANDARDS AND ALL OTHER LANDSCAPE RELATED CITY AND PA PLAIMUS%ACERIFOLIA'BLOCOG000' /LONCON PLANE TREE 24'BOX LOW 2. LANDSCAPE AND IRRIGATION TO CONFORM TO ALL APPUCASLE CODES AND COMPACTED CONDITION WHEREBY THE ROOT STRUCIURE OF NEWLY REGIONAL STANDARDS. ORDINANCES IN ORD AB-1881. MIS PROJECT IS LOCATED IN ME MOULD PLANTED MATERIAL WILL BE ALLOWED TO SPREAD UNIMPEDED. REGION 4, SOUTH INLAND VALLEY, 21.ANY REQUIRED W IRED PLANING MAT DIES WITHIN 3 YES OFINSTALLATION PG PWWARPUS GRACIUOq FERN PINE 24'BOX MODERATE REGION CONTRACTOR TO MAINTAIN THE LANDSCAPE AND IRRIGATION SYSTEM FOR A SHALL BE REPLACED WITHIN W CALENDAR DAYS WITH THE SAME SZE AND 3. CITY OF TEMECULA PLANNING DEPARTMENT SHALL BE CALLED PRIOR TO MINIMUM SO DAY PERIOD MGM FINAL APPROVAL OF THE INSTALLATION. SPECIES SHOWN ON THE APPROVED PLAN.REQUIRED SHRUBS OR TREES COMMENCING ANY LANDSCAPE INSTALLATION IN ORDER TO SCHEDULE THAT DIE 3 YEARS OR MORE AFTER INSTALLATION SHALL BE REPLACED SHRUBS Qom[ BOTANICAL NAME /COMMON NAME CONL wums REWIRED LANDSCAPE INSPECIONS. 13. PLANT WANTMES ARE PROVIDED FOR CONVENIENCE PURPOSES. IN THE WITH 15 GALLON SZE OR 60-INCH BOX SIZE MATERIAL RESPECTVELY. EVENT OF QUANTITY DISCRWANQES TIE DRAWING SHALL TAKE DEVELOPMENT SERMCES MAY AUTHONIZE ADUJSTMENT OF THE SZE AND DC DIANELLA CAERULEA'CASSA BLUE'/CASSA BLUE FLAX ULY 5 GAL LOW 4. PROPERTY OWNER SHALL BE RESPWSBLE FOR ALL 01 LANDSCARNG PRECEDENCE.ANY DISCREPANCIES SHALL BE BROUGHT TO ATTENTON OF QUANTITY OF REPLACEMENT MAYERIAL WHERE MATERIAL REPLACEMENT Lo AS SHOWN.PER PROPERTY OWNER REQUEST DECCRATVE POTS SHALL TIE LANDSCAPE ARCHITECT. WOULD OCCUR IN INACCESSBIE AREAS OR WHERE THE EXISTING PLANT 2 Op DS OICHONDRA SERICEA/SILVEBEAF PONYSFOOT 4'POT LOW RECEIVE NO PERMANENT IRRICATM. PROPERTY OWNER SHALL BE BUNG REPLACED IS LARGER THAN A 15 GALLON SHRUB OR W NCH BOX RESPONSIBLE FOR REGULAR HAND WATERING AND MAINTENANCE REWIRED 17, TREES AND SHRUBS SHALL BE PLACER A MINIMUM OF 5' AWAY FROM THEE 71 O GB DIMS BICOLOR /FORTNIGHT LILY 5 CAL. MODERATE TO KEEP POTTED PLANT MATERIAL IN COED HEALTH - MIS INCLUDES. BUT WATER METER. GAS METER. OR SEWER LATERALS: A MINIMUM OF 10'AWAY Q_ IS NOT LIMITED TO, HAND-WATERING, WEED ABATEMENT, PRUNING, PEST FROM UTILITY POLES; A MINIMUM B' AWAY FROM PRE HYDRANTS AND FIRE O MR MUHLEHBFROA RIGENS/DEER GIRASS 5 GAL LOW MANAGEMENT, SXL AMENDMENTS,AND REPLACEMENT OF ANY DEAD OR DEPARTMENT SPRINKLER AND STANDPIPE CONNECTIONS. IN-CECLNE PLANTS ® RI ROSA FLORIBUNDA ICEBERG'/ICEBERG ROSE 5 GAL. MODERATE 1B.PROMOTE WEED CONTROL PER SPECIFICATIONS. ~ 5. CONTRACTOR SHALL COORDINATE WITH OWL PLANS FOR ALL U BYO-FlLTRES. LOCATIONS,RESTRICTIONS, AND CONSTRUCTION IRO. PROMOS TOSHALL IN SUITABILITY AND FERIIUtt TESTS. LANDSCAPE NNF/F�PAI IF? Dp0[ BOTANICAL NAME /COMMIX!NAME CONT. mJCgS PROCEDURES CONTRACTOR SHALL INCORPORATE ALL LANDSCAPE LAB RECOMMENDATIONS. UT I E O fi. TINE PLANT PALETTE HAS BEEN DEVELOPED BASED ON CLIMATE,NEWLY THESE AMENDMENTS PERTAIN ONLY TO LANDSCAPE AREAS OUTSIDE LA T• FP FlWS PUMIU /CREEPING FIG 5 GAL NCOERATE CREATED SOIL CONDITIONS•LOW WATER TOLERANCE AND INCLUDES BYO-FlLTIRTON LWATONS. CNS. RESARI THESE PUNS WITH QML PLANS GRAPHIC SCALE IN FEET Z AUAPTNE NAIVES THAT TOLERATE A VARIETY O'CONDITIONS, AS WELL AS FOR DID-FiLTNFOR LOCATIONS RESTRICTIONS AND CONLOWING F A 0 5 10 20 U DROUGHT TOLERANT NON-INVASIVE ORNAMENTAL PLANT MATERIAL LANDSCAPE FOR ROUND PURPOSES, A591YE THE FOLLOWING FOR THE y U GROUND COVERS CmL BOTAN CSL NAME /CbAYIX1 NAME CWT wv'ne LANDSCAPE AREAS: 2 anID J. SLOPES OVER 3:1 RATIO TO CONFORM TO BUILDING AND SAFETY EROSION AMEND T TO 6' DEPTH WITH: CT CARE% MUUCOU/BERCONTROLET SEDGE 1 GAL LOW CONTROL STANDARDS 4 CUBIC A.) C YARDS NITROUZERI AMENDMENT B.) 1 CUBI IS LBS. 6-20-20 COMMERICAL FERTILIZER No LH LONICERA JIMONHCA'HAWANA'/MALLS HONEYSUCKLE 1 CAL LOW S. INSTALL UNEAR ROOT BARRIERS ON ALL TREES WITHIN SIX FEET OF CURBS. C)15 05 AGRICULTURAL GYPSUM L018-1594 SS SENEQO S3RPEN5/BLUE Q1ALl(SIIQ(S 1 GAL LOW SIDEWALKS WALLS.FOCI PAMNG ON ANY HARDSCME. PREPARE ALL`BBACKFILL SOL AS GRO POWER URECOMMENOM BUT NO LESS PER CFBICAYARD 9. DOUBLE-STAKE ALL TREES. OR GUY(MULn-TRUNKED TREES)PER DETAILS. THAN AS FOLLOWS A.) B-20-20"FILLEM BUPLO/NGANOSAFETY y M4fR4/AYM SERYKE AEdi 10.PROMDE 3' MINIMUM LAYER OF'GONIILA HAR'OR 'FOREST FLOOR' B.)4/5 CUBIC YARD SCREENED TOPSOIL Klmley»>Horn MEDIUM GRIND OR APPROVED EQUAL SHREDDED ORGANIC MULCH IN ALL C)1/5 CUBIC YARD NIMCUZED SOL AMENDMENT �Y TREE AND SHRUB AREAS Q)TSIDE O BI%eMATON A AR FOR ALL 0.)1 Las ORGANIC GYPSUM • TJu MT REO GRWNOCOYER MGM RATS WTSDE O OO-FILTRATION AREAS. E)2 IBS GRO POWER PLUS SOL CONDITIONER OR APPROVED EQUAL RE E 74 ffM'CDMRMM:Y WM O a mef 24 NXSIIX[D acmv�m aar IdBB.Et2-fAST CONTRACTOR R SHALL PROMOS 1 Yj'DEPTH LAYER. WITHIN BID-RUSHEDW nl IUI a01 B StREt I, SUI Ti 600 LDGADq`I5. PROMOS J'MINIMUM DEPTH O]'-5' DIAMETER CRUSHED V SAN DIEGO. CA 92101 ROCK PER PLAN. P: (619) 234-9411 O Rp pgfWyyl3ODE ryyP WNW.NIYLFY-XCRN.CnM FPPFOKB BY' O CLWSIAIKIKW MCOM IAI2 Br Mwf Jv�. ALYD qR BEIKN MMW SUL: Dnvw B/ pm/r 13 CMHM Ry Dudg ft ISWA EL'AZU T MORGAN M. MUNGAN M. MADSI:N N, WCDIWEADEB CITY OF TEhfECULA OEPMFYEN/O Pu&lC MUPa3 Cmtrxrw - -- vEFncu oAhMl: NnwBB E qPROMENADE MALL 6US STOP EXPANSIONCUT Oi055 W ;NNO BASx OX ACCCPRD BY'Mr�)I�WKS M MITI LS—IOJNmM[ws1 sIY OF ANC Uo A, ED MATINEW J. MOftGAN p1X(Ap 0•N9C yMI3POT CARI'P'"` AA TN=%m 0,n<i nsDEa."oA" Date tt/o9/2D1> LANDSCAPE PLANSR.CS Bw Mm 10 CYic STA .SPN)A,oT.IULS Eas w:1. Ho.6256 'r `,�_. RANG ROAD SYee( 30 W59 TREE TRUNK ROBBER FREE TES FACE OF GREENSCREEN(REFER TO ® ROBBER IN A"FIGURE 8" =ITECTURAL PLANS) ARtlMO TREE FIGUR AND AIN NURSERY STAKE AGAINST GREENSCREEN • 2•DIA LOOGEPOU STAKE qqx STAKE fl001BAL1 EACH TREE TE SMALL BE 4'XB•WE ROUND - TOPPED SOIL BERM NAILED TO STAKE USING ABOVE ROUT BALL SURFACE SHALL BE GALVANIZED NABS CONSTRUCTED AROUND THE ROOT BALL BERM SHALL BEGIN AT ROOT BALL PERPHERY. PROR TO MULCHING,LIGHTLY TAMP SOIL MOUND THE ROOT BALL IN e' UFTS TO BRACE NQTES, SHRUB.DO NOT OVER COMPACT. MIEN THE 1. REFERENCE PLANING PLANING HOLE HAS BEEN BACKFILLED, POUR SPECIFICATIONS/SPECIAL WATER MOUND ROOT BALL TO SETT£THE SOIL PROVISIONS FOR 2' DIA LOOCEPOE STAKES AND ADDITIONAL INFORMATION. ♦RUBBER TES TOP FREE TIES 3• LAYER OF MULGH, NO MORE MAN 1.OF 2. DOUBLE STAKE ALL TREES SHALL BE B'ABOVE BENDING MULCH ON ME TOP O THE ROOT BALL. RT5(15 GAL) SIZE MO MOMENT OF TREE. TES SHOULD FINISHED GRADE LARGER. PROMDE FLEXIBILITY OF BUNK 3. FOR SINGLE STAKED TREES, '�,a,Al` BUT NOT ALLOW RUBBING OF PLACE STAKE ON CUTTRUNKS AGAINST OFF STAKE. ' WNOWMC E S O TREE. CUT STAKE OFF 6'ABOVE TES. - 4. FOR DOUBLE STARER PNEES, PLACE STAKES CIENTE/ROOIBALL TO BE WINDWARD OF CENTERED AND S BREVE FREE ROOT BARRIERS ARE A MECHANICAL BARRIER MD ROUT DEFLECTOR WNOWE A SST KE TREE PWMBNG PIT IN TO ASSEMBLED TREE ROOTS FROM TO GINGCREATE E UNEAR'ES AND LANDSCAPES. S. OUT LOCATE ALL STONES PLANING PIT ASSEMBLED IN 2' LONG MODULES TO CREATE LINEAR APPLLCAii(MS DIRECTLY BESIDE OUTSIDE O TW IN.DO A HMOSCME ADJACENT TO ONE SIDE O THE FREES. NOT BALL STAKES HAU IF B•DIA,MU OEM OF MULCH BE DTBALL STAKE SHALL AT TRUNK FLARE BE DRIVEN SO MIN. 24•INTO 3'MULCH urER A M E COAL TYPICAL VINE PLANTING NATIVE SOL AT BOTTOM OF 1. WE COVTRAHE R SHALL TBARFURNISH AND INSTALL TREE ROOT BARRIERS AS CM Nrs PLANING FIT. ♦•HIGH BERM,FIRMLY MANUFACTURED ANUF CT THE FREE ROOT BARRIERS SULL BE PRODUCT/UB N TR AS 6. REMOVE M ES. S ((A COMPACTED FRA N ISCO,CA BY DEEP ROOT FARMERS,L.P.5O0 D EQUAL. SWEET, SM BURLAP, HIRES, STRMS, FINISHED GRADE, FRM05W,CA 94111 (SOD-4OLDED 8), EL APPROVED EQUAL. TIE BARRIER TETC)ALC THAT COULD TREE SHALL BE BLACK, INJECTION MOLDED PANELS, RE OATH'WALL THICKNESS N FREE OR RESTRICT FREE 4• MODULES 24• LONG BY 24' OFEP; MANUFACTURED WAD A MINIMUM 50S POST aWWu Avx1xD mrzlr dtOWRR UNDISTURBED NAnYE SOL AMY CONSUMER RECYCLED ECYCLA LE.EACH PANEL SHALL HAW, ADDED ULTRAVIOLETIPD OUBLE RIP F R FFERFLIZOR INHIBITORS: RECYCLABLE.EACH PARER 41ALL HAYS REYENTW OF ROOT OPEN AST 3'DEEPER TABLETS(MAX 3•DEEP) B.COISIALCnON MD IN9TAlATON AOWMTArr PREPARED BACKFlLL ANT-LIFT MOUND LOO(P AIdOfARa P1C 34• 1. ME LONIRACIpI SHALL INSTALL 1HE TREE ROOT BAIRIERS TO EYTENO 10 FRd1 'ROUT DEFLECTING RIBSsiANLRPE WM GMT[ TIE FREE TRUNK LATERALLY IN EACH DIRECTION FOR A TOTAL O W UNEARTEGRAL PART OF PANELmCAA AT u"TH Lflfl. SCARIFY BOTTOM AND FEET, TIE VERTICAL ROOT DEFLECTING RIBS SHALL BE FACING INWARDS TO ME WUPPfD 1.Rm SIDES O PUNTING PIT RDDT BALL MID THE TOP aF TIE ROUBLE EDO SHALL BE 1/Y ABOVE GRADE. Fof v pGDOTOA SET ROOIBALL 011 EACH OF THE REWIRED NUMBER OF PANELS SHALL BE CONNECTED TO FORM AANEL O.0&5" (21GMM) yyPIT 3XROOTBLLLWOTH SO ISTUTHA BED STABLEOF SU SSOIS LINEAR BARRIER PLACED ALONG ME ADJACENT HARSCAPE HICK RLYPRWYLLNE MNMUM 1' ABDYE FINISHED GRADE 2. EXCAVATION AND SOIL PREPARATION SHALL CONFORM TO TIE DRPWNCSAR TO PREVENT SETTLNG. J. THE TREE ROOT BARRIERS SHALL BE BACKFlLLED ON THE OUTSIDE 'MITI 3/4' TOATENTED MOLDED CRWNO SECTION 1 1/2•GRAVEL OR CRUSHED RC0(AS SHOWN ON TIE DRAWINGS. NO GRAVELOCIONG MT-LIFT PADS BACKFlLL IS REWIRED FOR A LINEAR PLANING �DETAIL DOUDIE iW EOO OUNDED EDGES FOR ZIPPER JDWTNG SYMN • ATYPICAL TREE PLANTING B 24'DEEP ROOT TREE BARRIER �TM AND sTRE)MCM NRA BEST FACE O SHRUB TO FACE FRONT O FROWINBED PLANING BED NOTES: REFER TO PUNT SOHEOUIE AND PLANS FOR 1. REFER TO OWL PLANS FOR SPACING/LAYOUT BIB-INFILTRATION DETAILS AND BEST FACE O PLANT TO SPECIFICATIONS FACE FRONT OFANUSING 0 GAUGE GUY WRE. PLANTINGmy� 2 WY AND STAKE ALL TREES B O ED Y DIA. CLEAR a MULDH FROM TRUNK LODGE PE STAKING AILOWEDO PLANT TO BE INSTAJLII CENTERED IN EO-INFILTRATION AREAS FRONT OFBED REFER LE PUNT RMl AND PLUMB/ILEVEL IN PLANING PIT FEATHER ROCKS AT ALL FO SPAC AND PLANS CURB INLETS AND OUTLETS. ]ROCK MULCH FOR SPACINCMYWT �J 2-T MULOI LAYER AS SPECIFIED SEE NOTE '9'ON THICKENED CURB PER 00 NOT BLOCK OPENING. SHEET LS-103 OWL PLANE 4•RICH BERM.FIRMLY COMPACTED (2'MIN WHO AND BOY GUITTE P CIM AND PER CALL + NG LOT GUTTER PER OWL PLAN Elm e" PLANS LAYOUT 2-3•MULCH D FINISHED GRADE.YER e HIGH BERM B• FERIUZER TABLETS(MAX 3•BEEP) o f 'B e r' .. FIRMLY COMPACTED ' Lo UNDISTURBED NAIVE L - ' 12 RENCH 2e BALL Z PHIS®GRADE PREPARED BACKFILL (TYP.) DX SET ROOMALI W RAISER HROBT&1Ll ID SCARIFY BOTTOM AND SIDES 6 UNDISTURBED STABLE 36"ENGINEERED SOIL TTOM SCARIFY BO AR PUNTING PIT SUBSOIL SO iMAi TOP OFSOES OFSECTION SET ROOTBAL ON UNDISTURBED RODL SO IS T" ABOVE _ PER CIVL PLANS O PLANTING PIT STABLE SLBSdL 50 THAT TOP OFPEflF()RA160' ROOTBALL IS 1•ABOVE FINISHED FINISHED GRACE p1P pER CALL-, 6- SECTION UNDISTURBED NAIVE MADE. AND TO PREVENT R� U SOIL SETTLING. _ PREPARED PLANING 30 MIL IMPERMEABLE LINER PER CI Y1L 12 MIN - 18' MAX SOL AMEND NOTES, PLANS PERMAV010 SYSTEM V) �ERENO PLANING ENTIRE BED FOR 1. REFERENCE PLANING SPECIFICATIONS/SPECIAL PROVISIONS FOR PER CIML PUNS Z SPECIFICATIONS/SPECIAL GROUNNOW?BEDS. ADDITIONAL INFORMATION. PROVISIONS FOR 2. WHEN SHRUBS MASSED WIN WOUNDCOYER BEDS, ENTIRE BED TO BE RAISED NATIVE SOL III _ U ADDITIONAL INFORMAnON. AMENDED. M MEN SHRUBS ARE USED IN MASSES,PRUNE AL SHRUBS TO ACHIEK UNIFORM MASS/HEGHT GEOTE%RE/PERMEABIE FABRIC D TYPICAL GROUNDCOVER PLANTING NO, SHRUB PLANTING xPB F BIB-INFITRATION WITH 24"BOX TREE ,,,, L09B-1594 B41X01V0ANOS4FETY MICRLRpM FR/r(FMLAr Kimley»>Horn Q) CAR RaR F RM(MED FOR C(NMMMNCC MIM c BILE 94 MSNBLCD ACCESSRION OMY N �� Id DO-LIIiLU (E IIEEF, SUITE 600 IGO-NV 2101 619) CA 9411 KIMLE -HORN.1 O �. RVO NMKm5dr5 ODE lOVp6 NNW KMIEY-HORN.COM APPROKD By LQ O caysrRucnwN BccoBG MB Br REMSIWS Man aB I BTA'OI MBW NN/A sLe: Lt>:T"�sr 7 Ric^N+A+Rr C/TYRE TEMECULA DEPAarutin of wetx "OKCS r•u,, RGAN M. MORGAN M. NADSEN MAL DAnM'NArPNpueF(hOLr 51ynnsa+WARS M GTCH BA9N ON ,1cC[pl[p BR` 01 _ LS1NORTHEAST SIX a PING ROAD WPORTE MATTHEW J. MORGAN MnnrrmrY eE PROMENADE MALL BUS STOP EXPANSIONNE NTENSECTM ATH PRWENAM MM1 Dotett/G9/2OITMAN OGRESS OFF a Mu ROAR. C.Eft.ner WRAsn�rw.er. jeLANDSCAPE PLANSZZ f51ABlr5NED FRM STATIC C3a? RGF Ab.NITLA ' MS PaJ6. R.EA *.Bess 1..'ti'+ RING ROAD sAAW�w3Q. .,I,. nv+ a EAST 4 LAZY PARKING r DOG GARAGE a — Y RESTAURANT w 3 rl rc a wL \ 2 1 e 3 9 ] 3 i0 3 12 11 3 W �.� �I' � • III Ii; ° �� L JE __ -------- -------- -------- ❑ ❑ __Ti O -- - - - --- - -- - ------ - -- - - - —_ - - ----_ _— _ IRRIGATI DON NOTES O1 CONTRACTOR SHALL CONNECT TO EMSTING DRIP ZONE C AT APPROXIMATELY THIS LOCATOR. IF EXISTING _ DRIP VALVE C25 CANNOT ACC RIODATE PROPOSED W O DEMAND OR IS NOT IN OPERATING ORUEB, CONTRACTOR (Jt' ILSHALL STALL ADDITIONAL DRIP ZONE i0 NAME! K EXIS NG 2 0 CONTRACTOR SHALL VERIFY THE LOCATION OF ALL 15+00 16+00 r EXISTING VALVES, LATERALS. MAINUNES AND OTHER <A IRRIGATION EQUIPMENT PRIOR TO INSTAUATON AND TO UTILIZE EXISTING OPERATIONAL EQUIPMENT WHERE ni POSSIBLE(TYP.) • — — — — — — — — — — — — — — — I O3 PROPOSED IRRIGATION SLEEVE- ONE RI 4-PVC —II IRRIGATION SLEEVE,TWO(2) 1'PVC IRRIGATION umHALs Q EXISTING TREE BUBBLER VALWC26 - CONTRACTOR SHALL RECONNECT PROPOSED BUBBLER ZONE TO EXISTING VALVE IF VALVE IS NOT IN OPERATING ORDER. CONTRACTOR SHALL INSTALL NEW VALVE TO MATCH EXISTING. �r O PLACE AIR RELIEF VALVE AT HIGHEST ELEVATION (TYP.) ALL PROPOSED SHRUBS, VINES. AND STORMWATER TREATMENT FACIUTIES TO RECEIVE SUBSURFACE IN-UNE DRIP IRRIGATION (TYP.) 11 ALL PROPOSED TREES TO RECEIVE 1VA BUBBLERS PER IRRIGATION LEGEND GENERAL IRRIGATION NOTES: MEE, PER PLAN (TYP.) 1. THE SYSTEM HAS BEEN DESIGNED TO PROVIDE WATER TO ALL B. ALL VALVES SHALL BE INSTALLED IN AN AMETEK PLASTIC VALVE BOX 12 UNIT OF'WORK SYMBOL M IF CTURFRM ZDESCRPTION Qff PROPOSED TREE BASINS AND DRIP AREAS. ANY CHANGES MADE IN THE WTH A LOCKING LID. • TORO 520Z-6-CON-FBI 20 LAYOUT DUE TO FIELD CONOITONS SHALL BE IN ACCORDANCE WITH PRESSURE-COMPENSATING ROW BUBBLER THESE STANDARDS. OUANTTES IN SCHEDULE ARE ESTIMATED. PUN 9. IRRIGATION CONTRACTOR SHALL SECURE ANY AND ALL NECESSARY SHALL TAKE PRECEDENCE. PERMITS FOR THE WORK PRIOR TO COMMENCEMENT OF HIS OPERATIONS ON-SM. COPIES OF THE PERMITS SHALL BE SENT TO THE SYMBOL M ANUFACTURER MODEL DFSCRIHQN as 2 IRRIGATION SHALL BE DRIP WHEREVER POSSIBLE. NO OVERHEAD OWNER/GENERAL CONTRACTOR. WORK IN THE R.D.W. SHALL CONFORM Z IRRIGATION WITHIN 24" OF NON PERMEABLE SURFACES. TO THE STANDARDS AND SPECIFICATIONS LW LOCAL ANO/OR STATE EXISTING VALVE- RAIN BIRD XCZF-LOG-PRF- 1' 1 3, Ott BE TEMECULA PLANNING DEPARTMENT SHALL BE CALLED PRIOR TO HIGHWAY JIlRI501CTW. Q_ NETAFlM R05OMFV-I -RUSH VALVE 2 COMMENCING ANY IRRIGATION INSTALLATION IN ORDER TO SCHEDULE 10. VERIFY CMMOLER AND WEATHER SENSOR LOCATION AND MANNNE REWIRED IRRIGATION INSPECTIONS. POINT OF CONNECTION AT PROJECT SITE WTH OWNER PRIOR TO START Z 49 NETAFlM 65ARIAHOO-AIR REUEF VALVE 2 4. PROPERLY OWNER SHALL BE RE9'ONSIBLL FOR ALL ON-SITE OF CONSTRUCTON. ® NETAPM TLDL-6-12(12) - DRIPLINE 1,244 S.F. LANDSCAPING AND IRRIGATION. AS SHOWN. PER PROPERTY OWNER 11. ALL 24 VAC WRING SHALL BE OF DIRECT BURIAL COPPER WRE AS U REQUEST DECORATIVE POTS SHALL RECEIVE NO PERMANENT IRRIGATION. FOLLOWS: Z) PROPERTY OWNER SHALL BE RESPONSIBLE FOR MAMDENANCE REQUIRED CONTROL WIRES - #14 TO KEEP POTTED PLANT MATERIAL IN CAW HEALTH- THIS INCLUDES, COMMON WRES- #12 N BUT IS NOT DIVIDED M. HAND-WATERING, WEED ABATEMENT, PRUNING. SYMBOL M CTLRFRMWE /D S R� QTy PEST MANAGEMENT. SOIL AMENDMENTS. AND REPLACEMENT OF ANY ti INSTALLATION OF WORK SHALL BE COORDINATED WTI OTHER GRAPHIC SCALE IN FEET ZZ DEAD OR IN-DECLINE PLANTS. CONTRACTORS IN SUM A MANNER AS TO ALLOW FOR A SPEEDY AND Nq 00 9� U EXISTING VALVE-RAIN BIRD PEB-PRS-D - 1* 1 5. ALT I MAINUNEI LAIL ORDERLY COMPLETION OF ALL WORK ON THE SITE. Rr h EXISTING VALVE-RAIN BIRD PEB-PRS-O - 1-1/2' i 13. THE DENO QE THIS SYSTEM IS BASED ON THE AY&Affi!JD�� ALL ONES L L INSTALLED IN PLANTING AREAS WHERE POSSIBLE. PAR IF THE TO AC SYSTEM CANNOT PROVIDE TRA THE NECESSARY IRRIGATION LATERAL LINE: PVC SCHEDULE b 1,776 LF. BUTLOCATE ALL VALVES 10 ALLOW ACCESS FOR MAINTENANCE PURPOSES, PARAMETERS TO ACCOMMODATE DESIGN THIS. CONTRACTOR SHALL MAKE BUT HIDE THEM IT LOCATION PUBLIC VIEW WHENEVER POSSOE. HE OWN TOR BOOSTER PUMP. . THE HERE BY ADDING NECESSARY. VALVES, A L016-1594——————— PIPE SEEVL PVC SCHEDULE 40 359.3 LF. SHALL VERIFY THE EQUATION OF ALL THESE ITEMS WITH THE OWNER. BOOSTER S PUMP.DESIGN OTHER EQUIPMENT, AS NECE&&ARY. CONTRACTOR SHAH SUBMIT DESIGN REVISIONS TO OWNER'S REPRESENTATIVE AND 6. CONTRACT. TO EIELO LOCATE ALL ARCHITECT MOM TON WART MAIN LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO SUBMITTING BID. LOCATION&. CONTACT lS BETWEEN ARCHITECT PRIOR XI START OF BU/LO/N(i ANO SAFETY urcaRFRovm.SeRviEEUERi WORN IF SSAREPANOES BETWEEN THIS PLAIN AND E%ISTNC/AS-BUILT 14.CONTRACTOR SHALL VERIFY LOCATION OF ALL C OR ASSUMEFLLUTILITIES Klmley »Horn CONDITIONS ARE FOUND. RANDESPONSIBILITY SERVICES PRIOR TO ANY GIGGING ED BY FAIUR ASSUMES . flESPgHSIBIDtt FOR ALL DAMAGE CAUSED BY FNWRE TO 00 S0. ), ALL INPRESSURE MAINLINES UNDER PAVER AREAS STALL T PLACED RfLE 24 134 COMPCOWECESS IRTM Cut TIXL/M£ TITLE 24 pIS9BCEp ACCESSIpILIIY ON!v I-9pOd2ZdlJJ WITHIN SLEEKS AS NOTED. WERE ELECTRIC VALVE CONTROL ONES 15. CONTRACTOR IS ECTIRESPONSIBLE FOR THE IRRIGATION SYSTEM 90 DAYS N SA B STREET, SUITE 600 PAS&THROUGH A SLEEVE IN A OTHER MAIN OR LATERAL LINES TREY OAST FlNAL INSPECTION, SAN pIEGO, LA 92101 SHALL IRRIGATION CUMYEm WITHIN A SEPARATE, SMALLEfl CONDUIT. NO P: (619) 234-9411 S SHALL BE TWICE THE DlAMlMM_QF_UL_.%aI . IRWGAM_N LAM2AI I _ THEY CONTAIN. APPIKO 6 ON,wrns msefs p/a WWKIMLEY-NORNOOM O CONS(RU A%RECORD ENT( BY PENSIONS ACcb mif BfNCH M4PA NN/ so OesynM By Drum By CnL[falI "SNv. EL=11w]IrMORGAN M. MGRGAN M. MADSEN. M. RCCOMMFNCfG BY. m.T._ OF TEh1ECULA LTEPARNENT OI WBUCONC_1_1 VERnaL CIL N. NAwea Pans Pre( 'M rxws.sI,PN,;:;a-I aNT C6055 OF LAICM B14NOXALCCPIEO BY ME IR-101 NE INLssT SFE CFCof MNC Rogo aPo9¢ - PROMENADE MALL 9U5 STOP EXPANSION1rvENiNTERs$cFU`W1H PR6NENAOE MALL MATTHEW J MORGAN pule Ht/09/20H] °""�n'MAX°CEF1 ACCF$$ . R.C.E. . SilUIRRIGATION PLANSESIiHLI5rvE0 FNOY$iATc(AS R.L.E.N0.44}l!OB$fNVPTONSi MLL$R �$P4]6, /j(/I, N0.625fi � �..� RING ROAD $11re132 d59 4 I EAST PARKING GARAGE . . . . . . . . . . III . . . . r� . . I� . . . . . . . IIIIIIIIII� . . � 3 3 12 0 10 a 11 2 3 8 10 I I I I I 7 I III II II I o I I I I �I Iz L¢2] 3U / �6 w� N IRRIGATION NOTES I� O2 CONTRACTOR SHALL VERIFY ME LOCATION OF ALL EXISTING VALVES.LATERALS, MNNUNES AND OTHER IRRIGATION EQUIPMENT PRIOR TO INSTALLATION AND UTILIZE EXISTING OPERATIONAL EQUIPMENT WHERE POSSIBLE (TYP.) 17+00 18+0O 19+W O PROPOSED IRRIGATION SLEEVE - ONE (1)4' PVC v� IRRIGATION SLEEVE. TWO(2) 1'PVC IRRIGATION vO PLACE FLUSH VALVE AT LOWEST ELEVATION OF DRIP • _ ONES(TYP.) jp ID ALL PROPOSED SHRUBS MINES, AND STORMWATER TREATMENT FACIE ES TO RECEIVE SUBSURFACE IN-LINE u DRIP IRRIGATION Vol it ALL PROPOSED TREES TO RECEIVE TWO BUBBLERS PER PER PLAN RING ROAD -lf tz LIMIT� WORK ( ) BRING ROAD' -- TYP. 1 -- I IRRIGATION LEGEND GENERAL IRRIGATION NOTES: SYMBOL MANUFACTURERMOULADESCHIP31CH 1. THE SYSTEM HAS BEEN DESIGNED TO PRONOE WATER TO ALL B. ALL VALVES SMALL BE INSTALLED IN AN AMETEK PLASTIC VALVE BOX PROPOSED FREE BASINS AND DRIP AREAS. ANY CHANGES MADE IN THE WM A LOCKING LID. TORO 57OZ-8-COM-FB-PC 20 LAYOUT DUE TO HELD CONDITIONS SHALL BE IN ACCORDANCE WTH PRESSURE-COMPENSATING FLOOD BUBBLER THESE STANDARDS. QUANTITIES IN SCHEDULE ARE ESTIMATED, PLAN 9. IRRICATON CONTRACTOR SHALL SECURE ANY AND ALL NECESSARY SHALL TAKE PRECEDENCE. PERMITS FOR TIE WORK PRIOR TO COMMENCEMENT OF HIS OPERATIONS M-SITE. COPIES OF TIE PERMITS SHALL BE SENT TO THE � 2. IRRIGATON SHALL BE DRIP WHEREVER POSSIBLE. NO OVERHEAD OWNER/GENERAL CONTRACTOR. WORK IN THE R.O.W. SHALL CONFORM SkWIH9L MAI+UFACNRFRMODELA1E50RIPTCN OIY IRRIGATION WITHIN 2C OF NON PERMEABLE SURFACES. TO ME STANDARDS AND SPECIFICATIONS OF LOCAL AND/OR STATE B EXISTING VALVE- RAIN BIRD KCZF-IOC-PRF - 1' 1 HIGHWAY JURISDICTION. CITY OF IEMECULA PLANNING DEPARTMENT SHALL BE CALLED PRIOR TO CL NETAFlM T05OMFV-1 -FLUSH VALVE 2 COMMENCING ANY IRRIGATION INSTALLATION IN ORDER TO SCHEDULE 10.VERIFY CONTROLLER AND WEATHER SENSOR LOCATION AND MNNUNE REQUIRED IRRIGATION INSPECTIONS. POINT OF CONNECTOR AT PROJECT STE WITH OWNER PRIOR TO START Z OO- AIR RELIEF VALVE 2 OF CONSTRUCTION. NETAFlM BSARIAI 4. PROPERTY OWNER SHALL BE RESPONSIBLE FOR ALL ON-STE ti ® NETAFlM TLOL-6-12(12) -DRIPLINE 1,744 B.F. LANDSCAPING AND IRRIGATION, AS SHOWN. PER PROPERTY OWNER 11. ALL 24 VAC WIRING SHALL BE OF DIRECT BURIAL COPPER WIRE AS j REQUEST DECORATIVE POTS SHALL RESUME NO PERMANENT IRRIGATION. FOLLOWS: PROPERTY OWNER SHALL AI BE RESPONSIBLE FOR MAINTENANCE REQUIRED CONTROL WIRES- E14 TO KEEP POTTED PLANT MATERIAL IN GOOD HEALTH - THIS INCLUDES, COMMON WIRES- /12 BUT IS NOT LIMITED TO. HAND-WATERING. WEED ABATEMENT. PRUNING, Z � PRO M R RM AIECCR P QK PEST MANAGEMENT. SOIL AMENDMENTS AM REPLACEMENT OF ANY 12 INSTALLATION OF WORK SHALL BE COORDINATED WITH OTHER GRAPHIC SCALE IN FEET (] DEAD OR IN-DECLINE PLANTS- CONTRACTORS IN SUCH A MANNER AS TO ALLOW FOR A SPEEDY ANO 'MO 0 5 10 20 U EXISTING VALVE -RAIN BIRD PEB-PRS-D - 1' 1 ORDERLY COMPLETION OF ALL WORK ON TIE SITE. Rr 5. EXISTING VALVE-RAIN BIRO PEB-FRS-D -1-1/2' I IRRIGATION EOUIPMENT AND nL 13. ALL LINES TO BE INSTALLED IN PLANING AREAS WHERE POSSIBLE. AM IF THE MASTER SYSTEM CANNOT PROVIDE THE NECESSARY IRRIGATOR LATERAL LINE: PVC SCHEDULE AO 1,276 LF. LOCATE All VALVES TO ALLOW ACCESS WHENEVER MAINTENANCE PURPOSES, PARAMETERS TO ACCOMMODATE DESIGN AD CONTRACTOR SHALL MAKE --_- --- BUT HIDE THEVERIFY FROM PUBLIC NEW VATHESEIIN POSSIBLE CONTRACTOR ADJUSTMENTS PUMP, , THE DER E BY ADDING CONTROL VALVES, A LO1B-1594--_----- PIPE SLEEVE PVC SCHEDULE 40 059.3 LF. SMALL VERIFY ME LOCATION OF ALL THESE❑FIRS WTH THE OWNER. BOOSTER PUMP, SI OTHER EQUIPMENT. AS NECESSARY. CONTRACTOR D SHALL APESUBMITA DESIGN REVISIONS TO OWNERS REPRESENTATIVE AND 6. CONTRACTOR TO FUELSACTT LOCATE ALL EXISTING PRIOR WATER MAIN LANDSCAPE ARCHITECT FOR APPROVAL PRIM TO SUBMITTING BID. WORK F DI CONTACT LPN BETWEEN ARCHITECT PRIOR TO START OF BU/LO/NGANO SAFETY tWneReRpAV SEFYI[Ea(fAT WORK W DISCREPANCIES BETWEEN THIS PLM'AND FXIBTNC/AB-BUILT 14.CONTRACTOR SHALL tTRIFY LOCATION (C ALL ACTOR ASSUMES UTUMS - Kimley ))Horn CONDITIONS ARE FOUND. AND SERVICES PRIOR TO ANY GIGGING CONTRACTION ASSUMES MILL RESPONSIBWIY FOR ALL DAMAGE CAUSED BY FAILURE TO DO S0. WT%EWED FOR COMP(JANCE MlH • CALL)lu FlAE J. ALL PRESSURE MAINLINES UNDER PAVER AREAS SHALL T PLACED O 1WTS SLEEVES AS NOTED. ENO ELECTRIC VALVE CONTROL ONES 15.CONTRACTOR IS RESPONSIBLE FOR THE IRRIGATION SYSTEM 90 DAYS Ilitf 14 pfSIB1E0 ACCfSSIBIIIiV ONLY I-900-421-LISS Pg55 THROUGH A REEVE N1T1 OTHER MAIN OR LATERAL LINES THEY PAST VIRAL INSPECTION. 401 B SWEET. SUITE fi00 SHALL BE CONTAINED WITHIN A SEPARATE,SMALLER CONDUIT. 7 BAN DIEGO, CA 92101SHALL O P: (619) 234-9411 IRRIGATONJAMRAI LINES THEY CONTAIN MO Wpppl6 0AY5 BfFO.W YW M4 WWWAIMLEY-HORN.CON APPROVED 8YAMUF GATT— O LCWSIhLCIRbV RCLYFPo OAT£ BY MMS!�IM' .:rCO LNR %NCH INRN SGL: Cee9r1M BY Gram By Ch-P d By MmrinA Ab. reu zw EL 108]1J SCKC UR MORGAN M. MORGAN M. MADSM M. RCCOMMFNOEO BF D,F;_ C/TY OF TE/NECZ1" M`PWEMFM OF PUBLIC FORKSLLI Cmlrcciw R�LCROSS N CAT NAWm Mpyxg PrpRygp Mppr ylpWt,6n Qr F QT ceOss ax cATw e.vx rn ACC(PIEO BY a'E- IR-102 N.E¢ST COE OF.NM ROAS OPEPOUf AS IrvDICATEO rROMENADE MALL BUS STOP EXPANSIONMATTHEW D. MORGAN °"^W'' AEGate 11/09/201JON MTM PIIWEMME MxLL A ' F ZnaR1H AccEss Irr a mez KOAo, w1.wRCE IRRIGATION PLANSCpmplefERVAMO`NSI. TO�C STAsHED ROM ovs P°'s' N/ARLA. Na.625B �`l ri RING ROAD SnM�3 ms9Ckz nl,e. . f/1 A ✓1 /1/ / I'll, nY. 117 n+n A9n nz/ 1 II / — 77 7"'\ I IfI i--- - -- ---- - / I iJ 1T 10 I B O I - I I \ — z z 6 ► � — — i — .000 / IRRIGATION NOTES + S @ CONTRACTOR SHALL LEMFY THE LOCATION OF ALL a I I EXISTING VALVES, LITERALS.MNNUNES AND OTHER IRRIGATION EQUIPMENT PRIOR TO INSTALLATION AND I UTUZE EXISTING OPERATIONAL EQUIPMENT WERE \ 21Hp0 24+00 24 39 POSSIBLE(TT9,) EMSTING\ O TRACTOR SHALL RECONNECT TOATION EXISTINNG VA ME, TO PROVIDE IRRIGATION I I SERVICE TO DRIP ZONE WTHIN PARKING LOT ISLAND ACROSS CRIME AISLE. \ Q EXISTING TIME BUBBLER VALVE- CONTRACTOR SHALL §\ RECONNECT PROPOSED TUBBIER ZONE TO EXISTING VALVE VALVE IS NOT IN OPERATING ORO CONTRACTOR SHALL INSTALL NEW VALVE TO MATCH EXISTING. —_ OZ EXISTING DRIP ZONE KIT- CONTRACTOR SHALL RECONNECT PROPOSER PRIG ZONE TO EXISTING VALVE. IF VALVE IS NOT IN OPERATING ORDER. CONTRACTOR SHALL _ W INSTALL NEW CHIP ZONE KIT TO MATCH E%ISTING. 4 _—___ _-- ——— ——_ lyc OB PLACE FLUSH VALVE AT LOWEST ELEVATON OF DRIP UNES(TYP.) O PLACE AIR RELIEF VALVE AT HIGHEST ELEVATION (TYP.) 10 ALL PROPOSED SHRUBS, MNES, AND STORMWATER TREATMENT FACILITIES TO RECEIVE SUBSURFACE IN-UNE DRIP IRRIGATION (TYP.) IRRIGATION LEGEND GENERAL IRRIGATION NOTES: ALL PROPOSED TREES TO RECEIVE TWO BUBBLERS PER I. THE SYSTEM HAS BEEN DESIGNED TO PROVIDE WAR TO ALL 8. ALL VALVES SHALL BE INSTALLED IN AN ANEMIC PLASTIC VALVE BOX TREE PER PLAN(TIP.) SYMBCd. MANDFACNRER(MpDFI/DFcnp PION PROPOSED TIME BASINS AND DRIP AREAS. ANY CHANGES MADE IN THE WITH A LOCKING -0. LAYOUT DUE TO FIELD CONDITIONS SHALL BE IN ACCORDANCE WTH 13 CONTRACTOR SHALL INSTALL PVC IRRIGATION SLEEVE AT III TORS SZOZ-e-COM-FIB-PC 20 CHECK DAMS SO THAT THEY PUNCH THROUGH PRESSURE-COMPENSATING ROOD BUBBLFA THESE STANDARDS.ECE OUANTTIES IN SCHEDULE ARE ESTIMATED.PLAN S. IRRIGATION CONTRACTOR SHALL SECURE ANY MANDEN ALL NECESSARY CONCRETE TEAL SLEEVE AT WALL PENETRATION KITH SHALL TAKE PRECEDENCE PERMITS FOR THE E THE PRIOR TO SHALL BE SENT OF HIS OPERATIONS CAULK TO PROVIDE WATER TIGHT SLEEMNG SYSTEM. OWNSITE. COPIES CO THE PERMITS KIN BE SENT TO THE Sw9oI MANUFACNRER/MODEi@FSOi PTQV 41Y 2 IRRIGATION SHALL BE DRIP WHEREVER POSSIBLE AC OVERHEAR TO THE GENERAL CONTRACTOR. WORK IN THE R.O.W. SHALL CONFORM Z. IRRIGATION WITHIN 24' OF NON PERMEABLE SURFACES HI THE STANDARDS AND SPECIFlCATIBNS CF LOCAL qND/IXt STATE QQ'' EXISTING VALW - RAIN BIRO XCZF-100-PRF- 1' I HIGHWAY JJRISDICTION. J 3. CITY OF IEG My I PLANNING DEPARTMENT SHALL BE CALLED PRIOR ID R Ql NETAFlM]L050MN-1 -FLUSH VALVE 2 COMMENCING ANY IRRIGATION INSTALLATION IN ORDER 10 SCHEDULE 10. VERIFY CONTROLLER AND WEATHER SENSOR LOCATION AND MAINLINE REQUIREDREO iRRIGATON INSPECTIONS POINT OF CONNECTION AT PROJECT SITE WITH OWNER PRIOR TO START �G NETAFlM 65ARIA100-AIR RELIEF VALVE 2 4. PROPERTY OWNER SHALL BE RESPONSIBLE FOR ALL ON-BITE OF CONSTRUCTION. O ® NETAFlM TDL-e-12(12) - DRIPLINE 1.144 SP. LANDSCAPING AND IRRIGATON. AS SHOWN. PER PROPERTY OWNER 11. ALL 24 VAC WRING SHALL HE OF DIRECT BURIAL COPPER WRE AS U REQUEST OECORATME POTS SHALL RECEIVE NO PERMANENT IRRIGATOM. FOLLOWS: PROPERTY OWNER SHALL BE RESPONSIBLE FOR MAINTENANCE REQUIRED CONTROL WIRES - p14 TO KEEP POTTED PLANT MATERIAL IN GOOD HEALTH - THIS INCLUDES, COMMON WRES- 012 BUT IS NOT UNITED TO. HAND-WATERING WEED ABATEMENT, PRUNING. SYME01 MANUFACTURER/MQDEI AFSCR PION CITY PEST MANAGEMENT, SOIL AMENDMENTS, AND REPLACEMENT BE ANY 12.INSTALLATION OF WORK SHALL BE COORDINATED WTH OTHER OMAP5IC SCALE 10 IN FEE 20 J OEM OR IN-DECLINE PUNTS. CONTRACTORS IN SUCH A MANNER AS TO ALLOW FOR A SPEEDY AND ti EXISTING VALVE- RAIN BIRD PEB-PRS--0 - 1' 1 5, MOERLY COMPLETION OF ALL WORK ON THE SITE. y EXISTING VALVE - RAIN BIRD PEB-PRS-p -1-1/2' 1 IRFUGABON EQUIEMENT AND MLWS ME SHOWN DIAGRAMM61IC<, 13. THE MARCH OF THIS SYSTEM IS BASED ON THE AVAII ABIR MY OF At ALL UNES TO BE INSTALLER IN PLANING AREAS WERE POSSIBLE P IF THE MASERCANNOTSYSTEM CANNOT PROVIDE THE NECESSARY IRRICATON LATERAL LINE: PVC SCHEDULE 40 1,2M LE LOCALE ALL VALVES TO ALLOW ACCESS FOR MAINTENANCE PURPOSES, PARAMETERS AMETERS TTS O ACCOMMODATE OESGNIE THIS. NG CONTROL SHALL MAKE BUT-------- PIPE SLEEVE: PVC SCHEDULE 40 359.3 LF. SHALL IVERIFY THE LOCATION O DE THEM FROM PUBLIC MEW ALL THESE ITEMS SWTi THE OWNEIBLE R. BOOSTERPUM. OR OTHERIGEQUIPMN BY�.PS NECESSARY.VECONTRACTOR LD>8-1594 SHALL SUBMIT DESIGN REASONS TO OWNER'S REPRESENTATIVE AND 6. CONTRACTOR TO MEW LOCATE ALL EXISTNG IRRIGATION WAR MAIN LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO SUBMITTING BID. LOCATIONS. CONTACT LANDSCAPE ARCHITECT HRIGR TO STMT OF BU/LO/NGANO SAFETY UTERGRpro GEAWCFNERi MURK IF DISCREPANCIES BETWEEN THIS PLAN AND EXISTING/AS-BUILT 14. CONTRACTOR SHALL MERIFY LOCATION OF ALL UNDERGROUND UTILITIES Kimley>»Horn CONDITIONS ARE FOUND. AND SERMCES PRIM TO ANY GIGGING. CONTRACTOR ASSUMES FULL q RESPONSIBILITY FOR ALL DAMAGE CAUSED BY FAILURE TO DO SO. • CNG iW.t rqa ). ALL PRESSURE MAINLINES UNDER GAMER AREAS SHALL BE PLACED ESCHEWER FOR COMPlUJMC£WITH WITHIN SLEEVES AS NOTED. WERE EI£CTRIC VALVE CONTROL,UNES 15, CONTRACTOR IS RESPONSIBLE FOR THE IRRIGATON SYSTEM 90 RAYS ME 14 aI LED ACCESS71NIIY ONLY I-000-411-41JS PAW THROUGH A SLEEVE WTH OTHER MAIN OR LATERAL LINES THEY 401 B STREET, SUITE 600 PART FINAL INSPECTION. SAN DIEGO, CA 92101 SHALL BE CONTAINED WITHIN A SEPARATE, 5MALLER COND19T.IRRIGAMN SLIEVES SHALL JL TWICE THE DIAMETER OF ME%M OF Q P: (619) 234-9411 IRR,AIMN IAIFpu Uucc MEY CONTAIN. MO W[PofING 0.NYS BEFCiE Ypl qb WWW.KIMLEY-HORN.COM APPFOVED 6Y WT CONSIRULIpN RECORD MR BY REMS#M'S ACLU DNIF I BENCH MHRN SCLLE SEA(: Besgr�M B/ Wuxn By 21-1.t C/TY OF TEMECULA oEPaaTMcrvr or Pueea W:1;2d ice; T6M 30C FL-100]I] URWN, MORGAN M. MOgCAN M. MApSEN M. RECOMM(NBEB 6Y EM7C_KFnCAL OPIUMNxWBBPSI LKBSS ON CAIp 9A.NW �� Gr AVMD BH DID PROMENADE MALL BUS STOP EXPANSIO Noew¢nsT RDE a RNc RBAB aPPosn AS INDICATEDMATTHEW J. MORGAN nI>Pa.nmw.yrTHE uTERSEcnw rem PRDNENnoE uul OOle1t/a9/zatTR.CE&..44223 artrzW o<vlec Iaas/NORTI ACCESS,D,mZ ROAD IRRIGATION PLANS ESTARDNI 0 4RW St1 fi5ORSERVATOxS i0 CSSTPTICNs P4>e, N/A RLA� Mo.fi256 RING ROAD PSI»,BM1L @ EO'S. nnnl nvn eon nn� n+n non noF nTn non nr-r U 11 2 x 5 rz 11 z 4 r -- r- L-J .) \ L_ J 10 O+ PVC EXHAUST HEADER MSEra \\ t�i nA i I Q FINISH GRADE T \ OPVC SON 40 TEE OR EL (TYPICAL) O BACKFILL MATERIAL, FREE \ B FROM ALL ROCK AND \ O3 FWSH PPOINT(TYPICAL) DEBRIS GREATER THAN ONE B AN YA' \\ Ox BARB % MAlE FITTING INC© SIZE NON-PRESSURE LATERAL \ — ¢ \ 1 (5)PERIMETER OF AREA LIKE FOR RISERS, AND \ _ POP-UPS 6" CL LESS. SEE B \ ©wSERT TEE OR CROSS, TO PLANEND FFORLSIZE REFER \\ 1\ piwmw NON-PRESSURE LATERAL \ to \ OPERIMETER DRIPLINE PIPE TO BE INSTALLEDFIX, LINE FOR 12" PoP-UP \ \ 2'-4- FROM PERIMETER OF AREA (D HEADS. SEE LEGEND FOR CLASS. REFER TO PLAN ( SUB-SURFACE DRIPLINE QiW4Z 6Ng FOR SIZE I z a ca ©3" DETECTABLE MARKING POLYETHYLENE BLANK TUBING: w TAPE. AR \\ fa AIR RELIEF VALVFo� w0 S �4 ®CLEAN BACKFILL MATERIAL g \\ PVC SUPPLY MANIFOLD ANDH BIT BELOWSPRESSURE ABOVE fl \ IT -✓'�� - SUPPLY LINE \ @ PVC SUPPLY PIPE FROM CONTROL ZONE KIT 4"MINIMUM \ (SIZED TO MEET LATERAL FLOW DEMAND) FROM Q)PRESSURE SUPPLY LINE. 10 Hip \ SEE LEGEND FOR CLASS \ fOg TOTAL LENGTH OF SELECTED DRIPLINE TRENCH - REFER TO PLAN FOR SHE - - -- - - -- 6 'LEA SHOULD NOT EXCEED LENGTH SHOWN IN SABLE (A) CONTROL WIRES BURIED DIRECTLY BESIdE PRESSURE IRRIGATION SCHEDULE SUPPLY LINE. BUNDLE 14 PVC SON 40 RISER PIPE WIRES WITH TAPE AT 10' 6" MINIMUM MAXIMUM INTERVALS S]'MBi MANUFACTIRERMCUELMESCFPTON DIl PIPES. � TEND STOZ-6-CM-M-PC 20 m«Nam LaMelbn um F ®CONDUIT. (WHEN USED FOR PRESSURE-COMPENSATING FLOOD BUBBLER ON STOZ NOTES: a 1xxU q" MINIMUM WIRES IN LANDSCAPE IS9pxuW fe•M.em 2x. AREAS) SEE LEGEND FOR OL5 POP-UP. WI N CHECK VALVE.0.25GPM, 1.DISTANCE BETWEEN LATERAL ROWS AND EMITTER CHANGES TO BE AND CONTROL CLASS REFER TO O.SCPM. 1.OGPM, AND 2.00PM. BASED ON SOIL TYPE. PLANT MATERIALS AND CHANGES IN nu F xVAMI I IGrxl HOMMFM(is xmR.xlabx 16PH1 WIRE CONDUIT SPECIFICATIONS FOR SIZES FOR SUGGESTED $D PAIN BIRD%FS DRIPLINE INSTALLATION WIDE mila6 09 OR 69 06 09 FOR SUGGESTED SPACINGS. 11 2 12 +2 2M +ef TA 213 a49 50.3 SYMBOL Mau icarn RFR MDDLI/pfvn PnnN OTY 2. LENGTH OF LONGEST DEPLINE LATERAL SHOULD YIN EXCEED / n\ TRENCH IN LANDSCAPE THE MAXIMUM LENGTH SHOWN IN iHL AHIGH PONTO TABLE. B CONTRACTOR VALVE A RAIN BIRD XCZF-IGODRIP - 1' 1 3. AIR RELIEF VALVE i0 BE INSTALLED AT NIGH PNT OF AREA 14 yp, 256 qy mB w m V ro Sf4E CONTRACTOR SHALL N-STE EXISTING DRIP KIT VALVE, AND STORE OEI-SITE FOR REPOFCEMENT AND 306 am Sea aza r05 sat RECONNECTION AT LOCATION DESIGNATED ON PLANS NGA A m xSA M3 Al. qr0 Try sax VALVE NUMBERING SHAUN. LL REMAIN CONSISTENT, PER A IN-LINE DRIP TUBING P IF VALVE IS INOPERABLE.REPLACE IN KIND. MEGRIM FLOW DRIP CONTROL NIT.A Q POP-UP VALVE MIN OF PRESSURE REGULATING FILFILTERAL1T 40PS, AND P-UP ROTOR HEAD MOCF FITTING. }GPM-FSCFM. WITH NOZZLE 1 ® ®TURF AREAS: 4". FROM QI NETAFlM T.050MfV-1 2 HARDSCAPE EDGE. za 4 AUTOMATIC FLESH VALVE, 1/r MALE PIPE THREAD. GRADES, 24" FROM 3 -' • NETAFlM 85ARIA1L10 2 HARDSSHRUBCAREASAPE OG66" FROM 1'MALE PIPE THREAD GUARDIAN MR/VACUUM HARDSCAPE EDGES IN FLATRELI o¢ ACE ON SENT.SLOPING TERRAIN TONP�VENT Cg1AG PSI M OF ® ® 5 6 SEE SPECIAL PROVISIONS FOR DEPTH PIPES. UV RESISTANT. MAXIMUM PRESSURE: 150 - - PS © 4O SWING JOINT ASSEMBLY 0 6 ® SWING BO PVC NIPPLE & 3 AREA TO RECEJVE DRIPLINE MARLEX STREET ELLS, �" T RETAIN TDL SSURE (12) tnz S.F. STATE OF CALIFORNIA ESTIMATED WATER USE PARTS ASSEMBLY) DRIPM E PRESSURE N'TERS A IZ LANDSCAPE ®IATEN'GLIETMOAFY VARY WITH B DATELINE D.ACED AT 12.RS AT APART, O.C. DRIPLINE TOTAL WATER USE IS CT HYDROZONE. BY SUMMING FORE ARCH H D WATER prypGpEGBEEE00F SLOPE 9 OFFSETS SPACED U 120' APART, UR EMITTERS ESTIMATED FOR EACH TEDROZONE. WATER USE FOR CACN MYOROZONE 6 POP-UP BOGY OFFSET FOR TRIANGULAR PATTERN. SURFACE AND IS ESTIMATED MTI THE FOLLOWING FORMULA: O SUB SURFACE INSTALLATIONS UV RESISTANT. NOTE: 2" IN SHRUB AREAS AT END - REFI RENE) ESTIMATEDANSI WATER USE(CAL/FEAR) FINISH GRADE IN RUAF (SS USE ADELON TAPE IO ALL cyMROI LHANUFACIDRFR/MODFl:��.ES=.PT6: pjY ETD- REFERENCE EVAPOIRANSPIRAnON (INCHES/YEAR) THREADED CONNECTIONS. ®PVC SCN 40 TEE (SST) OR PF= PLANT ETO ADJUSTMENT FACTOR FELL USu VALVE- RAIN BIRD EXISTING XIS PAS-p- 1' I HA= HYDROZONE AREA(S.F.) ® VC ° -PgE55URE LINE STORE CONTRACTOR STALL SALVAGE IENT AN VALVE. AND .62 = CONVERSION FACTOR FINISH GRADE STORE qJ-SINE FOR REPLACEMENT AND IE= IRRIGATION EFFICIENCY AREA 6"POP-UP TREE BUBBLER VALVE RING SHALL REM AT LOCUTION AIN CONSSTNGNATED ONL PER SU =SPECIAL LANDSCAPE AREA(S.F.) MET Tp SCALE x� OCONT COILED L WIRE EXPANSIION 2LOOP. OCONTROL LEGEND, SEE VALVE RFOR ®PVC SON BO SINGLE UNION, PLAN. IF VALVE 15 INOPERABLE,REPLACE IN KIND. SIZE. MIPT % FIPT MODEL. 1"PLASTIC INDUSTRIAL VALVES LOW FLOW EMI MYRDROZONE) _ (ETO •PF •HA •.62) /(IQ PVC MAINLINE 3/4' SON 80 UNION W 2 ATERPROOF WIRE OPERATING CAPABILITY, GLOBE CONFIGURATION. WIH O ©PVC SON BO MALE ®FILTER FABRIC. WRAP 1 VT CONNECTOR. PRESSURE REWUTOR MODULE HYDROZONE A DRIP REMOTE 3/4" DISC FILTER ADAPTER, 2 (SAL) REOVIREO. LAYER IRONINGBOX CONTROL 03 RECYCLED WATER I.D. TIC, COVERING HOLES. e FASTING VALVE- RAIN BIG PEB-PAS-O- 1-1/2' 1 VALVE 3/4' PRV (NYLON TAG TIE THROUGH HOLED SUPPLY D. FROM CONTRACTOR SHALL SALVAGE EXISTING VALVE.AND ETD PF HA IE C°NVERSOIJ ENV IY X 18" IN NAG). MANIFOLD. NOTE: STORE ONCk- FOR REPLACDNENT AND FACTOt CAL/YEAR VALVE BOX 3/4' SCH 80 UNION RECONNECTION AT LOCATION DESIGNATED ON PUNS 22707 4 FINISH GRADE. ®LINE, SEE PLAN AN FOR AL USE EETEFOCONNECTON ALL VALVE NUMBERING SHALL REMAIN CONSISTENT. PER 56.1 .3 17" .81 .62 O PLOP.IF VALVE IS INOPERABLE, REPLACE IN KIND. Gal/Year - Q BACKFILL MATERIAL. V i-1/2'PLASTIC INDUSTRIAL VALVES LOW ROW '"� 6 RECTANGULAR VALVE BOX GRAVEL BASE AND SUMP. OPERATING CAPABILITY,GLOBE CONFIGURATION. WITH HYDROZONE B(BUBBLER) SEE SPECS. (DO HOT cud ©(camacr GRAVEL FOR eqx PRESSURE REGULATOR MODULE. -1 ADDITIONAL HOLES IN BASE 00 NOT USE BLOCKS CONVERSION Os. BOX). OR BATONS PILL GRAVEL IRRIGATION LITERAL LINE: PVC SCHEDULE b 1,278 U. ETD PF HA IE FACTOR GT/YEAR — TO BOTTOM OF VALVE- -- ------- PIPE REEVE: PVC SCHEDULE AO 359.3 L.F. 2,063 fLOW - REMOTE CONTROL VALVE ASSEMBLY 56.7 .3 160 .81 .52 2-M N MIIM C �Vva«.un«. LLFARArvLE G x,5 N, ~s,� ESTIMATED TOTALWATER R u (BTwuj c.mwr vauauovoa2��gc�a�Aavevovooa �Aauaoa O Oea o���'o°�0`�'�p'PYINOo�OoOa oaO°oOea MAWA(MAXIMUM APPLIED WATER ALLOWANCE) roogoxo�o�gAoAoAo�oXono °�°�°�o� _ L07B 1594 1 CC. R. PEA F PVCwr OR POLY ETC FT ADJUSTMENT FACTOR TOTAL HA C FACT. MAwn CHANEL SUMP .uHE BU/LO/NGANO SAFETY LNLEFLFp/IO SEFNCF 4ExT BRICK SIIPP°R} 36,613 CORNER) M F LPs. COUPLING 3D Kimley>»Horn %.T .55 1904 .62 Ga,/YePr CAu F.L nice DRIP VALVE ASSEMBLY - xfwfxEO FOR courxuNGE MnH o n INLE 14 OLSIRCED ACLE59RIOh'ONLY IN I-B00-L12-LISS 401 B STREET, S 600 ESTMATEO ANNUAL WATER USE(X OF MAXWQ 6T% L I MS \ �I PAN CA 92102101(6S) 0 P: (619) 1 APPROVED 8Y ICAO WLNAINL MYS HiCFf YW qL WW'A'.KIMLEY-HORN.-x°ftN.COM LC> C0.VSlRULrgN Al DUE try R£YISOWF A:cv auF I SENIOR III SOA(E BGa(: 0.sgmtl By OrPxn By O"Al By O/eriee No. C/TY OF TEMECULA 06iXi MCNr OF PURUC WORKS RaM gm [L=fNsa «ux,t MORGAN M. NORCAN M. MADSEN M. RfCGNMNOt'B BY PAIf ti eo„wdw ,e21 oaTUM Bewee cue Goss ON eaT.6ASx ox PA«s Prtya'ee Ur eer SaPnnsim O ACLfPlCO BY D4If IR-104 O ,VAR 1ORIUASN.1 THIN ob aFl AS INDICATED PROMENADE MALL BUS STOP EXPANSION TMBN TEq q¢�nwe oMENwE MALL MATTHEW J. MORGAN pole 11/o9/20t> 6lrvxw rxuwx Pr cdec aEST ass OFF OF EZ Rono. w+:ac�0f IRRIGATION PLANS ~ mmvN+ MST Foe OA STATIC GAS ( R.ce Nu.A42L1 2 OOSENeenaxs C aIATCNS rz N/A '� RCA. No.6256 �` RING ROAD snee�dss Pan.But x 6s. A/TAr nlri na. 11 n )n n,1 n11 non n1l Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion S Appendix 3: Soils Information Geotechnical Study and Other Infiltration Testing Data •I -43- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion • Percolation Test Summary Statement The following report entitled "Geotechnical Investigation, Promenade Mall Expansion' located at the Southeast Corner of the Intersection of Winchester Road and Ynez Road,City of Temecula, California was prepared by Leighton Consulting, Inc. on April 12, 2007. The report was originally prepared for the 2009 Promenade Mall Expansion Project, but provided useful information in the design of the Water Quality Management Plan for the Promenade Mall Bus Stop Expansion project. Leighton Consulting performed various percolation tests in areas near the proposed treatment area.The following percolation tests holes and results were used in the design of the proposed WQMP: Percolation Rates Relevant to Promenade Mall Bus Stop Expansion WQMP Test Hole V Depth Percolation Rates MPI TH-4 3' North 58 .1"/58 min 1.03 in/hr TH-5 5'South 8 1"/8'min 7.5 in/hr 'For loatlon of these test holes,see exhlbli following page 2 of the attached Geoterihnial Investigation report., For further information regarding these_percolation tests,including percolation data sheets, see attached Geotechnical Investigation Report. • -1 - OWN GEOTECHNICAL INVESTIGATION .PROMENADE MALL EXPANSION SOUTHEAST G.©RNER OP THE INTERSECTION OF WIN'CHESTER 8OAD AND YNU RQAD, CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA 4 ' PREPARED FOR: OR -C-r 'Y COMMMCIAL. [��i ELOPMENT 949 SOUTH HOPE STREET, SUITE 200 LOS ANGELES, GA 900'1bv PROJECT NO. 60156'9-Q02 APRIL 12, 2007 r MEWLe:i.�hton Consulting, Inc. .•A IEfGOON GROUP COMPANY Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY November 3,2006 project No.601569-001 FORF.Sf my COM MCIALDEVELOPME TT 949 South Hope Street,Suite 200 IJOs Angeles,CA 90015 Attention: Mr.Keane Lee vice President of Dmelopmei►t SiMact Results of Limited percolation Testing proposed promenade Mall EXPImdOn Southeast Comer of tame cwm Road and Ynez Road Temecula,C Ibmia In accordance with yorrt request and won''we are pleased to present herewith the results of our limited percolation testing for the subject project- EM E O The purpose of this study was tq assess the percolation characteristics of the onsite soils for incarpoaatioa in the WQMP assoaefed with the proposed expansion. Services provided�r this ehrdy consisted of the following:. . ■ Site reeormaissanee and coordination with USA; ■ Percolation testing of 5 shallow borings in geaexal accordance with the p included in the"Bloa Boot".County of Riverside.Department of Environmental Health; Compilation of this report that presents the results of our study PFRr61AUQN TESTING W &V areas ere located within the existing pig lot south and west of M. d' Q performed within the EdwardsCinem (see attached Exhibit by]tBF). Three test holes were Tye test holes were proposed Area Al and two test ]roles were performed within Area A2 - excavated to a depth-vmyingfrom 3 to 5 feet below eOdsting Pound surface• The test holes . wen excavated utilizing a Case 580 Super L rubber-tire backhoe equipped with an 8-inch solid- • sty anger. • 41715 Enterprise Cade N.,SLft 103■Temewla.CA 92590-5661 951.296.0530■Fax W.296.0534■wwwlei9WDnOMwL0Q•oom . fJ � � ' �'•`! '� r�' \+ 'ram .\� �,� _ ' '- • '�\\. - - � r\ram 1: �'—^MO� 4l— ! I .— .. , r- 1 -� r _ram • �� - 7 9w, • .. r• S �a , r• :v tom. \.,,++ , T / l• � _ \\\\ a •^ \, r/ \ I �+. \- -L TP" PMTSM toeman(I wit)O=Imm T" P=vAd Lo=don CrGWO (70/24MM) bkbFRjF.20V r--"- --- PERC TEST LOCATIO14S � mm Imm°a» PROMENADE MALL AMMON n J= RlvemWe Courtly,Calllomla oar u.c°no Flo"Nat Novcnbn'3,2006 FORwc TPCOMdERCULDEMOPAM edNo.601569 DOl • Rcahs /lmitedPaeoiation Ta Based on the rmdts of the testing.only thb southeast side of Area 2 shows adr rote rates (c30 and at this depth. A WI). In our opinion. this is due to encountering natural soils in this area summary of the test results is prodded below and further presegted on the"Peat Data Sheets" attached -2 p� .. 1r�,••• .00MIr) Area Al s Tea uo1�#/Depth �� Tg_l @@North 45� TH_2 @ 5'Ivtrddle T$-3 Q 3' South 91 1'1/ 90 MIN la Area A2; Test ole !Depth Pere Rates t1m 58 t"/ TH�d ®3'ATorth TH-5 Q 5' South 8 • ect i If you should have any The oppormmty to be of servicc on this projs g;eaflY aPp question,please do not hesitate to call:our office.- gyspoa'ully submitted, IMGHTON CONSULTING,INC. - `r ` �mat S' L SaiW as l 09/31/07 . Assoaate Eaginar nays WRkw Dlstnbatio� lt) B TtUa(RBFX am CM C=A 4 • _2- Leighton =f 1`1 ',1, 'J 1• � \J1L J \`M �l`-��,��� �.�r>��\ 1• 3 ',1 �y+�++ ■ ��_ J ' t .J �,'• 1 �'• .�'r,11' Erin r l 1� fa t.. Nov=bc 3.2006 FOREST CITY COAUaRaU DEVELOPhOf pyojed No.601569-001 Ravbtr olL nimd Pasoiation "Od n$ APPEPIDIX A PERC DATA SHEETS pERC DATA SHEET I CONTINOuS PRESOAK PRJOECT NO.601569-M TESTNO./LOCATION TH-1 DATE: 1017Sr2008 DEFTH OF TIIST HOLE: 3 TEST HOLE SIZE 6 htdtes SOIL DESCPJMON: Brown moist rL fore SAND 'PRESOAK PERIOD TIME INTERVAL wt ftnr'OF WATER USED STAKr- 4:10 PM IWZ4A= 5 GaOons STOP- 1:57 PM 1D 2Ws (water left to test hole) TEST PERIOD e Time Time Interval INfial Water FhW Wafer to Water Level PercDbwn Rate min Level inches Level ^rites ) 1:57 PM 6&0 28D 26.3 03 352.0 325 PM Kwdecpa MTE tOfLDas TEST No.ILOCATION TH-2 EXCAVATION DATE 1of25f20DB DEPTH OF TEST HOLE: 5 TEST HOLE SIZE. 8 Incites SOIL DESCRS170N: Dark brown m0K tine SAND., PRESOAK PERIOD TIME INTERVAL AMOUNT OF WATER USED START- 4A0 PM 1MWW 5 Gallon STOP- 150 PM 10=(water left In test hole) TEST PERIOD Time Time Interval IntBal Water Final water In water Level Percolation to min Level trldtes Level nche rich 153 PM 56.0 47.3 48.5 13 44.8 249 PM 249 PM 34.0 48.5 49.3 0.8 45.3 423 PM f OATS 10r15rM Leighton Consulting, Inc. s)9WM/� A LBI¢NrOY GROOa COYVAA7 SB L... ti!A PERC DATA SHEET/CONTINOUS PRESOAK, PR1oECT.NO.601509-ODI STEST 140./LOCATION 714•3 DATE: 101252DD8 • DW,rH OF TEST HOLE 3' TEST HOLE SIM. 8 hldles SOU.DESCRIPTION: ie SAND PRESOAK PER OD TIME INTERVAL A*ROl7Nr OF WATER USED START- 3:40 PM iDfL4/06 5 Gelbf� STOP, 1.45 PM 10/L5106 (water left In test hole) TEST PERIOD e Time Tbm In" Inmal Water Final W Star In water Level Percolation Rate min Level Level nches 1:49 PM 91.0 19.8 2DA 1.0 91.0 32D PM En,�'er�fetl>Ndmt Kmdeepan DATE tey7rmw TEST NO./LOCATION TH-4 EXCAVATION DATE: 10/L5�D6 • DEPIH OF TEST HOM 3' TEST HOLE MM', 6 Inches • SOU.DESCRIPTION: Grey moLd silly fine SAND PRESOAK PERIOD TINE INTERVAL- Arrrv)NT OF WATER USED START- 42DPM IW2406 5 Gallons bTOP- 134 PM JW2 (no water left In lest hole) TEST PERIOD e Time ne Interval wow Water Flnat water In Water di Level Pe Rate To min Level rhos Level 1:36 PM 48.0 1S.3 19.3 1.0 45.1 2=PM 222 PM 710 19.3 20.5 1.3 57.6 _ 3:36 PM Eromerrredvddmc Keldomm DATE 10¢5/LGU6 • Leighton Consulting, Inc. \tE161110N GROUP coupani tW� PERC DATA SHEET/CONT W OUS PRESOAK PRJOECT NO.601569 D0! TPSTND./1ArAT1ON Tt+S DATE 10f252006 DEPTH OF TEST HOLE: S TES[HOLE Sw 6111dtes SOIL DESCRIPTION: Dark brown moist.SMY fine SAND PRESOAK PERIOD TIME INTERVAL AMD t/,rr nF WATER USED START- 4:2B PM 10R41D6 5 Gallons STOP- 1:40 PM 10 (No water left In test hole) TEST PERIOD A Tone Thne Intarval trod Water Fbud Water in Water Level Peroolftn�Rate rnln Level es Level d>es MI:42 PM 44 hl 0 38.5 45.3 6.8BS26'PM2B PM 12-0. 36.5 38.3 - 7.6 8.8 2.40 PM 2.42 PM 20.0 35.5 38.0 _ 2.5 5.0 3=PM 3fl5 PM 6.p 328 33.6 1.0 6.0 3:11 PM EfgWedTedw = Kordeepvl M71: toQ5r20os TESTNO./LOCATION EXCAVATLON DATE DEPTH OF TEST HOLE: TEST HOLE S[ZE' SOIL DESCR7171ON: PRESOAK PERIOD TIME INTERVAL AMOUNT OF WATER USED START- STOP TEST PERIOD O Tins Tone Interval Indlal Water Fowl Water tn.Water Level Percolation Rate min Level. fires Level inches nches miNulch BVb*RlrecWdc1ee Kwdeepm _DAIS Leighton Consulting, Inc. • LeIONTON GROUP COY►ANT 4selw ftrra. Leighton 'COnsulting, Inc, A LEIOHSON GROUP COMPANY March 30,2007 Project No. 601569-002 FOREST CITY COMMERCIAL DEVELOPMENT 949 South Hope Street,Suite 200 Los Angeles,CA 90015 Attention: Mr.Kenneth Lee Vice President of Development Subject: Results of Percolation Testing#2 - Proposed Promenade Mall Expansion Southeast Comer of Winchester Road and Ynez Rpad Temecula,California In accordance with your request and authorization,we are pleased to provide;herewith.tbe results of our additional percolation testing for th6 subject project. Based on information provided by • RBF, we have completed eleven (11) percolation tests located as shown on the attached plan. • The results are generally consistent with those included in our previous report. PUIRP W AND SCOPE OF. WORK The purpose of this study was to further assess the percolation characteristics of the ortsite soils for incorporation in the WQMP as�ooiated,with the.proposed expansion. Services provided for this study co�isied bf the following. ■ Site reconnaissance and coordination with USA; ■ Percolation testing of 1l. shallow borings (3 to 3.5 feet) in general accordance with the procedures included in the"Blue Book",County of Riverside,Department of Environmental Health: ■ Compilation-of this report that presents the results of our testing. PERCOLATION TESTING As shown on the attached site plan, the proposed WQMP areas are located within the existing parking lot, between.Macy's building and Edward Cinema or in the parking lot south of Edward Cinema. The test holes were excavated to a depth of 3 to 3:5 feet below ekisting ground surface. 41715 Enterpnse Circle N.,,Suite 103■Temecula,CA 92590 Sf361 951.296.0530■Fax 951.296:osu■wwwielghtonconsulting.can FOREST CITY COMMERCIAL DEYEWPMEN Marsh 30,2007 Retultr of Percolation Teihn 02 project No.601569-001 The test holes were excavated utilizing a CME 75, truck-mounted hollow-stem auger drill rig, equipped with an 8-inch solid-stem auger. SUMMARY OF RESULTS A summary of current and previous testing is provided below. Current Study Results 03/211200 Test Hole# Test Hole Depth(ft) Percolation Rate(MPI) , Soil Description TP-1' 3 16 Clayey sand(SC) TP-2 3.3 >120 Clayey sand(SC) TP-3 3 >120 Clayey sand(SC) TP4 3 >.20 Clayey sand.(SC) 1 P-5 3 >120 Cliyey sand(SC) TPA 3.5 g8, Silty sand.(S Tp.7 3 >120 Clayey sand(SC) Tp_g 3 >120 Silty sand with clay(Slut) TP_9 33 24 Silty SO4 wit)i elay(Slut) TP-10 33 80 Silty sand(SM) TP-11 3 >120 Sandy clay(CL) Previous Study Results.(10/24/200 Test Hgle# Test Hole Depth.(ft) Percolddot Rate.(MPA Soli Description T.1. 3 >120 Clayey sand(SC) T 2 5 A5 Clayey sand.(SC) T-3 3 91 Cieycy sand.($C) T4 3 58 Silty sand(SNO T 5 5 8 Silty sand(Siva) As can seen above, most of the percolation rates are high (>120 mpi) and should be considered unfavorable for onsite percolation of storrawater. These rates reflect dense Lill and/or alluvium with high silt and clay content. 2 Leighton FOREST CITY COMMERCIAL DEYELOPMEN March 30.2007 Rendu of Per colahan Test/ng B2 Project No. 60I569-002 The opportunity to be of service on this project is greatly appreciated. If you should have any. questions,please do not hesitate to call our office. Respectfully submitted, LEIGHTON CONSULTING,INC, v i Simony%.Saiid, GE 2641,Exp.09/31/07 Associate Engineer KsWCW Distribution: (1) Addressee (2) D L*i Hales(RBF);one copy via email -3- Leighton ♦ ^f'�\�• -IFS+ / 1: •1 �� Y _ e w . 1 . i ew a \ /�'� \. . i �. ,� \� a ..� �\ �/ L. \�• W — f�+4m 7p-11 Pam Tbt UclU a(Th1w 11)MQ112007) Tp4 Pem TMLemdon(Tate16} (lM4r2006) ei..u.a:,�� ----��--.. -•--__ PERC TEST LOCATIONS Pro euw ' elan Te sale PROMENADE MALL AMMON a.e. Sham Rlveralde County,Callfomla 1sa -=mamb mar Rgurs Na t Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY May 16,2007 Project No.601569-M FOREST CITY COMMERCIAL DEVELOPMENT 949 South Hope Street, Suite 200 Los Angeles,CA 90015 Attention: Mr.Kenneth Lee Vice President of Development Subject: Results of Percolation Testing#3 Proposed Promenade Mall Expansion Southeast Coiner of Winchester Road and Ynez Road Temecula,California In accordance-with your request and authorization,we are pleased to provide herewith the results of our percolation testing for the proposed WQMP VaWt 164HOL Based on a site plan provided by RBF, the proposed WQMP Vault system will be focated east of the proposed 4-story paiidng • structure and requires a vault system to be installed at a depth of approximately 27 to 31 feet • below existing grade(E1.-1034 to 1038 msl). PURPOSE AND SCOPE OF WORK The purpose of this study was to assess the percolation characteristics of the onsite soils for proposed WQMP Vault system associated with the Mall expansion. Services provided for this study consisted of the following: ■ Site reconnaissance and coordination with Mall Manager, • Percolation testing by means of 3 deep borings varying in depth from i5 to 30 feet below existing grades. ■ Compilation of this report that presents the results of our testing. pEgCOLA ON TESTING As shown on the attached site plan, the proposed WQMP area is located in the parking lot south of Edward Cinema and east of the proposed 4-story parking structure. Test holes PT-1 and PT-2 weft initially excavated to a depth of 30 feet and 25 feet, respectively. The test holes were 41715 FsteTdse Circle N.,Suite 103 a Temeouia.CA 92690-6661 951.296.0530■Fax 951.296.0534 a www.leightonoonsufflN.00m eew++am FOREST CITY COMMERCIAL DEVELOPMENT May 16,2007 RMUS ojPereolation Testing U3 Projed No.601569-002 excavated utilizing a CME 75, truck-mounted hollow-stem auger drill rig, equipped with an fl- inch solid-stem auger. Groundwater was encountered at approximately 24 below grade level (BGL) in TP-1 and 25 feet in TP-3, which was excavated later to further evaluate groundwater conditions- Subsequently,percolation tests were performed at depth of 15, 20 and 25 feet BGL. SUMMARY OF RESULTS A summary of the percolation testing results is provided below. Test Hole q Test Hole Depth(ft) Percolation Rate(MPI) Soil Description PT-2 20 IS Sandy Silt(ML) P.I.-2 25 70 Clayey Silt QAL) PT-3 15 60 Clayey silt(h1I) The opportunity to be of service on this project is greatly appreciated. If you should have any questions,please do not hesitate to call Our office. ® Respectfully submitted, LEIGHTON CONSULTING,INC. L Sai l( Fort. Kandeepan Saravanapavan,EIT Sanon u+ Staff Engineer GE 2641,Exp.09/31/07 Principle Engineer xxsrssr,w Disb*ution: (2) Addressee,one copy via email (1) Daniel EialesBill Keller(RBF);via email Attachments: Figure 1-Pem Test Locations Boring Logs 2 Leighton DepartmentUSDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for . Agriculture and other Western . . • Federal •. agenciesNatural Resources Agricultural Experiment Area, • • Conservation Stations, and local Service participants /r• � fit: l • .. , .ii l�F" A - General Kearny _ so ALD 4v 1 up V ` . -01 ` � RnE3 r r NcC - . s1 i r Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AQI) ' Spoil Area The soil surveys that comprise your A01 were mapped at 0 Area of Interest(AOI) Stony Spot 1:15,800. Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot M Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause d Other misunderstanding of the detail of mapping and accuracy of soil � Soil Map Unit Paints 9 PP 9 Y .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals ® Borrow Pit Transportation Please rely on the bar scale on each map sheet for map r Clay Spot 1-14 Rails measurements. O Closed Depression N Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service � US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp ■ Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. ® Miscellaneous Water This product is generated from the USDA-NRCS certified data as 0 Perennial Water of the version date(s)listed below. ,a Rock Outcrop Soil Survey Area: Western Riverside Area,California + Saline Spot Survey Area Data: Version 10,Sep 12,2017 Sandy Spot Soil map units are labeled(as space allows)for map scales �. Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Feb 24,2015—Feb Slide or Slip 26,2015 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres In Act Percent of AOI HcC Hanford coarse sandy loam,2 0.0 4.3% to 8 percent slopes RnE3 Ramona and Buren loams,5 to 1.0 95.7% 25 percent slopes,severely eroded Totals for Area of Interest 1.0 100.0% Map Unit Descriptions The map, units delineated on the detailed soil maps in a soil survey represent the ,soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one of more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification-of the dominant soils. Within a taxonomic • Gass there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic'variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for taxonomic class. Areas of soils of a single taxonomic.class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic,classes other than those of the major soils. Most minor soils have properties similar to those.of the dominant soil or soils'in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate • pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the 11 Custom Soil Resource Report development of resource plans. If intensive use of small areas is planned, however, • onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered • practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Western Riverside Area, California HcC—Hanford coarse sandy loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcw2 Elevation: 150 to 900 feet Mean annual precipitation: 9 to 20 inches Mean annual air temperature: 63 to 64 degrees F Frost-free period. 250 to 280 days Farmland classification: Prime farmland if irrigated Map Unit Composition Hanford and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Hanford Setting Landformr Alluvial fans Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium derived from granite • Typical profile H1 -0 to 8 inches: coarse sandy loam H2-8 to 46 inches: fine sandy loam ' H3-40 to,60 inches: stratified loamy sand to coarse sandy loam Properties and qualities Slope: 2to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None' Available water storage in profile: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: SANDY(R020XD012CA) Hydric soil rating: No Minor Components Greenfield • Percent of map unit: 5 percent Hyddc soil rating: No 13 Custom Soil Resource Report Ramona • Percent of map unit: 5 percent Hydric soil rating: No Tujunga Percent of map unit: 2 percent Hydric soil rating: No Unnamed Percent of map unit: 2 percent Hydric soil rating: No Unnamed Percent of map unit: 1 percent Hydric soil rating: No RnE3—Ramona and Buren loams, 5 to 25 percent slopes, severely eroded Map Unit Setting National map unit symbol: hcyl Elevation: 250 to 3,500 feet • Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 63 degrees F Frost-free period: 230 to 320 days Farmland classification: Not prime farmland Map Unit Composition Ramona and similar soils: 55 percent Buren and similar soils: '35 percent Minor components: 10 percent Estimates,are based on observations, descriptions, and transects of the mapunit. Description of Ramona Setting Landform: Alluvial fans, terraces Landform position (three-dimensional): Tread Down-slope shape: Concave, linear Across-slope shape: Convex, linear Parent material: Alluvium,derived from granite Typical profile H1 -0 to 8 inches: loam H2-8 to 17 inches: fine sandy loam H3- 17 to 58 inches: sandy clay loam H4-68 to 74 inches:.gravelly sandy loam Properties and qualities • Slope: 5 to 25 percent Depth to restrictive feature: More than 80 inches 14 Custom Soil Resource Report • Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Available water storage in profile: Moderate (about 8.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: LOAMY(1975)(R019XD029CA) Hydric soil rating: No Description of Buren Setting Landform: Alluvial fans, terraces Landform position(three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Convex, linear Parent material: Alluvium Typical profile • H1 -0 to 8 inches: loam H2-8 to 28 inches: loam H3- 28 to 37 inches: loam H4-37 to 52 inches: cemented Properties and qualities Slope: 5 to 25 percent Depth to restrictive feature: 37 to 40 inches to duripan Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Low(about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: SHALLOW LOAMY (1975)(R019XD060CA) Hydric soil rating: No Minor Components • Buren Percent of map unit: 4 percent Hydric soil rating: No 15 Custom Soil Resource Report Ramona • Percent of map unit: 4 percent Hydric soil rating: No Hanford Percent of map unit: 2 percent, Hydric soil rating: No • 16 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M.Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. • National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.govtwps/portal/ n res/deta i I/nationa I/soi Is/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.n res.usda.gov/wps/portal/nres/detail/national/soi Is/?cid=n res l 42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.n res.usda.gov/wps/portal/nres/detai I/nationa I/soils/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ hom e/?cid=n res 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ • detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. • National soil survey handbook, title 430-VI. http:/twww.nres.usda.gov/wps/portal/ n res/detail/soils/scie ntists/?cid=n res 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lntemet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf • • 18 Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 4: Historical Site Conditions Phase 1 Environmental Site Assessment or Other Information on Past Site Use • • -44- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis • • -45- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion LID & Hydrologic Infeasibility Analysis The proposed project will expand the existing bus stop facility along Ring Road and add a shuttle turnout at Forest City's Promenade Mall. The existing site is a fully developed commercial site, consisting of roadway, sidewalk, landscape area, and the mall. The highly dense nature of the existing site prevents biofiltration BMPs from being installed in the existing landscaped areas; there is not-enough room onsite to provide treatment. Permeable pavements were considered but due to constant usage of mass transit vehicles,they are infeasible. Alternative Compliance for both pollutant control and hydrologic control will be met by.installing a bioretention swale in an existing offsite landscape area.An orifice-controlled storage vault will be installed downstream of the bioretention swale to provide hydrologic control by retaining storm water after it has been treated.The offsite treatment area has the same receiving channel as the project site. • • -1- Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 6: BMP Design Details BMP Sizing, Design Details and other Supporting Documentation • -46- Bioretention Facility - Design Procedure BMP ID Legend: Required Entries is Calculated Cells ompany Name: Kimley-Hom&Associates Date: 1/23/2018 Designed by: Alex Lin County/City County/City Case No.: Design Volume Enter the area tributary to this feature AT� 0.294 acres Enter VBMp determined from Section 2.1 of this Handbook VBMp= 777 ft' Type of Bioretention Facility Design Side slopes required(parallel to parking spaces or adjacent to walkways) Q No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds= 3.0 ft Top Width of Bioretention Facility, excluding curb WT= 8.0 ft Total Effective Depth, dE dE= (0.3)x ds+ (0.4)x 1 -(0.7/WT)+0.5 dE=-ft Minimum Surface Area, Am AM(ft') VBNW(ft') AM= ft- dE(ft) Proposed Surface Area A= 1,149 ft' Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 0.5 % 6" Check Dam Spacing feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 %'�►��� =='- Product Evaluation • STORNNUATER SOLUTIONS. Performance of the Stormwater Management StormFilter Relative to Ecology Performance Goals for Basic Treatment Overview The Stormwater Management StormFilter® (StormFilter) is a stand-alone stormwater treatment device that utilizes media filtration to remove contaminants from stormwater. Originally developed in' 1995, the StormFilter technology has been subject to continuous improvement, with three patents covering the siphonic design used today by the over 10,000 cartridges installed in the State of Washington. Prior to 2002, StormFilter technology was subject to approval at the local level. With the release of WADOE (2001) in August 2001, and the accompanying WADOE (2002) in October 2002, a formal process was established for review of stormwater treatment best management practices (BMPs), such as the StormFilter, at the State level. Stormwater Management proactively entered this process in January 2002 with an application for a Conditional Use Designation for Basic Treatment that was issued by the Washington Department of Ecology (Ecology) in October 2002. Pursuant to the Conditional Use Designation received by Stormwater Management, Inc. for the StormFilter in October 2002, multiple StormFilter installations in the Pacific Northwest • were monitored for a 12-month period. Following a year of study, data collected from two StormFilter system installations configured with ZPGTM media'and operating at a design filtration rate of 28 L/min/cart (7.5 gpm/cart) was sufficient for review according to WADOE (2002). Table 1. Combined performance of the HMP and LSN StormFilters relative to Ecology Basic Treatment Performance Goals based upon field testing results. Influent TSS-WA EMC m L < 100 > 100 Approximately 70% of the qualifying events fall Only the aggregate pollutant loading into this category. Of these, approximately reduction calculation (Method #2) half demonstrate effluent EMCs less than 20 recommended by WADOE (2002) produces mg/L. An arithmetic average of effluent EMCs a singular performance value on an annual under this category yields an annual average average basis. The resulting performance effluent TSS-WA EMC of 20 mg/L(n=15). for this category is an annual average removal of 89% n=7 . Over the course of a year, the two StormFilter systems, utilizing ZPGTM media and operating at 28 L/min/cart, demonstrated satisfaction of the Ecology Basic Treatment Performance Goal (Table 1). 33 storm events were captured, of which 22 qualified according to Ecology-proposed revisions to WADOE (2002) storm event criteria. The qualified storm events document system performance at an average peak operating rate of 110%. As a whole, the TSS-WA data for these qualifying events is characterized by: 1) a silt to silt loam texture; 2) an influent EMC range of 6.85 to 519 mg/L that was not normally distributed and skewed sharply to the right; 3) a peak operating rate range of 56% to 257%; 4) an average influent EMC of 114 • mg/L and a median of 83 mg/L. Satisfactory performance was demonstrated by an average effluent TSS-WA EMC of 20 mg/L for influent TSS-WA EMCs less than 100 mg/L and an 02004 CONTECH Stonnwater Soludons PE•E072 1 of 16 contechstonnwatenoom 4/11/06 SDR aggregate pollutant load reduction of 89% for influent TSS-WA EMCs greater than 100 mg/L • using data from qualifying storm events. Removal was found to be significant at the >99% level. It was concluded that the StormFilter operating at 28 Umin with ZPGT" media meets the Ecology requirements for Basic Treatment. Site Descriptions The sites used for this study were chosen based upon their suitability for a long-term monitoring project. Additionally, historical maintenance records and preliminary site surveys were conducted to confirm their suitability for TSS-WA performance evaluation. Both StormFilter systems underwent major maintenance (solids removal and cartridge replacement) on March 3, 2003, two months prior to the first documented storm events at both sites. The Heritage Marketplace StormFilter system is installed in the parking lot area of the Heritage Marketplace shopping center, located at 6700 NE 162nd Avenue Vancouver, WA (Lat: 45.67085, Long: -122.50697), and will be referred to as the Heritage Marketplace StormFilter (HMP). The site is anchored by a large grocery store with numerous smaller businesses and receives a great deal of traffic from the surrounding area during normal business hours. The StormFilter system treats runoff from 16,000-m2 (4.0-ac), primarily from impervious asphalt parking lot. Primary sources of pollution within this drainage area include solids, metals, trash, and debris from automobiles, site maintenance activities, seasonal activities, and atmospheric fallout. Treated runoff is discharged directly into an on-site infiltration gallery. The Lake Stevens North StormFilter system is installed adjacent to Lake Stevens and east of South Lake Stevens Road at the north end of the bridge deck (Lat: 47.9877442, Long: - 122.07719), and will be referred to as the Lake Stevens North StormFilter (LSN). The drainage area is 1,200-m2 (0.29-ac) of 100% impervious arterial road bridge decking and adjoining roadway. Primary sources of pollution within this drainage area include solids, metals, trash, • and debris from automobiles, maintenance activities, and atmospheric fallout. Treated runoff is discharged directly into the adjacent lake. System Descriptions The typical StormFilter unit is composed of three bays: the inlet bay, the filtration bay, and the outlet bay. Stormwater first enters the inlet bay of the StormFilter vault through an inlet pipe, which is plumbed to catch basins throughout the drainage area. Stomtwater in the inlet bay is then directed through a flow spreader, which traps some floatables, oils, and surface scum, and over the energy dissipater into the filtration bay where treatment will take place. Once in the filtration bay, the stormwater begins to pond and percolate horizontally through the media contained in the StormFilter cartridges. After passing through the media, the treated water in each cartridge collects in the cartridge's center tube from where it is directed into the outlet bay by an under-drain manifold. The treated water in the outlet bay is then discharged through a single outlet pipe. The StormFilter installed at Heritage Marketplace consists of a 2.4-m x 4.9-m (8-ft x 16- ft) vault housing 23 cartridges. The StormFilter cartridges contain ZPGT"" multipurpose media, a proprietary blend of organic and inorganic media. These 23 cartridges operate at a per-cartridge filtration rate of 28 Umin (7.5-gpm), yielding a peak system operating rate of 640 Umin (0.38-cfs) as tested. This operating rate is approximately 5% less than the 680 Umin (0.40-cfs) peak system operating rate recommended for the site based upon the sizing standards specified by Ecology at the time of writing (Western Washington Hydrology Model v2.5A). • 2 -�..-� ��.• _ •_�, _t.sa�.Ar,�. � _may K� � ��, i Heritage Marketplace StormFilter ' • I a R. Heritage Marketplace tormFilter proximityFigure 2. View of part of the Heritage Marketplace StormFilter site drainage area in •�. f +� Lake Stevens r , fie, Lake Stevens North StormFilter SouthR•, • ; Bridge Figure 3. Aerial view of the Lake Stevens North StormFilter site. 4 / Figure 4. View of part of the Lake Stevens North StormFilter site drainage area. Arrows indicate • flow to the StormFilter system via gutters and catchbasins located at the foot of the bridge. 4 • The StormFilter installed at Lake Stevens consists of a 1.8-m x 3.7-m (6402-ft) vault housing 10 cartridges. As with the Heritage Marketplace StormFilter, the cartridges in this StormFilter also contain ZPGT"" multipurpose media. These 10 cartridges operate at a per- cartridge filtration rate of 28 Umin (7.5-gpm), yielding a peak system operating rate of 280 Umin (0.17-cfs) as tested. This operating rate is approximately 10% less than the 320 Umin (0.19- cfs) peak system operating rate recommended for the site based upon the sizing standards specified by Ecology at the time of writing (Western Washington Hydrology Model v2.5A). Undersizing increases the bypass potential for the two StormFilters. High flow bypass configuration differs slightly between the two sites. While some bypass still occurs within the Heritage Marketplace StormFilter via the internal bypass mechanism during flows in excess of design, the majority of the excess flow at this site is handled by an upstream bypass structure, and thus the Heritage Marketplace StormFilter is considered by Ecology to be "offline" with respect to bypass. For the LSN StormFilter, flows in excess of design are bypassed via an internal bypass mechanism, and thus this StormFilter is considered by Ecology to be "online" with respect to bypass. Regardless of the overall bypass strategy employed at either site, this study documents the performance of the StormFilter vault only. Thus effluent water quality data corresponding to bypass events reflects combined flows (treated and internally bypassed) within the StormFilter. Water Quality Sampling Methods The equipment and sampling techniques used for this study are in accordance with the Quality Assurance Project Plan (SMI, 2003) developed in accordance with WADOE (2002) and approved by Ecology in February 2003. For the Heritage Marketplace study, SMI personnel were responsible for the installation and maintenance of the sampling equipment, sample retrieval, system reset, and sample submittal activities. For Lake Stevens North, SMI was responsible for the installation and maintenance of the sampling equipment. Taylor Associates, Inc. of Seattle, WA, was utilized for sample retrieval, system reset, and sample submittal activities for Lake Stevens North. A general overview is provided. Equipment Specifications Samples were collected using ISCO 6700-series portable automated samplers configured for 24, 1000-ml, polypropylene, ISCO wedge shaped bottles. Each sampler was connected to individual 12-VDC, deep cycle power supplies. Flow measurements were made using ISCO 750 area velocity modules with low profile area velocity sensors. Additionally, samplers installed at Lake Stevens North used factory installed modems to permit remote communication and a solar panel array for power supply regeneration. Sample intakes from each of the automated samplers' peristaltic pumps were connected to 3-m (10-11) lengths of 10-mm (0.4-in) diameter Acutech Duality FEP/LDPE suction line. A stainless-steel, low-profile sample strainer (14-mm (0.56-in) diameter with multiple 6-mm (0.25-in) openings) was installed at the end of the suction line to protect the pump head. All fittings were polyethylene in composition. Internal overflow was monitored using an Overflow Detection System (ODS) consisting of a float switch connected to a Onset Hobo State Logger. Rainfall was monitored using an Onset RG2 data logging rain gauge. Equipment Installation All sampling and flow monitoring equipment was installed inside the vault for security • and protection reasons. The automated samplers and 12-VDC batteries within the vault were installed to achieve minimal suction line length and eliminate dips in the suction line. Maximum inline velocity (z 2 ft/s) was maintained by avoiding extraneous suction line.length, excessive 5 bends, and kinks in suction lines. The rain gauge was placed atop an adjacent structure such • as a building or utility post with no overhead obstructions. Individual automated samplers, suction lines, and flow sensors were used to monitor the influent entering and effluent exiting the StormFilter systems; one sampler, flow sensor, and suction line was assigned to the inlet pipe and another sampler, sensor, and suction line was assigned to the outlet pipe. Thus, each sampler was independently controlled: the influent sampler by flow entering the system and the effluent sampler by flow leaving the system. The flow sensors and suction lines were mounted on ISCO stainless steel spring rings sized to match the inner pipe diameter at the sampling locations shown in Appendix A. The spring rings were inserted as far up into the pipe as possible, keeping the suction lines and flow sensors in a fixed position at the invert of the pipe with no vertical offset. The suction lines and flow sensor cables were bound together and routed out of the pipe and up to the samplers. Samples were taken as water entered and exited the StormFilter vault and did not measure pollutant removal associated with treatment by upstream structures or catch basins. The Overflow Detection System (ODS) was attached to a cartridge located towards the rear of the filtration bay such that the switch would activate at a water surface elevation of 21-in from the floor of the filtration bay (design internal overflow elevation). The state logger was placed in a waterproof housing and secured to a cartridge inside the vault. Equipment Operation Flow meters were set to take measurements every 1 to 5 minutes, allowing for extended deployment and minimal power usage during colder weather. To further minimize power consumption and avoid false starts caused by dry weather flows, samplers were programmed to begin sample acquisition and data recording after a minimum flow rate condition was met. Once enabled, the equipment recorded flow measurements and collected samples on a volume- paced basis. Sample Collection Program The sample program input into each of the automated samplers was a two-part program developed to maximize both the number of subsamples collected and the coverage of an individual storm event. The first part of the program sequentially filled the first set of bottles every X-gal. The second part of the program sequentially filled the remaining bottles every 2X- gal. This increased the probability of adequate coverage of both small and large precipitation events by allowing the use of subsamples collected according to X or 2X sample pacing. The sample pacing value was changed on an as-needed basis based upon anticipated storm size. Program changes were recorded by both the automated sampler and SMI staff. Sample Retrieval and Analysis The sampling equipment was inspected for samples following precipitation events. Sample bottles were capped, labeled, and transferred from the sampler base section directly to a cooler stocked with gel ice packs. The samples were then taken to an SMI or Taylor Associates facility and composited and split using an appropriately sized chum sample splitter (Bel-Art Products) to create flow-weighted, influent and effluent, event mean concentration (EMC) sub-samples for submittal to North Creek Analytical, Inc. of Beaverton, OR (Heritage Marketplace) or Bothell, WA (Lake Stevens North)for analysis. Both Analytical Laboratories are Oregon and Washington State accredited. Samples were analyzed for TSS-WA. The term TSS-WA is used to indicate the use of a 500-urn pre-screening step and analysis using a "whole volume" method. Ecology defines TSS as suspended solids less than • 6 • 500-um in size', and samples were passed through a certified 500-um sieve ,as sub-sample bottles were filled from the churn splitter. Also, Ecology recommends the use of a "Whole volume" analytical method for suspended solids analysiS2. This is a deviation from the commonly used EPA method 160.2, which only uses the partial volume of a sample, and thus ASTM D3977 was used. ASTM D3977 is functionally identical,to EPA 160.2 and unlike EPA 160.2 specifies the use of the whole sample volume. Field QC To avoid contamination issues, disposable and certified clean materials were used whenever possible. Upon installation of the sampling equipment, new sampler tubing was used so as to avoid the need for decontamination and the associated equipment rinsate blank. During the course of the project, wedge-shaped ISCO bottles were only used once and sent to North Creek Analytical for cleaning and acid-washing. During and upon completion of the study, sampling equipment field blanks were collected from the influent sampling equipment. Sampling equipment field blanks were performed according to SMI (2004c), and involved pumping deionized water through the fully assembled samplers. Samples were then submitted to North Creek Analytical and analyzed for suspended .solids. The field blank samples returned non-detect values for suspended solids. Residual Solids Assessment Methods At the end of the study period, the StormFilter systems were maintained for the purpose of assessing the quantity and,quality of the solids captured by the system. This procedure was performed according to SMI (2004a) and SMI (2004b) and involved the following activities: 1) • the removal of the StormFilter cartridges and selection of two cartridges for solids content and media analysis; 2) the manual removal of residual solids from the system for direct volume measurement (as opposed to estimation); 31 the methodical collection of a large (20-L to 30-,L), composite sample of the residual solids for analysis; and 4) the installation of new cartridges. The -StormFilter, cartridges selected for the assessment were analyzed using direct methods as much as possible. The cartridges were first allowed to drip-dry indoors and the media was then emptied into shallow, tared trays for compositing and sun-drying. Upon the stabilization of the moisture content of the media, the trays were weighed and representative samples were collected for analysis according to Table 2. Data for the two cartridges for each system was averaged and used to represent the other cartridges within each system. The composite samples of the residual solids were homogenized by hand and representatively sampled for analysis. Samples were submitted for the analytes shown in Table 2. Data for this material was used in conjunction with the volume of residual solids removed from the system in order to determine the mass of contaminants contained within the residual solids on a dry weight basis. Table 2. Analytical methods for residual solids and media sample analysis. MethodAnalyte Analytical Percent Solids NCA SOP Total Solids EPA 160.3 modified Total Volatile Solids EPA 160.4 Particle Size Distribution SMI SOP • ' WADOE (2002), page 17 2 WADOE (2002), page 39, Table C-1 7 Calculations • Most of the data collected during the study were based upon direct measurement. Some reported values such as average event coverage and the volume used for aggregate load, reduction calculation were based upon calculated values. Event coverage was calculated by multiplying the number of sample aliquots representing the influent or effluent of a storm event by the volume used to pace the sample collection program and expressing this value as a percentage of the total influent or effluent volume recorded by the flow meter. Average event coverage was then determined by averaging influent and effluent event coverage values. In order to properly use the aggregate load reduction performance summarization method for data from multiple sites, the volumes associated with each event at respective sites were normalized by determining event volume on a per-cartridge basis. These normalized volumes were then multiplied by the average event coverage for the corresponding event so.as to truly represent the volume of water represented by the sampling effort. Results ,Suspended Solids Representativeness and Data Pooling Both the representativeness of the suspended solids associated with the HMP and LSN sites and the validity of pooling the data from the two sites was evaluated by examining the particle size distribution. Since influent particle size analysis was not performed;, influent TSS- WA particle size distributions were reconstructed based upon hydrometer and sieve analysis of settled material found within the systems at the conclusion of the monitoring project. The reconstruction process involved the following steps: 1) development of particle size distribution • and,dry mass of residuals found on the vault floor; 2) measurement of the dry mass of residuals found captured by the cartridges; and 3) the estimation of the dry mass of materials lost in the effluent from the systems and based upon -the conclusions of SMI (2004d) regarding the maximum sizes of particles entering and leaving the StormFilter cartridge. The materials filtered by the cartridges and contained in the effluent were then integrated on a mass-weighted basis into the particle size distribution of the materials found on the vault floor. s Methods for the direct measurement of suspended solids in small-volume stormwater-samples are currently being studied by the professional community. All other particle counting methods currently being employed for particle analysis require broad assumptions in order to convert particle count data into particle size distribution by mass. The effect of these assumptions on the results obtained from various methods is currently under review. Due to the previous use of the hydrometer and sieve method by SMI for the studies upon which the Ecology Conditional Use Designation was based, this method was also employed for this project. This is consistent with discussion on page 16 of WADOE (2002) concerning the issue of particle size distribution. s Estimation based upon the assumption that residuals found in the vault (settled and filtered) constitute • 80%of the total mass that entered the StormFilters. 8 • 100 0 LSN Lake Stevens North SCS106 Ecology Standard(Sil-Co-Sil 106) 90 10 HMP Heritage Marketplace OK110 Maine DEP Standard(OK-110) PO 80 Source: Brady,N.C.,&Well,R.R. (1999} 30 The Nafure and Pmperflas or Sail(12th ad.). 70 Upper Saddle War.NJ: Prentice-Hall. 60 Clay 40 % Clay % Silt 50 50 Silty 65% Sandy Clay 60 40 Clay Clay Loam Silty 70 30 Sandy Clay Loar. Clay Loam 20 SO Loam Si', Loam 90 10 - Sandy Loam - • c� a Loamy SCSI Silt 100 2% 0 anrrn ��� LSN 100 90 80 70 60 50 40 0 20 10 0 % Sand 33% Figure 5. Ternary plot of sediment textures (USDA). Determination of texture for the LSN site is provided as an example. Figure 5 shows the reconstructed influent TSS-WA sediment textures for the LSN and HMP sites, including the texture of the Ecology laboratory testing standard3. Maine Department of Environmental Protection laboratory testing standard (OK-110) is also shown for comparative purposes. HMP produces TSS-WA with a silt texture (10% sand, 89% silt, 1% clay) while LSN produces TSS-WA with a silt loam texture (33% sand, 65% silt, 2% day). The influent TSS-WA generated by LSN and HMP encompasses the texture of the standard specified by Ecology for laboratory testing and are much finer than other existing regulatory standards such as that used by the Maine Dept. of Environmental Protection. Thus TSS-WA removal performance based upon data from the LSN and HMP sites adequately represents the high silt content of stormwater runoff characteristic of the Pacific Northwest. Data Summarization and Qualification Between the two systems, a total of 33 storm events were successfully sampled between May of 2003 and March of 2004. Of these 33 storm events, only one was eligible for disqualification due to handling, analytical, or monitoring errors. LSN120203 exceeded the 7 • day holding time requirement for TSS-WA by 9 days. However, Ecology did not consider this 3 WADOE (2002), page 19. 9 hold-time violation to be serious enough to merit disqualification, and thus disqualification was overturned by Ecology (M. Blosser, personal communication, October 22, 2004). In addition, no • storm events were disqualified for substantial internal overflow since the Ecology Basic Treatment Performance Goal includes these events". Thus all of the storm events were deemed representative of system operation within design parameters and were deemed acceptable for qualification through reconciliation with the data quality objectives (DQOs) of SMI (2003). The DQOs presented in SMI (2003) and used throughout the project were based directly upon the "Storm Event Criteria" (Criteria)5 and Guidelines6 presented by WADOE (2002). However, Ecology currently proposes revisions to the Criteria presented by WADOE (2002) (M. Blosser, personal communication, October 22, 2004). These revisions are: 1) reduction of minimum Event Depth from 0.15-in to 0.10-in; 2) elimination of Antecedent Dry Period criteria. In addition, the Ecology-approved TEER Consultant suggested that for the StormFilter system it was reasonable to relax the Guidelines in two respects: 1) accept stone samples with a minimum of 5 rather than 10 aliquots; 2) accept storm samples that represent a minimum of 50% rather than 75% of the storm. Rationale in support of these Guidelines is provided by RPA (2004). Thus the original DQOs presented in SMI (2003) were modified accordingly and are presented in Table 3. • 4 WADOE (2002), page 4 _ • 5 WADOE (2002), page 12 e WADOE (2002), pages 12-13 10 • Table 3. Summarized event characteristics and qualification decision for all events. Data Quality Objectives(DQOs) Other Event Characteristics J o � m o t E ° c d W ° m o 2 y W > A l0 l0 y W W Event ID E o c t j O ) E? o _�in c LO W> E c 3 0) m = o � 7 ¢ o > `o o w m E E ° E W E > n m F ~ m y v of of ; E rn ' E E E m E E c a3 c > 5 c m d c rn W E W E Z E Q E a c a c w E HMP050303 0.26 8 15:16 89 21892 92 103 66.4 28.3 HMP050703 0.19 9 16:16 90 ✓ 26541 138A 55 519 23 LSNO51503 0.18 14 5:6 93 ✓ 1332 76 4 120 29 HMP051603 0.10 5 f3:9 63 11058 17 16 `987 18.9 HMP090703 0.14 5 11:18 86 ✓ 7217 101 384 378 37.2 HMP090903 0.16 4 21:15 76 ✓ 12965 65 24 7&9 16 HMP091603A 0.05 3 8:4 79 4878. 15 120 35.5 11.6 HMP091603B 0.10 2 17:15 96 ✓ 8744 96 10 96.9 31.2 . LSN091603 0.30 15 5:5 97 ✓ 2591 81 60 99 21 HMP100603, 0.27 5 21:21 58 ✓ 17335 257- 384 117 41.1 LSN160603 0.17 5 6:7 59 ✓ 2703 77• -408 83 22 ,HMP100803 0.07 3 7:8 93 3866 31 36' 43.4 19.9 • HMP100903A 0.15 2 14:13 52 ✓ 13581 142" 18 83.6 40.4 HMP100903B 0.25 2 21:21 39 28521 MA 3 58.2 33.6 HMP101103 0.15 4 21:21 71 ✓ 15570 71 36 7.53 4.86 LSN101503 0.20 5 4:5 81 2836 71 -'48 23 mi LSN101603 0.17 5 4:5 80 2790 59 7 17 10 HMP102203 0.17 2 18:18 73 ✓ 14681 125 62 22.1 9.59 LSN102203 0.28 4 6:8 89 ✓ 3709 144A 31 95 11 HMP111003 0.14 4 14:17 83 ✓ 9193 97 264 30.6 22.3 LSN111003 0.97 15 21:21 85 ✓ 13080 137 48 26 m HMP111503 0.23 6 18:18 74 ✓ 16901 96 96 6.85 6.16 HMP111903 0.96 7 18:18 12 104132 377A 26 29.4 27.8 HMP112103 0.08 j 4 11:9 86 8189 94 17 85.2 60.1 HMP120203 0.24 8 16:16 1 29 34988 412A 30 270 163 LSN120203 0.54 5 9:11 85 ✓ 5474 188 3 264 32.6 HMP120403 1.10 18 18:18 10 117340 104 40 35.9 20.3 HMP121003 0.26 7 13:16 79 ✓ 20814 78 42 28 17.2 HMP121603 0.22 5 10:8 54 10, 22981 79 22 45.9 18.8 LSNO12204 0.39 10 6:6 77 ✓ 3475 87 86 54 46 LSNO12904 0.69 8 10:13 68 ✓ 7007 120 32 170 48 LSN020304 0.19 9 5 4-1 76 2174 93 34 45 27 LSN030604 0.14 5 6:6 60 ✓ 2840 56 36 120 26 500-um pre-filtration,whole volume analysis expressed as percentage of effluent design Q A internal bypass confirmed by ODS bold =off-site data used due to equipment error • INORT-MeM= analytical PQL substituted for ND value shading_I= DQO met 11 Performance Summarization • The Ecology Basic Treatment Performance Goal is divided into three categories'. These categories and their corresponding goals are summarized in Table 4. These goals apply to the following conditionsa: 1) "to stonnwater with a typical particle size distribution"; 2) "on an annual average basis to the entire discharge volume (treated plus bypassed)"; and 3) "to the water quality design storm volume or flow rate". Table 4. Ecology Basic Treatment Performance. Category Influent TSS-WA EMC < 100 Effluent EMC 5 20 m /L 100 5 Influent TSS-WA EMC <200 80% Removal Influent TSS-WA EMC Z 200 > 80% Removal Due to the low frequency of influent TSS-WA EMS greater than 100 mg/L, and the existence of two separate performance goal categories for TSS-WA EMCs greater than 100 mg/L, performance relative to influent TSS-WA EMC concentrations greater than or equal to 100 mg/L was difficult to assess according to. the Ecology Basic Treatment Performance Goals. In order to maximize the use of the data, performance for qualifying events with influent TSS-WA concentrations greater than or equal to 100 mg/L were assessed as a group. This is believed to be a conservative measure since two 'of the seven events that fell under this category were confirmed internal bypass events reflecting performance at peak operating rates of 138% and 257%. Table 5. Summary of performance based upon qualifying events. Events with confirmed internal bypass substantially exceeding design operating conditions are shown in bold. Normalized, TSS-WA EMCs by Category • Sampled Influent All Inf.EMC< 100 Inf. EMC> 100 Volume Influent Effluent Influent Effluent Influent Effluent Qualifying Event ID (gaVCarlridge) (mall-) (mg/L) (mg/L) (mg/L) (mg/L) (mq/L) HMP050303 842 66.4 28.3 66.4 28.3 - - HMP050703 1033 519 23 - -- 519 - 23 LSN051503 123 120 29 - - 120 29 HMP090703 270 378 37.2 - - 378 37.2 HMP090903 428 76.9 16 76.9 16 - - HMP091603B 363 96.9 31.2 96.9 31.2 - - LSN091603 250 99 21 99 21 --- - HMP100603 433 117 41.1 - - 117 41.1 LSN100603 158 83 22 a3 22 - -- HMP100903A 307 83.6 40.4 83.6 40.4 -- - HMP101103 481 7.53 4.86 7.53 4.86 - -- HMP102203 463 22.1 9.59 22.1 9.59 - - LSN102203 330 95 11 95. 11 -- - HMP111003 332 30.6 22.3 30.6 22.3 - - LSN111003- 1112 26 ' 10 26 10 - - HMP111503 540 6.85 6.16 6.85 6.16 -- - LSN120203 465 264 32.6 - - 264 32.6 HMP121003 710 28 17.2 28 17.2 - -- ' HMP121603 540 45.9 18.8 45.9 18.8 - -. LSN012204 268 54, - 46 54 46 - LSN012904 473 170 48 -- - 170 48 LSN030604 170 120 26 - 120 26 Average EMC(mg/L): 114 25 55 20 241 34 Aggreagate Pollutant Load Reduction(%): 82 61 89 WADOE (2002), page 4 • WADOE (2002), page 4 12 • Table 5 shows the TSS-WA for the qualifying storm events assembled and summarized according to three categories. For all qualifying storms irrespective of the influent concentration, the aggregate pollutant loading reduction was 82% with an average effluent EMC of 25 mg/L. Performance relative to the Ecology Basic Treatment Performance Goals is shown in Table 1. Statistical Confirmation of Positive Performance Ecology suggests the use of statistical methods to aid both in the experimental design process and in the development of a statistical goal for acceptance of the evaluation analyses. Based upon previous studies in the Pacific Northwest, Ecology suggests the collection of a minimum of 6 influent/effluent data pairs in order to satisfy the recommended statistical approach for Basic Treatment with 95% confidence and 80°/a power9. With 22 data pairs, the qualifying data set more than exceeds the suggested minimum. The statistical test and acceptance level recommended by Ecology for Basic Treatment is 95% confidence that influent does not equal effluent10. Both parametric and nonparametric methods are suggested to evaluate the error associated with the performance of the system with respect to the Basic Treatment Performance Goal. However, effluent TSS-WA EMCs are not normally distributed, and the aggregate pollutant loading reduction calculation does not produce paired data, all of which negate the use of parametric statistics. Thus the sign test was used according to the following parameters: one-tailed test (a priori removal assumption); null hypothesis defined as influent EMC = effluent EMC; alternative hypothesis defined as influent EMC > effluent EMC; equal probability of null and alternative hypotheses (P = 0.5). The critical values for this test (n=22) are 16'positive results at the 95% level and 17 positive results at the 99% level. With 22 • positive results, the result is rejection of the null hypothesis '.and the acceptance of the alternative hypothesis at the >99% level. 'This test confirms with greater than 99% confidence that the qualifying data set presented in Table 5 does indeed demonstrate positive removal performance. Discussion Due to the predominance of .storm events with influent TSS-WA EMCs less than 100 mg/L, performance of the system with regard to the "Influent EMC < 100" category was very straight forward. For .the very same reason; performance relative to the two categories for influent TSS-WA EMC concentrations greater than or equal to 100 mg/L was difficult to assess in a reasonable fashion. Therefore, the two categories for influent TSS-WA EMC concentrations greater than or equal to 100 mg/L were combined. The qualifying data set is conservative based upon the peak operating rates it embodies. As shown in Figure 6, half of the qualifying data set represents performance in the 75% to 100% peak operating rate range, and the majority of the remainder represents performance in excess of design (>100%). Additionally, evidence that inline bypass (online) StormFilters continue to perform well under overflow conditions (in excess of design; >100% peak operating rate) suggests that the StormFilter is.a robust design. • 'WADOE (2002), page 31, Table 1 10 WADOE (2002), page 30, Recommended Statistical Approach step#2 13 0 0.55 • m 0.50 N 0.45 y 0.40 0.35 O 0.30 0 0.25 0.20 c 0.15 0.10 0- 0.05 =LW _ N 0.00 o o h o h ,�h o h o h o ti h �o �ti �� �y0 ti� ,yh Peak Operating Rate Range (%) Figure 6. Frequency distribution of peak operating rates represented by the 22 qualifying events. Conclusion Two similarly configured StormFilter systems with influent solids characteristic of the Pacific Northwest were monitored over the course of a year for the purpose of fulfilling the requirements of a Conditional Use Designation issued by Ecology in October 2002. The monitoring approach and associated activities were in accordance with WADOE (2002) for the purpose of assessing removal performance relative to WADOE (2002) Basic Treatment Performance Goals. The combined data from the two sites indicates that the performance of a • StormFilter system configured for inline bypass with ZPGTm media and a 28, Umin/cartridge filtration rate meets Ecology performance goals for Basic Treatment. Stormwater360, Stormwater Management Inc, and Vortechnics Inc. are now CONTECH Stormwater Solutions Inc. References Maine Department of Environmental Protection (MEDEP). (n.d.). Laboratory Testing Protocol for Manufactured Stormwater Treatment Systems. Portland, Maine: Author Resource Planning Associates (RPA). (2004). Technology Evaluation Engineering Report for the Stormwater Management StormFilter. Seattle, WA: Author . Stormwater Management Inc. (SMI). (2003). Stormwater Management Inc. StormFilter Quality Assurance Project Plan (Confidential). Portland, Oregon: Author. Stormwater Management Inc (SMI). (2004a). Maintenance.Guidelines for The Stormwater Management StormFilter: Cast-In-Place, Precast, and Linear Units. Portland, Oregon: Author. Available Online: http://www.stormwateH nc.com/prod ucts/documents/Storm Filter_Maintenance_000.pdf Stormwater Management Inc (SMI). (2004b). Standard Operating Procedure: Post-Monitoring Solids Assessment (Report No. SOP-04-005.0). Portland, Oregon: Author. 0.05 m3/s (1.8cfs) per flow spreader • 14 • Stormwater Management Inc (SMI). (2004c). Standard Operating Procedure: Sampling Equipment Rinsate Blank (Report No. SOP-04-002.0). Portland, Oregon: Author. Stormwater Management Inc (SMI). (2004d). The role of settling within the Stormwater Management StormFilter®System (Report No. PD-04-005.0). Portland, Oregon: Author. Washington State Department of Ecology (WADOE). (2001). Stormwater Management Manual for Western Washington (Publication Numbers 99-11 to 99-15). Olympia, Washington: Author. Available Online: http://www.sddot.com/pe/orojdev/docs/stormwater/ConstructionBMPs.pdf Washington State Department of Ecology (WADOE). (2002). Guidance for Evaluating Emerging Stormwater Treatment Technologies: Technology Assessment Protocol—Ecology (Publication,Number02-10-037). Olympia, Washington: Author. Available Online: http://www.ecy.wi.gov/pubs/02100,37.pdf • 15 Revision Summary • PE-E072 Document rebranded. PE-E071 Document number changed; document rebranded; no substantial changes. PE-04-007.0 Original • • Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 7: Hydromodification Supporting Detail Relating to compliance with the HMP Performance Standards • -47- Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion • Sediment Supply BMPs The proposed project is a redevelopment of a fully developed existing commercial site, which has 94% impervious cover and scattered landscape areas.There is not a.significant source of bed sediment to be transported to downstream receiving streams. • • - 1- SMRHM PROJECT REPORT General Model Information Project Name: 2018.01 .18_RTA-WQMP_v1 Site Name: Promenande Temecula Site Address: 40820 Winchester Rd City: Temecula, CA 92591 Report Date: 1/23/2018 Gage: Temecula Valley Data Start: 1974/10/01 Data End: 2011/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/09/07 POC Thresholds Low Flow Threshold for POC1 : 10 Percent of the 2 Year High Flow Threshold for POC1 : 10 Year • 2018.01.18_RTA-WOMP_vt 1/23/2018 5:35:21 PM Page 2 Landuse Basin Data Predeveloped Land Use DMA 1 Bypass: No GroundWater: No Pervious Land Use acre C D,Shrub,Flat(0-5%) 0.32 Pervious Total 0.32 Impervious Land Use acre Impervious Total 0 Basin Total 0.32 Element Flows To: Surface Interflow Groundwater • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 3 Mitigated Land Use DMA 1 • Bypass: No GroundWater: No Pervious Land Use acre C D,Shrub,Flat(0-5%) 0.026 Pervious Total 0.026 Impervious Land Use acre Sidewalks,Flat(0-5%) 0.294 Impervious Total 0.294 Basin Total 0.32 Element Flows To: Surface Interflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1 • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 4 Routing Elements Predeveloped Routing 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 5 Mitigated Routing • Bio Swale 1 Bottom Length: 152.00 ft. 152' x 7.56' = 1149 sq ft of Bioretention Bottom Width: 7.56 ft. Material thickness of first layer: 3 Material type for first layer: Sandy loam Material thickness of second layer: 0.25 Material type for second layer: GRAVEL Material thickness of third layer: 1 Material type for third layer: PermaVoid Infiltration On Infiltration rate: 1 .03 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 10.837 Total Volume Through Riser (ac-ft.): 0.282 Total Volume Through Facility (ac-ft.): 13.065 Percent Infiltrated: 82.95 Total Precip Applied to Facility: 1 .273 Total Evap From Facility: 0.846 Underdrain used Underdrain Diameter (feet): 0.5 Orifice size equals underdrain Orifice Diameter (in.): 6 size when no orifice is present Offset (in.): 0.25 Flow Through Underdrain (ac-ft.): 1 .946 Total Outflow (ac-ft.): 13.065 Percent Through Underdrain: 14.89 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 2 Landscape Swale Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0264 0.0000 0.0000 0.0000 0.0540 0.0264 0.0006 0.0000 0.0000 0.1081 0.0264 0.0011 0.0000 0.0000 0.1621 0.0264 0.0017 0.0000 0.0000 0.2161 0.0264 0.0023 0.0000 0.0000 0.2702 0.0264 0.0029 0.0000 0.0000 0.3242 0.0264 0.0034 0.0000 0.0000 0.3782 0.0264 0.0040 0.0000 0.0000 0.4323 0.0264 0.0046 0.0000 0.0000 0.4863 0.0264 0.0052 0.0000 0.0000 0.5403 0.0264 0.0057 0.0000 0.0000 0.5944 0.0264 0.0063 0.0266 0.0266 0.6484 0.0264 0.0069 0.0266 0.0266 0.7024 0.0264 0.0074 0.0266 0.0266 0.7565 0.0264 0.0080 0.0266 0.0266 0.8105 0.0264 0.0086 0.0266 0.0266 0.8645 0.0264 0.0092 0.0266 0.0266 0.9186 0.0264 0.0097 0.0266 0.0266 0.9726 0.0264 0.0103 0.0266 0.0266 1.0266 0.0264 0.0109 0.0266 0.0266 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 6 1.0807 0.0264 0.0115 0.0266 0.0266 1.1347 0.0264 . 0.0120 0.0266 0.0266 1.1887 0.0264 0.0126 0.0266 0.0266 1.2428 0.0264 0.0132 0.0266 0.0266 1.2968 0.0264 0.0138 0.0266 0.0266 1.3508 0.0264 0.0143, 0.0266 0.0266 1.4049 0.0264 0.0149 0.0266 0.0266 1.4589 0.0264 0.0155' 0.0266 0.0266 1.5129 0.0264 0.0160 0.0266 0.0266 1.5670 0.0264 0.0166 0.0266 0.0266 1.6210 0.0264 0.0172 0.0266 0.0266 1.6750 0.0264 0.0178 0.0266 0.0266 1.7291 0.0264 0.0183 0.0266 0.0266 1.7831 0.0264 0.0189 0.0266 0.0266 1.8371 0.0264 0.0195 0.0266 0.0266 1.8912 0.0264 0.0201 0.0266 0.0266 1.9452 0.0264 0.0206 0.0266 0.0266. 1.9992 0.0264. 0.0212 0.0266 0.0266 2.0533 0.0264 0.0218 0.0266 0.0266 2.1073 0.0264 0.0223 0.0266 0.0266 2.1613 0.0264 0.0229 0.0266 0.0266 2.2154 0.0264 0.0235 0.0266 0.0266 2.2694 0.0264 0.0241 0.0266 6.0266 2.3234 0.0264 0.0246 0.0266 0.0266 2.3775 0.0264 0.0252 0.0266 0.0266 2.4315 0.0264 0.0258 0.6266 0.0266 2.4855 0.0264 0.0264 0.0266 0.0266 2.5395 0.0264 0.0269 0.0266, 0.0266 2.5936 0.0264 0.0275 0.0266 .0.0266 • 2.6476 0.0264 0.0281 0.0266 0.0266 2.7016 0.0264 0.0287 0.0266 0.0266 2.7557 0.0264 0.0292 0.0266 0.0266 2.8097 0.0264 0.0298 0.0266 0.0266 2.8637 0.0264 0.0304 0.0266 0.0266 2.9178 0.0264 0.0309 0.0266 0.0266 2.9718 0.0264 0.0315 0.0266 0.0266 3.0258 0.0264 0.0321 0.0266 0.0266 3,.0799 0.0264 0.0327 0.0266 0.0266 3.1339 0.0264 0.0333 0.0266 0.0266 3.1879 0.0264 0.0339 0.0266 0.0266 3.2420 0.0264 0.0345 0.0266 ' 0.0266 3.2960 0.0264 0.0358 0.0266 0.0266 3.3500 0.0264 0.0372 0.0266 0.0266 3.4041 0.0264 0.0385 0.0266 0.0266 3.4581 0.0264 _ 0.0399 0.0266 0.0266 3.5121 0.0264 0.0412 0.0266 0.0266 3.5662 0.0264 0.0426 0.0266 0.0266 3.6202 0.0264 0.0439 0.0266 0.0266 3.6742 0.0264 0.0452 0.0266 0.0266 3.7283 0.0264 0.0466 • 0.0266 0.0266 3.7823 0.0264 0.0479 0.0266 . 0.0266 3.8363 0.0264 0.0493 0.0266 0.0266 3.8904 0.0264 0.0506 0.0266 0.0266 3.9444 0.0264 0.0520 0.0266 0.0266 3.9084 0.0264 0.0533 0.0266 0.0266 • 4.0525 0.0264 0.0547 0.0266 0.0266 4.1065 0.0264 0.0560 0.0266 '0.0266 4.1605 0.0264 0.0574 0.0266 0.0266 2018.01.18_RTA-WOMP_v1 1/23/2018 5:35:21 PM Page 7 4.2146 0.0264 0.0587 0.0266 0.0266 42500 0.0264 0.0596 0.0266 0.0266 Landscape Swale Hydraulic Table • Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infllt(cfs) 4:2500 0.0264 0.0596 0.0006 0.0638 0.0000 4.3040 0.0279 0.0611 0.0000 0.0638 0.0000 4.3581 0.0294 0.6626 0.0000 0.0649 0.0000 4.4121 0.0309 0.0642 0.0000 0.0660 0.0000 4.4661 0.0324 0.0660 0.0000 0.0671 0.0000 4.5202 0.0339 0.0677 0.0000 0.0683 0.0000 4.5742 0.0354 0.0696 0.0000 0.0694 0.0000 4.6282 0.0369 0.0716 0.0000 0.0705 0.0000 4.6823 0.0384 0.0736 0.0000 0.0716 0.0000 4.7363 0.0400 0.0757 0.0000 0.0728 0.0000 4.7903 0.0415 0.0779 0.0000 0.0739 0.0000 4.8444 0.0430 0.0802 0.0008 0.0750 0.0000 4.8984 0.0445 0.0826 0.0009 0.0762 0.0000 4.9170 0.0450 0.0834 0.0010 0.0765 0.0000 • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 8 Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Vault 2 Bio Swale 1 • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:3521 PM Page 9 Vault 2 Width: 14 ft. 14' x 30' Storm Capture Storage Vault Length: 30 ft. Depth: 6.73 ft. Storage Volume = 2,826 CF. Discharge Structure �14' x 30' x 6.73' = 2,826 CF Riser Height: 4 ft. Riser Diameter: 26.74 in. Overflow Weir Proposed,4'Height by 7'Length. Orifice 1 Diameter: 0.4063 inElevation:0.167 ft. Weir is modeled as a Riser,Riser height=Weir Height Weir is modeled as Flat Riser. Element Flows To: Riser diameter is obtained by dividing Weir Length by pi. Outlet 1 Outlet 2 7'/pi=26.74 inch Nominal Drill Dimension for Orifice.0.4063'=13/32" Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0748 0.009 0.000 0.000 0.000 0.1496 0.009 0.001 0.000 0.000 0.2243 0.009 0.002 0.001 0.000 0.2991 0.009 0.002 0.001 0.000 0.3739 0.009 0.003 0.002 0.000 0.4487 0.009 0.004 0.002 0.000 0.5234 0.009 0.005 0.002 0.000 0.5982 0.009 0.005 0.002 0.000 0.6730 0.009 0.006 0.003 0.000 0.7478 0.009 0.007 0.003 0.000 0.8226 0.009 0.007 0.003 0.000 • 0.8973 0.009 0.008 0.003 0.000 0.9721 0.009 0.009 0.004 0.000 1.0469 0.009 0.010 0.004 0.000 1 .1217 0.009 0.010 0.004 0.000 1.1964 0.009 0.011 0.004 0.000 1.2712 0.009 0.012 0.004 0.000 1 .3460 0.009 0.013 0.004 0.000 1 .4208 0.009 0.013 0.005 0.000 1 .4956 0.009 0.014 0.005 0.000 1 .5703 0.009 0.015 0.005 0.000 1 .6451 0.009 0.015 0.005 0.000 1 .7199 0.009 0.016 0.005 0.000 1 .7947 0.009 0.017 0.005 0.000 1.8694 0.009 0.018 0.005 0.000 1.9442 0.009 0.018 0.006 0.000 2.0190 0,009 0.019 0.006 0.000 2.0938 0.009 0.020 0.006 0.000 2.1686 0.009 0.020 0.006 0.000 2.2433 0.009 0.021 0.006 0.000 2.3181 0.009 0.022 0.006 0.000 2.3929 0.009 0.023 0.006 0.000 2.4677 0.009 0.023 0.006 0.000 2.5424 0.009 0.024 0.006 0.000 2.6172 0.009 0.025 0.007 0.000 2.6920 0.009 0.026 0.007 0.000 • 2.7668 0.009 0.026 0.007 0.000 2.8416 0.009 0.027 0.007 0.000 2.9163 0.009 0.028 0.007 0.000 2.9911 0.009 0.028 0.007 0.000 3.0659 0.009 0.029 0.007 0.000 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:21 PM Page 10 3.1407 0.009 0.030 0.007 0.000 3.2154 0.009 0.031 0.007 0.000 3.2902 0.009 0.031 0.007 0.000 3.3650 0.009 0.032 0.008 0.000 • 3.4398 0.009 0.033 0.008 0.000 3.5146 0.009 0.033 0.008 0.000 3.5893 0.009 0.034 0.008 0.000 3.6641 0.009 0.035 0.008 0.000 3.7389 0.009 0.036 0.008 0.000 3.8137 0.009 0.036 0.008 0.000 3.8884 0.009 0.037 0.008 0.000 3.9632 0.009 0.038 0.008 0.000 4.0380 0.009 0.038 0.184 0.000 4.1128 0.009 0.039 0.903 0.000 4.1876 0.009 0.040 1.922 0.000 4.2623 0.009 0.041 3.156 0.000 4.3371 0.009 0.041 4.547 0.000 4.4119 0.009 0.042 6.042 0.000 4.4867 0.009 0.043 7.586 0.000 4.5614 0.009 0.044 9.122 0.000 4.6362 0.009 0.044 10.59 0.000 4.7110 0.009 0.045 11.95 0.000 4.7858 0.009 0.046 13.15 0.000 4.8606 0.009 0.046 14.17 0.000 4.9353 0.009 0.047 14.99 0.000 5.0101 0.009 0.048 15.64 0.000 5.0849 0.009 0.049 16.15 0.000 5.1597 0.009 0.049 16.85 0.000 5.2344 0.009 0.050 17.38 0.000 • 5.3092 0.009 0.051 17.90 0.000 5.3840 0.009 0.051 18.40 0.000 5.4588 0.009 0.052 18.90 0.000 5.5336 0.009 0.053 19.37 0.000 5.6083 0.009 0.054 19.84 0.000 5.6831 0.009 0.054 20.30 0.000 5.7579 0.009 0.055 20.74 0.000 5.8327 0.009 0.056 21.18 0.000 5.9074 0.009 0.057 21.61 0.000 5.9822 0.009 0.057 22.03 0.000 6.0570 0.009 0.058 22.44 0.000 6.1318 0.009 0.059 22.84 0.000 6.2066 0.009 0.059 23.24 0.000 6.2813 0.009 0.060 23.63 0.000 6.3561 0.009 0.061 24.01 0.000 6.4309 0.009 0.062 24.39 0.000 6.5057 0.009 0.062 24.76 0.000 6.5804 0.009 0.063 25.13 0.000 6.6552 0.009 0.064 25.49 0.000 6.7300 0.009 0.064 25.85 0.000 6.8048 0.009 0.065 26.20 0.000 6.8796 0.000 0.000 26.55 0.000 • 2018.01.18_RTA•WOMP_v1 1/23/2018 5:35:21 PM Page 11 Analysis Results POC 1 • U16 OWWYt RiWpEp/ 0 0.12 0.0E n i IL 0.�10E3 10E4 10E3 1W.2 IM-1 1 10 100 14iF Paoant Tma Eatwadlnp Op 1 l p 10 A W Y 10 � W W Y W W f + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.32 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.026 Total Impervious Area: 0.294 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.063101 5 year 0.126113 10 year 0.162567 25 year 0.2548 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.006291 5 year 0.030732 10 year 0.043443 25 year 0.178299 • 2018.01.1 B_RTA-W QM P_v1 1/23/2018 5:35:21 PM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0063 2360 2470 104 Pass 0.0079 1672 959 57 Pass 0.0095 1216 336 27 Pass 0.0110 936 315 33 Pass 0.0126 855 302 35 Pass 0.0142 801 291 36 Pass 0.0158 739 280 37 Pass 0.0174 693 267 38 Pass 0.0189 647 248 38 Pass 0.0205 610 225 36 Pass 0.0221 576 204 35 Pass 0.0237 552 192 34 Pass 0.0253 512 181 35 Pass 0.0268 490 171 34 Pass 0.0284 465 161 34 Pass 0.0300 437 151 34 Pass 0.0316 419 147 35 Pass 0.0331 399 141 35 Pass 0.0347 381 134 35 Pass 0.0363 363 118 32 Pass 0.0379 348 96 27 Pass 0.0395 336 81 24 Pass 0.0410 320 49 15 Pass 0.0426 296 39 13 Pass • 0.0442 268 31 11 Pass 0.0458 261 29 11 Pass 0.0473 251 27 10 Pass 0.0489 234 27 11 Pass 0.0505 226 27 11 Pass 0.0521 218 27 12 Pass 0.0537 210 25 11 Pass 0.0552 200 25 12 Pass 0.0568 193 25 12 Pass 0.0584 183 24 13 Pass 0.0600 177 23 12 Pass 0.0616 171 22 12 Pass 0.0631 160 22 13 Pass 0.0647 155 22 14 Pass 0.0663 150 22 14 Pass 0.0679 144 21 14 Pass 0.0694 137 21 15 Pass 0.0710 131 21 16 Pass 0.0726 125 20 16 Pass 0.0742 121 19 15 Pass 0.0758 113 17 15 Pass 0.0773 110 17 15 Pass 0.0789 106 16 15 Pass 0.0805 100 16 16 Pass 0.0821 91 15 16 Pass 0.0836 87 15 17 Pass • 0.0852 84 15 17 Pass 0.0868 83 15 18 Pass 0.0884 79 15 18 Pass 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 13 0.0900 79 15 18 Pass 0.0915 76 15 19 Pass 0.0931 72 15 20 Pass • 0.0947 70 15 21 Pass 0.0963 66 14 21 Pass 0.0979 62 14 22 Pass 0.0994 60 14 23 Pass 0.1010 58 14 24 Pass' 0.1026 56 14 25 Pass 0.1042 53 14 26 Pass 0.1057 52 12 23 Pass 0.1073 49 12 24 Pass 0.1089 47 12 25 Pass 0.1105 46 12 26 Pass 0.1121 45 12 26 Pass 0.1136 43 12 27 Pass 0.1152 41 10 24 Pass 0.1168 39 10 25 Pass 0.1184 39 10 25 Pass. 0.1200 39 9 23 Pass 0.1215 38 9 23 Pass 0.1231 37 9 24 Pass 0.1247 34 9 26 Pass 0.1263 31 9 29 Pass 0.1278 30 9 30 Pass 0.1294. 29 9 31 Pass. . 0.1310 29 9 31 Pass 0.1326 28 9 32 Pass • 0.1342 27 9 33 Pass 0.1357 26 9 34 Pass 0.1373 24 8 33 Pass' 0.1389 24 5 20 Pass 0.1405 24 5 20 Passe 0.1420 23 5 21 Pass 0.1436 22 5 22 Pass 0.1452 20 5 25 Pass 0.1468 20 4 20 Pass 0.1484 19, 4 21 Pass 0.1499 18 4 22 Pass 0.1515 16 4 25 Pass 0.1531 15 4 26 Pass 0.1547 13 4 30 Pass 0.1563 13 4 30 Pass 0.1578 12 4 33 Pass 0.1594 12 3 25 Pass 0.1610 12 3 25 Pass 0.1626 11 3 27 Pass • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 14 Water Quality Drawdown Time Results Pond: Vault 2 • Days Stage(feet) Percent of Total Run Time 1 1.521 0.3406 2 2.835 0.1088 3 0.000 N/A 4 0.000 N/A 5 0.000 N/A Maximum Stage: 6.804 Drawdown Time: 03 17:21 :50 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 15 Rational Method Data for Rational Method is not available. • • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 16 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. • • 2018.01.18_RTA-WQMP_vt 1/23/20185:35:39 PM Page 17 Appendix Predeveloped Schematic DMA 1 IRO.32ac - - - — — - - - - - - - 2018.01.18_RTA-WQMP_v1 1/23/20185:35:39 PM Page 18 Mitigated Schematic DMA 1 0.32ac I Bio Swale 1 A ault 2 Al • • 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 19 Predeveloped UCI File RUN • GLOBAL WWHM9 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 2018. 01. 18 RTA-WQMP v1.Wdm MESSU 25 Pre20l8.01.18 RTA-WQMP vl .MES 27 Pre2018. 01 .18 RTA-WQMP vl.L61 28 Pre2018.01.18 RTA-WQMP vl.L62 30 POC2018.01.18_RTA-WQMP_vll.dat END FILES OPN SEQUENCE INGRP INDELT 00 :15 PERLND 37 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 DMA 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY • COPY TIME SERIES # - # 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 ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 37 C/D, Shrub,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 *** 37 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 ********* 37 0 0 9 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 20 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VIE INFC HWT *** 37 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 37 0 4 . 8 0. 045 400 0.05 2 0. 95 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER. input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 37 40 35 3 2 0. 15 0 . 15 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR - INTFW IRC LZETP *** 37 0 0 . 9 0.3 2 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 *** 37 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 *** 37 0. 13 0. 13 0. 13 0. 14 0 . 15 0. 15 0.15 0. 15 0. 15 0.15 0.. 14 0. 13 END MON-INTERCEP PWAT-STATEl <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 37 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 *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections *****+x+xxx+xx+x+x++++++++x+x # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARMI <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 2018.01.18 RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 21 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DMA 1*** PERLND 37 0.32 COPY 501 12 PERLND 37 0. 32 COPY 501 13 ******Routing****** 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 *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ****+++++++++ 'Active' Sections **++++++++:++ +,t++•++.++++++++ # - # 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-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> +++ 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 <------><--------> <---><---><---><---><---> **+ <---><---><---><---><---> END HYDR-INIT END RCHRES 2018.01.18_RTA-WOMP_vt 1/23/2018 5:35:39 PM Page 22 SPEC-ACTIONS END SPEC-ACTIONS FTABLES - END FTABLES EXT SOURCES - t <-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 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 SURD 0 .083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0 .083333 COPY .INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN • • 2018.01.18_RTA•WOMP_v1 1/23/2018 5:35:39 PM Page 23 Mitigated UCI File R ,:, • 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 2018.01.18 RTA-WQMP Vl .wdm MESSU 25 Mit20l8 .01.18 RTA-WQMP vl .MES 27 Mit2018.01.18 RTA-WQMP vl.L61 28 Mit2018.01.18_RTA-WQMP vl.L62 30 POC2018 . 01.18_RTA-WQMP vll.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 37 IMPLND 10 GENER 2 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE • DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Vault 2 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 *** 2 24 END OPCODE PARM # # K *** 2 0 . END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 37 C/D, Shrub,Flat (0-59) 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 *** 37 0 0 1 0 0 0 0 0 0 0 0 0 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 24 END ACTIVITY_ PRINT-INFO <PLS > xx*+x+xxx+x+xx:+x Print-flags xxxxxxxxxxxxxxxxx,i*xx++xxxx++ PIVL PYR • # - # ATMP SNOW PWAT SED PST PWG POAL MSTL PEST NITR PHOS TRAC ********* 37 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 *** 37 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 37 0 4 . 8 0 .045 400 0.05 2 0. 95 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 37 40 35 3 2 0. 15 0. 15 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 37 0 0. 9 0. 3 2 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 *** 37 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 *** 37 0 . 13 0. 13 0. 13 0. 14 0. 15 0.15 0.15 0. 15 0. 15 0. 15 0. 14 0.13 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 37 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 *** 10 Sidewalks,Flat (0-5%) 1 1 1 27 0 _END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** . 10 0 0 1 0 0 0 END ACTIVITY PRINT-INFO •. <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 10 0 0 4 0 0 0 1 9 END PRINT-INFO 2018.01.18_RTA-WOMP_v1 1/23/2018 5:35:39 PM Page 25 IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** • # - # CSNO RTOP VRS VNN RTLI *** - 10 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # -" LSUR SLSUR NSUR RETSC 10 100 0.05 0. 1 0.. 1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 !** # - # ***PETMAX PETMIN 10 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 10 0 0 END IWAT-STATEI - END IMPLND - SCHEMATIC ' <-Source-> - <--Area--> <-Target-> 'MBLK, *** <Name> # <-factor->-_ <Name> # Tbl# *** - DMA - 1*** - PERLND 37 0.026 RCHRES 1 2 PERLND ' 37 0.026 RCHRES 1 3 IMPLND 10 0.294RCHRES 1 5 • ******Routing****** RCHRES 2 1 RCHRES. 3 7 RCHRES 2 COPY 1 - 17 _ RCHRES 1 _ 1 RCHRES 3 7 - RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES. 2- 8 RCHRES 3 1 COPY 501 16 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 TIMSER1 GENER 2 OUTPUT TIMSER . 0011111 RCHRES 1 EXTNL OUTDGT 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 Surface Bio Swal-011 3 1 1 1 28 0 1 2 Bio Swale 1 2 1 1 1 28 0 1 3 Vault 2 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > +++++++++*++* Active Sections ++++++++++++*++++++***++***+* # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 2018.01.18_RTA-WOMP_v1 1/23/2018 5:35:39 PM Page 26 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO • <PLS > **x************** Print-flags ******************* 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 3 4 0 0 0 0 0 0 0 0 0 1 9 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 + + + + + * + + + + + + + + +++ 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> +++ 1 1 0.01 0. 0 0.0 0. 5 0. 0 2 2 0 .03 0. 0 0.0 0. 5 0. 0 3 3 0.01 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 <------><--------> <---><---><---><---><---> *+* <---><---><---><---><---> • 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 3 0 4 . 0 0.0 0.0 0.0 0.0 0.0 0. 0 0 .0 0.0 0. 0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr +++ <------> *** kwd varnam optyp opn vari sl s2 s3 tp multiply lc is ac as agfn *** <*.**> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> +++ UVQUAN vo12 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or +++ <------> <------> *** kwd varnam ct vari sl s2 s3 frac oper vari sl s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1 .0 QUAN UVNAME vpo2 1 WORKSP 2 1 .0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam sl s2 s3 ac quantity tc is rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 2429. *** Compute remaining available pore space GENER 2 vpo2 - v2m2 GENER 2 vpo2 vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 10 IF (vpo2 < 0. 0) THEN GENER 2 vpo2 = 0. 0 END IF *** Infiltration volume 2018.01.18 RTA-WOMP-v1 1/23/2018 5:35:39 PM Page 27 GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 80 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0. 000000 0.026380 0. 000000 0.000000 0.000000 0. 054033 0.026380 0. 000573 0.000000 0. 000000 0.108066 0.026380 0. 001146 0.000000 0.000000 0. 162099 0 .026380 0.001719 0.000000 0. 000060 0.216132 0.026380 0. 002292 0.000000 0.000000 0.270165 0 .026380 0. 002865 0.000000 0. 000000 0.324198 0.026380 0. 003438 0.000000 0. 000000 0.378231 0.026380 0.004011 0.000000 0.000000 0. 432264 0.026380 0.004584 0.000000 0. 000000 0. 486297 0 .026380 0.005157 0.000000 0.000000 0.540330 0.026380 0. 005730 0.000000 0. 000000 0.594363 0. 026380 0. 006303 0.000757 0.026641 0. 648396 0. 026380 0.006876 0.000876 0.026641 0.702429 0. 026380 0. 007449 0.001027 0.026641 0.756462 0. 026380 0.008022 0.001210 0.026641 0. 810495 0.02,6380 0.008595 0.001424 0:026641 0. 864527 0.026380 0. 009168 0.001.672 0.026641 0. 918560 0.026380 0.009741 0.001954 0.026641 0. 972593 0. 026380 0. 010314 0.002270' 0.026641 1 .026626 0. 026380 0.010887 0.002622 0.026641 1 .080659 0. 026380 - 0.011460 0.003010 0.026641 1 . 134692 0. 026380 0. 012033 , 0.003436. 0 .02664L' 1 . 188725 0. 026380 0.012606 0.003901 0.626641 1 .242758 0. 026380 0.013179 0.004404 0.026641 1 .296791 0. 026380 0.013752 0.004948 6 .026641 1 .350824 0. 026380 0.014325 0.005533 0.026641 1 . 404857 0. 026380 0. 014898 0.006161 0.026641 1 .458890 0.026380. 0.015471 0.006831 0.026641 1.512923 0. 026380 0.016044 0.007545 -• 0.026641 1 .566956 0.026380 0.016617 0.008304 0.026641 1 . 620989 0.026380 0.017190 0.009108 0.026641 1 . 675022 0.. 026380 0.017763 0.009959 0.026641 1 .729055 0.026380 0.018336 0.010857 0.026641 1 .783088 0. 026380 0.018909 0.011803 0.026641 1.837121 0.026380 0.019482 0.012797 0.026641 1. 891154 0.026380 0.020055 0.613842 0.026641 1. 945187 0. 026380 0.020628 0:014937 0.026641 1. 999220 0.026380 0.021201 0.016083 0.026641 2.053253 0. 026380 0.021774 0.017281 0.026641 2 .107286 0. 026380 0.022347 0.018531 0. 026641 2.161319 0. 026380 0.022920 0.019835 0.026641 2 .215352 0. 026380 0.023493 0.021193 0 .026641 2 .269385 0. 026380 0.024066 0.022606 0 .026641 2.323418 0.026380 0.024639 0.024075 0.026641 2.377451 0. 026380 0. 025212 0.025599 0.026641 2.431484 0.026380 0.025785 0.027181 0 . 026641 2 .485516 0 . 026380 0.026358 0.028820 0.026641 2.539549 0.026380 0.026931 0.030518 0. 026641 2. 593582 0.026380 0.027504 0.032274 0.026641 2 . 647615 0.026380 0.028078 0.034090 0. 026641 2. 701648 0.026380 0.028651 0.035967 0. 026641 2 . 755681 0 .026380 0.029224 0.037904 0. 026641 2.809714 0.026380 0.029797 0.039902 0.026641 2.863747 0.026380 0.030370 0.041963 0. 026641 2. 917780 0.026380 0.030943 0.044086 0. 026641 2.971813 0.026380 0.031516 0.046273 0. 026641 3. 025846 0.026380 0.032107 0. 048523 0. 026641 • 3. 079879 0.026380 0.032699 0.050838 0. 026641 3. 133912 0. 026380 0.033290 0. 053216 0. 026641 3. 187945 0. 026380 0.033882 0.056303 0. 026641 3. 241978 0. 026380 0.034473 0.057909 0. 026641 3. 296011 0. 026380 0.035820 0. 058682 0. 026641 3. 350044 0.026380 0.037167 0.059163 0.026641 2018.01.18-RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 28 3.404077 0.026380 0. 038514 0.059163 0.026641 3.458110 0.026380 0. 039861 0 .059163 0.026641 3.512143 0.026380 0. 041208 0.059163 0.026641 3.566176 0.026380 0. 042555 0.059163 0.026641 • 3. 620209 0.026380 0. 043902 0. 059499 0.026641 3. 674242 0.026380 0.045249 0. 059751 0.026641 - 3.728275 0.026380 0.046596 0. 059950 0.026641 3. 782308 0. 026380 0.047943 0.060112 0.026641 3. 836341 0.026380 0.049290 0.060247 0.026641 3. 890374 0. 026380 0.050637 0.060363 0.026641 3. 944407 0. 026380 0.051984 0. 060463 0.026641 3. 998440 0. 026380 0.053331 0.060550 0.026641 4 . 052473 0. 026380 0.054678 0. 060628 0.026641 4 . 106505 0. 026380 0.056025 0. 060698 0.026641 4 . 160538 0. 026380 0.057372 0. 060761 0.026641 4 .214571 0. 026380 0 .058719 0. 060820 0.026641 4 .250000 0. 026380 0 .125165 0.060856 0.026641 END FTABLE 2 FTABLE 1 14 6 Depth Area Volume Outflowl Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) � (cfs) (ft/sec) (Minutes) *** 0 . 000000 0.026380 0. 000000 0.000000 0.000000 0.000000 0.054033 0.027889 0. 001466 0.000000 0.063753 0.000000 0. 108066 0.029397 0.003014 0. 000000 0.064881 0.000000 • 0. 162099 0.030905 0. 004643 0. 000000 0.066009 0.000000 0.216132 0.032414 0.006354 0. 000000 0.067137 0.000000 0.270165 0. 033922 0.008146 0. 000000 0.068265 0.000000 0. 324198 0. 035430 0.010019 0. 000000 0.069393 0.000000 0. 378231 0. 036939 0.011975 0.000000 0.070521 0.000000 0. 432264 0. 038447 0.014011 0. 000000 0.071649 0. 000000 0.486297 0. 039955 0.016129 0.000000 0.072777 0.000000 0.540330 0. 041464 0.018329 0.042819 0.073905 0.000000 • 0.594363 0.042972 0.020610 0.148116 0.075033 0.000000 0 . 648396 0.044480 0. 022973 0.263735 0.076161 0.000000 0. 667000 0 .045000 0. 023805 0.349337 0.076549 0.000000 END FTABLE 1 FTABLE 3 92 4 Depth Area Volume Outf.lowl Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes) *** 0. 000000 0. 009642 0.000000 0. 000000 0. 674778 0. 009642 0 .000721 0. 000000 0. 149556 0. 009642 0.001442 0. 000000 0.224333 0. 009642 0.002163 0.001073 0.299111 0. 009642 0.002884 '0.001628 0. 373889 0.009642 0.003605 0.002038 0.448667 0.009642 0.004326 0.002377 0.523444 6.009642 0.005047 0.002675 0.598222 0.009642 0. 005768 0.002992 0. 673000 0.009642 0. 006489 0.003187 0.747778 0.009642 0. 007210 0.003414 0.822556 0.009642 0. 007931 0 .003627 0. 897333 0.009642 0.008652 0.003828 0. 972111 0.009642 0.009373 0.004020 1. 046889 0.009642 0.010094 0. 004202 1. 121667 0. 009642 0.010815 0. 004377 1 . 196444 0. 009642 0 .011536 0. 004545 1 .271222 0. 009642 0.012257 0.004707 1 . 346000 0.009642 0.012978 0.004864 1 . 420778 0. 009642 0..013699 0:005016 1 .495556 0.009642 0.014420 0.005163 1.570333 0.009642 0. 015141 0.005307 1. 645111 0.009642 0. 015862 0.0054416 • 1 .719889 0.009642 0.016583 0. 005582 1 . 794667 0.009642 0. 017304 0.005715 1. 869444 0. 009642 0.018025 0. 005845 1 . 944222 0. 009642 0 .018746 0. 005972 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 29 2.019000 0 .009642 0.019467 0.006096 2.093778 0 .009642 0.020188 0.006218 2.168556 0.009642 0.020909 0.006338 • 2.243333 0.009642 0.021630 0.006455 2.318111 0 .009642 0.022351 0.006570 2. 392889 0.009642 0.023072 0.006684 2. 467667 0.009642 0.023793 0.006795 2.542444 0.009642 0.024514 0.006904 2 . 617222 0.009642 0.025235 0.007012 2. 692000 0. 009642 0.025956 0.007118 2 .766778 0.009642 0.026677 0.007223 2 . 841556 0.009642 0.027398 0.007326 2 . 916333 0. 009642 0.028119 0.007428 2 . 9.91111 0. 009642 0.028840 0.007528 3.065889 0. 009642 0.029561 0.007627 3. 140667 0. 009642 0.030282 0.007725 3.215444 0. 009642 0.031003 0.007822 3.290222 0. 009642 0.031724 0.007917 3.365000 0. 009642 0.032445 0.008011 3.439778 0. 009642 0.033166 0.008104 3.514556 0. 009642 0.033887 0.008196 3. 589333 0.009642 0.034608 0.008287 3. 664111 0.009642 0. 035329 0.008377 3. 738889 0.009642 0.036050 0.008466 3. 813667 0.009642 0.036771 0.008555 3. 8884.49 0.009642 0.037492 0.008642 3. 963222 0.009642 0.038213 0.008728 - 4 .038000 0.009642 0.038934 0.183981 ' 4 .112718 0 .009642 0.039655 0. 903241 4 . 187556 0.009642 0. 040376 1. 922086 4 .262333 0.009642 0.041097 3.156050 4 .337111 0. 009642 0. 041818 4 .547464 4 .411889 0.009642 0.042539 6.042532 4 .486667 0. 009642 0.043260 7.586315 • 4 .561444 0. 009642 0.043981 9. 122612 4 . 636222 0. 009642 0.044702 10.59605 4 .711000 0. 009642 0. 045423 11.95550 4 .785778 0. 009642 0.046144 13.15844 4 . 860556 0. 009642 0.046865 14 .17604 4 . 935333 0. 009642 0.047586 14 .99887 5. 010111 0. 009642 0.048307 15.64321 5. 084889 0. 009642 0.049028 16.15780 5. 159667 0. 009642 0.049749 16.85173 5.234444 0. 009642 0.050470 17.38632 5.309222 0.009642 0.051191 17.90495 5.384000 0.009642 0.051912 18.40896 5. 458778 0.009642 0.052633 18.89954 5.533556 0 .009642 0.053354 19.37770 5. 608333 0.009642 0.054075 19.84434 5. 683111 0 .009642 0.054796 20.30025 5.757889 0.009642 0.055517 20.74614 5.832667 0.009642 0.056238 21.18265 5. 907444 0 .009642 0.056959 21..61034 5. 982222 0.009642 0.057680 22.02972 6. 057000 0 .009642 0.058401 22.44127 6.131778 0.009642 0.059122 22.84540 6. 206556 0.009642 0.059843 23.24251 6.281333 0.009642 0.060564 23.63294 6. 356111 0.009642 0.061285 24 .01703 6. 430889 0. 009642 0. 062006 24 .39507 6. 505667 0. 009642 0. 062727 24 .76734 6.580444 0. 009642 0 . 063448 25.13409 6. 655222 0. 009642 0. 064169 25.49557 _ 6.730000 0. 009642 0. 064890 25.85199 • 6.804778 0.009642 0.065611 26.20357 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** 2018.01.18_RTA-WOMP_v1 1/23/2018 5:35:39 PM Page 30 <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 1018 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1019 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1020 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1021 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1022 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1023 FLOW ENGL REPL _ RCHRES 3 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1017 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48. 4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48. 4 WDM 801 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 SURD 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 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 16 RCHRES ROFLOW 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 • 2018.01.18_RTA-WQMP-v1 1/23/2018 5:35:39 PM Page 31 Predeveloped HSPF Message File 2018.01.18_RTA-WQMP_v1 1/23/2018 5:35:39 PM Page 32 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 . DATE/TIME: 1978/ 1/ 4 22: 0 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB() . To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 14 1.0007E+03 1036.9 1151.7 ERROR/WARNING ID: 341 5 DATE/TIME: 1978/ 1/ 4 22: 0 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0. 0 to 1 .0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEPI RDEP2 COUNT 2.2651E+01 3875.1 -1.624E+04 4 . 0940 4 .0940E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1980/ 1/29 3:45 . RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB() . To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 14 1. 0007E+03 1036. 9 1077 .5 ERROR/WARNING ID: 341 5 DATE/TIME: 1980/ 1/29 3:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1 . 0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDE21 RDEP2 COUNT 2.2651E+01 3875. 1 -8.254E+03 2.1042 2. 1042E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1982/11/30 9:30 • RCHRES: 1 2018.01.18-_RTA-W QM P_v1 1/23/2018 5:35:39 PM Page 33 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row ofRCHTAB() . To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. I• If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 14 1 . 0007E+03 1036. 9 1056. 9 ERROR/WARNING ID: 341 5 DATE/TIME: 1982/11/30 9:30 RCHRES : 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data. are: A B C RDEP1 RDEP2 COUNT 2.2651E+01 3875. 1 -6.043E+03 1 .5456 1 .5456 3 ,ERROR/WARNING ID: - 341 6 - DATE/TIME: 1993/ 27 8 1:30' - RCHRES: 1 - The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB() . To continue the simulation the table has been extrapolated, based on information contained • in the last two rows. This will usually result in some loss of accuracy. If .depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 141000.7 1036. 9 1056. 9 ERROR/WARNING ID: 341 5 DATE/TIME: 1993/ 2/ 8 1 :30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1. 0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEPl RDEP2 COUNT 2 . 2651E+01 3875. 1 -6.042E+03 1 .5453 1. 5453 3 • 2018.01.18_RTA-WQMP v1 1/23/2018 5:35:39 PM Page 34 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. T 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 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. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com • 2018.01.18_RTA-WOMP_v1 1/23/2018 5:35:39 PM Page 35 Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 8: Source Control Pollutant Sources/Source Control Checklist • • -48- • Appox 8 S T O R M W A T E R POLLUTANT SOURCES / SOURCE CONTROL CHECKLIST How to use this worksheet (also see instructions in Section G of the 2014 SMR WQMP Template): 1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies. 2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit. 3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP.Use the format shown in Table G.1on page 31 of this WQMP Template.Describe your specific BMPs in an accompanying narrative,and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here. IF THESE SOURCES WILL BE ON THE PROJECT SITE ... •.. THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List In WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative A.On-site storm drain X Locations of inlets. X Mark all inlets with the words A Maintain and periodically repaint or inlets "Only Rain Down the Storm replace inlet markings. Drain"or similar. Catch Basin provide stormwater pollution Markers may Consent Flood Control District,available from the prevention information to new site and Water Conservation Riverside owners,lessees,or operators. call 951.955.1200 to verify. See applicable operational BMPs in Fact Sheet SC-44,"Drainage System Maintenance,"in the CASQA Stormwater Quality Handbooks at www.cahmphandhooks.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." ❑ B.Interior floor drains ❑ State that interior floor drains and ❑ Inspect and maintain drains to prevent and elevator shaft sump elevator shaft sump pumps will be blockages and overflow. PUMPS plumbed to sanitary sewer. ❑ C.Interior parking ❑ State that parking garage floor ❑ Inspect and maintain drains to prevent garages drains will be plumbed to the blockages and overflow. sanitary sewer. 2014 SMR WQMP TEMPLATE Appendix 8-Page 1 of 10 Appendix 8 S T O R M W A T E R POLLUTANT SOURCES / SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ON THE PROJECT SITE ... ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE O 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ 01.Need for future ❑ Note building design features that ❑ Provide Integrated Pest Management indoor&structural pest discourage entry of pests. information to owners,lessees,and control 1�r operators. AD2.Landscape/ � Show locations of native trees or State that final landscape plans will X Maintain landscaping using minimum Outdoor Pesticide Use areas of shrubs and ground cover to accomplish all of the following. or no pesticides. be undisturbed and retained. X Preserve existing native trees, See applicable operational BMPs in Show self-retaining landscape shrubs,and ground cover to the "What you should know areas,if any. maximum extent possible. for.....Landscape and Gardening"at hrip/1w rclnnd.nrg/Rtnrrnwater/Dnwnln Show stormwater treatment and ,� Design landscaping to minimize as==_/t.a..aRo:�, caraenrnrl.�.r.,lar hydrograph modification irrigation and runoff,to promote management BMPs. (See surface infiltration where instructions in Chapter 3,Step 5 appropriate,and to minimize the X Provide IPM information to new and guidance in Chapter 5.) use of fertilizers and pesticides that owners,lessees and operators. can contribute to stormwater pollution. Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of saturated u soil conditions. A 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. 2014 SMR W J&PLATE • A*diz 8-Page 2 of 10 • APP& 8 • S T O R M W A T E R POLLUTANT SOURCES / SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ E. Pools,spas,ponds, ❑ Show location of water feature and If the Co-Permittee requires pools ❑ See applicable operational BMPs in decorative fountains, a sanitary sewer cleanout in an to be plumbed to the sanitary "Guidelines for Maintaining Your and other water accessible area within 10 feet. sewer,place a note on the plans Swimming Pool,Jacuzzi and features. (Exception:Public pools must be and state in the narrative that this Garden Fountain'at plumbed according to County connection will be made according hap•//�•^0^^d^rg/apmr,tcr/D^..mi Department of Environmental to local requirements. '!^^^�Fa^a=—^ar Health Guidelines.) ❑ F.Food service ❑ For restaurants,grocery stores,and ❑ Describe the location and features ❑ See the brochure,"The Food Service other food service operations,show of the designated cleating area. Industry Best Management Practices location(indoors or in a covered ❑ Describe the items to be cleaned in for:Restaurants,Grocery Stores, area outdoors)of a floor sink or Delicatessens and Bakeries"at this facility and how it has been other area for cleaning floor mats, her^://•• -rcn^^a-^rg/Rr^^^•��rcr/a^•v+,�^a containers,and equipment. sized to insure that the largest a�/�FLsP.•- items can be accommodated. ❑ On the drawing,show a note that Provide this brochure to new site this drain will be connected to a owners,lessees,and operators. grease interceptor before discharging to the sanitary sewer. ❑ G.Refuse areas ❑ Show where site refuse and ❑ State how site refuse will be ❑ State how the following will be recycled materials will be handled handled and provide supporting implemented: and stored for pickup. See local detail to what is shown on plans. Provide adequate number of municipal requirements for sizes ❑ State that signs will be posted on or receptacles. Inspect receptacles and other details of refuse areas. near dumpsters with the words "Do regularly;repair or replace leaky ❑ If dumpsters or other receptacles not dump hazardous materials receptacles. Keep receptacles covered. are outdoors,show how the here"or similar. Prohibit/prevent dumping of liquid or designated area will be covered, hazardous wastes.Post"no hazardous graded,and paved to prevent run- materials"signs.Inspect and pick up on and show locations of berms to litter daily and clean up spills prevent runoff from the area. immediately.Keep spill control ❑ Any drains from dumpsters, materials available on-site.See Fact compactors,and tallow bin areas Sheet SC-34,"Waste Handling and shall be connected to a grease Disposal'in the CASQA Stormwater removal device before discharge to Quality Handbooks at sanitary sewer. www.cabmnhandbooks.com 2014 SMR WQMP TEMPLATE Appendix 8-Page 3 of 10 Appendix 8 S T O R M W A T E R POLLUTANT S O U R C E S I S O U R C E CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ H. 1 ndustri:d processes. ❑ Show process area. ❑ If industrial processes are to be ❑ See Fact Sheet SC-10,"Non- located on site,state:"AS process Stormwater Discharges"in the activities to be performed indoors. CASQA Stormwater Quality No processes to drain to exterior or Handbooks at to storm drain system." www.cahmnhandboola.eom See the brochure"Industrial& Commercial Facilities Best Management Practices for: Industrial,Commercial Facilities"at httD://www.rcflood.ore/stormwater/Down loa ds/Ind ustria ICom mercia IFacil ities.odf ❑ I.Outdoor storage of ❑ Show any outdoor storage areas, ❑ Include a detailed description of ❑ See the Fact Sheets SC-31,"Outdoor equipment or materials. including how materials will be materials to be stored,storage Liquid Container Storage"and SC-33, (See rows J and K for covered.Show how areas will be areas,and structural features to "Outdoor Storage of Raw Materials" source control graded and bermed to prevent run- prevent pollutants from entering in the CASQA Stormwater Quality measures for vehicle on or run-off from area. storm drains. Handbooks at cleaning, repair, and www.cabmnhandbooks.com ❑ Storage of non-hazardous liquids Where appropriate,reference maintenance.) shall be covered by a roof and/or documentation of compliance with drain to the sanitary sewer system, the requirements of Hazardous and be contained by berms,dikes, Materials Programs for: liners,or vaults. • Hazardous Waste Generation ❑ Storage of hazardous materials and wastes must be in compliance with Hazardous Materials Release the local hazardous materials Response and Inventory ordinance and a Hazardous • California Accidental Release Materials Management Plan for the (CaIARP) site. • Aboveground Storage Tank • Uniform Fire Code Article 80 Section 103(b)&(c)1991 • Underground Storage Tank www.cchealth.org//g.Qups/hazmat/` 2014 SMR W QMISPLATE 0 Aodia 8-Page 4 of 10 • APplex 8 • STORMWATER POLLUTANT SOURCES / SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ON THE PROJECT SITE ... ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE O 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ J.Vehicle and ❑ Show on drawings as appropriate: ❑ If a car wash area is not provided, Describe operational measures to Equipment Cleaning (1)Commercial/industrial facilities describe any measures taken to implement the following(if having vehicle/equipment cleaning discourage on-site car washing and applicable): needs shall either provide a explain how these will be enforced. ❑ Washwater from vehicle and covered,bermed area for washing equipment washing operations shall activities or discourage not be discharged to the storm drain vehicle/equipment washing by system.Refer to"Outdoor Cleaning removing hose bibs and installing Activities and Professional Mobile signs prohibiting such uses. Service Providers"for many of the (2)Multi-dwelling complexes shall Potential Sources of Runoff Pollutants have a paved,bermed,and covered categories below. Brochure can be found at cat wash area(unless car washing htto://www.rcflood.org/stormwater/downloads/ is prohibited on-site and hoses are outdoorCleaninaActivities.odf provided with an automatic shut- off to discourage such use). ❑ Car dealerships and similar may (3)Washing areas for cars,vehicles, rinse cars with water only. and equipment shall be paved, designed to prevent run-on to or runoff from the area,and plumbed to drain to the sanitary sewer. (4)Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system.Wastewater from the facility shall discharge to the sanitary sewer,of a wastewater reclamation system shall be installed. 2014 SMR WCLMP TEMPLATE Appendix 8-Page 5 of 10 Appendix 8 STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ...THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ K.Vehicle/Equipment ❑ Accommodate all vehicle ❑ State that no vehicle repair or In the Stormwater Control Plan,note Repair and 'equipment repair and maintenance maintenance will be done outdoors, that all of the following restrictions Maintenance indoors.Or designate an outdoor or else describe the required apply to use the site: work area and design the area to features of the outdoor work area. . ❑ No person shall dispose of, nor permit' prevent run-on and runoff of ElState that there are no floor drains the disposal,directly or indirectly of s(oimwater. or if there are Boor drains,note the - vehicle fluids,hazardous materials,or ❑ Show secondary containment for agency from which an industrial rinsewater from parts cleaning.into exterior work areas where motor waste discharge permit will be storm drains. . oil,brake fluid,gasoline,diesel obtained and that the design meets ❑ No vehicle fluid removal shall be fuel,radiator fluid,acid-containing that agency's requirements. - performed outside a building,nor on batteries or other hazardous ❑ State that there are no tanks, asphalt or ground surfaces,whether materials or hazardous wastes are containers or sinks to be used for inside or outside a building,except in installed within the used l stored. se shag not be parts cleaning or rinsing or,if there such a manner as to ensure that any he secondary are;note the agency from which an spilled fluid will be in an area of containment areas. industrial waste discharge permit secondary containment. Leaking ❑. Add a note on the plans that states will be obtained and that the vehicle fluids shall be contained or either(1) there are no floor drains, design meets that agency's drained from the vehicle immediately. or(2)Boor drains are connected torequirements. ❑ No person shall leave unattended drip wastewater pretreatment systems prior to discharge to the sanitary pans or other open containers sewer and an industrial waste containing vehicle fluid,unless such containers are in use or in an area of discharge permit will be obtained. secondary containment. Refer to "Automotive Maintenance & Car Care Best Management Practices for Auto Body Shops, Auto Repair - . Shops, Car Dealerships, Gas Stations and Fleet Service Operations". Brochure can be found at hap //mflood.orgAtormwater/ Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers-for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at htm://rrflnnd-ore/stormwarer/ 2014SMRWQMWPLATE A dix 8—Page 6of 10 • APP& e • STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE -,. THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls--Show on Permanent Controls=List In WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ L.Fuel Dispensing ❑ Fueling areassshall have ❑ The property owner shall dry sweep Areas impermeable floors (i.e.,pordand the fueling area routinely. cement concrete or equivalent, - ❑ See the Fact Sheet SD-30,"Fueling smooth impervious surface)that a Areas"in the CASQA Stormwater re: a)graded at the minimum at slope necessary to prevent ponding; Quality Handbooks and b)separated from.the rest of avww.cabm�ha_ndbook c.com c the site by a grade break that prevents run-on of storrnwaier to the maximum extent practicable. ❑ Fueling areas shall be covered by a canopy that extends minimum of ten feet in each direction from each pump. [Alternative:The fueling area must be covered.andthe- . cover's minimum dimensions must be equal to or greater,than the area within the grade break or fuel _ dispensing areal.] The canopy [or cover] shall not drain onto the fueling area. 6 The fucling area shall be defined as the area extending a minimum of 6.5 feet from the comer of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot,whichever is greater. 20145MR WQMP TEMPLATE - - Appendix 8—Page 7 of 10 Appendix 8 STORMWATER POLLUTANT SOURCES/ SOURCE C-ONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ M.Loading Docks ❑ Show a preliminary design for the ❑ Move loaded and unloaded items loading dock area,including indoors as soon as possible. roofing and drainage.Loading ❑ See Fact Sheet SC-30,"Outdoor docks shall be covered and/or graded to minimize run-on to and CASQLoading and Unloading;' y the runoff from the loading area. Roof Handbooks oksSto at ater Quality Handbooks at downspouts shall be positioned to www.cabmnhandhnoks.com direct stormwater away from the loading area.Water from loading dock areas shall be drained to the sanitary sewer,or diverted and collected for ultimate discharge to the sanitary sewer. ❑ Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device,which shall be kept closed during periods of operation. ❑ .Provide aroof overhang over the loading area or install door skirts (cowling)at each bay that enclose the end of the trailer. 2014 5MR W QMI&PLATE • A9dlx 8—Page 8 of 10 • APP& B 0 STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMP"nclude In WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative ❑ N.Fire Sprinkler Test ❑ Provide a means to drain fire ❑ See the note in Fact Sheet SC-41, Water sprinkler test water to the sanitary `Building and Grounds Maintenance," sewer. in the CASQA Stormwater Quality Handbooks at www.cabmph_andbnoks.cnm O. Miscellaneous Drain ❑ Boiler drain lines shall be directly or Wash Water or Other or indirectly connected to the Sources sanitary sewer system and may not ❑ Boiler drain lines discharge to the storm drain system. ❑ Condensate drain lints ❑ Rooftop equipment ❑ Condensate drain lines may discharge to landscaped areas if the ❑ Drainage sumps Flow is small enough that runoff will ❑ Roofmg,gutters,and not occur. Condensate drain lines trim. may not discharge to the storm ❑ Other sources drain system. ❑ Rooftop equipment with potential to produce pollutants shall be roofed and/or have secondary containment. ❑ Any drainage sumps on-site shall feature a sediment sump to reduce the quantity of sediment in pumped water. ❑ Avoid roofing,gutters, and trim made of copper or other unprotected metals that may leach into runoff. ❑ Include controls for other sources as specified by local reviewer. 2014 SMR WQMP TEMPLATE Appendix 8-Page 9 of 10 Appendix 8 STORMWATER POLLUTANT SOURCES/ SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE ON THE PROJECT SITE ... 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative XP.Plazas, sidewalks, X Sweep plazas, sidewalks, and parking and parking lots. lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain. 2014 SMR W APLATE Applx 8—Page 10 of 10 Water Quality Management Plan (WQMP) Promenade Mall Bus Stop Expansion Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance,Maintenance and Recording Mechanisms • -49- RECORDING REQUESTED BY: 2018-0287694 Jeffrey M. Kurtz 07/17/2018 12:55 PR Fee: $ 185.00 (Property Owner's Name) Page 1 of 33 AND WHEN RECORDED MAIL TO: Recorded flRlverslde Records Peter Aldana 40820 Winchester Road #2000 Assessor-County Clerk-Recorder (Property Owner's Mailing Address) 'III , 11�t•11�RI�th1V�[ft'l r,`���'IIII Temecula. CA 92591 1 NM1 'i `VI' t'+1 IY1r 'I 675 SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR Promenade Mall Bus Stop Expansion (Name of Project) 40820 Winchester Road Ste 2000, Temecula, CA 92591 (Address or Tract Map/Lot No.) TRA 013-095, TRA 013.096, TRA 013-063 i __...._ — Pape 1 Water Quality Manaaement Plan Operedon and Maintenance Agreement Property Owner Name: Temecula Towne Center LLC Property Owner Melling Address: 40820 Winchester Rd Ste 2000 Temecula, CA 92591 Project Address or Location: Promenade Mall Temecula 40820 Winchester Road Ste 2000, Temecula, CA 92591 Project's Assessor Parcel Number: 910-420-007, 910-420-030, 910-420-03 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) Temecula To Canter I.I.C.Jefrrav M Kunz General Mawaer (Owner),this (insert day) 2nd of(insert month and year) July 2018 WHEREAS, the Owner owns real properly (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 gme of Initial approval of the development project(Project)known as (Insert name of project) Promenade Mall Bus Stop Expansion within the Property, the City required the Project to generate a Water Quality Management Plan(WQMP). The WOMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of stone 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" (amps), that will be constructed, or Installed, or implemented for this purpose. The precise 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, helm, 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 State and Federal environmental lawss rrend ngulatinglthe discharge of the pollutant pal Code in storm water and non-stonnwater runoff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods In effect at the time such maintenance occurs; • -- Paget ----- ( 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, of the expense of the Owner and shall constitute notice to the Owner and ell 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 maledal(s) from the BMPs and the ultimate disposal of the materlal(s) In a manner consistent with all relevant laws and regulations In effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation Identifying the Inspections, maintenance activities, material(s) and quantlty(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 Owners use of the Property during these inspections and sampling activities. 4. In the event the Owner falls 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 BMPe 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 Ilan 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. i • ----- —..__ .. . _ ....._ Page 3 IN WITNESS THEREOF,the Owner hereto affixes their signature as of the dale first written above. OWNER 1: OWNER 2(if more than one ownqrl: Jeffrey M Kurtz ILAI Name Name Signature Signature Viui !'�fs�o,;;r eneral Manager Title Title T6`fc .A TowNE CElvTEr L-Lf A notary acknowledgement Is required for recordation(attach appropriate acknowledgement). J • •MLf PbcA0.YranJrcarawy�.y2f:cl.w.��.p[l.v Ywq✓M.aae.y.ro.ow eN ONu+t•n N(n n.flrvfaN•lCltl SMe of CeMorme,County of SubWAbed end leom for for pe-ninneol oKOrte melon efwl.�Wy a L_ —21tt\ by J �lfi�Gw .M. k l)fl PM tome on die GYlg46f1eOery emdenoe f0 been penonf�v4+o eppo d aroro me ) Signature usaq SANTOSK ASHOK KAL.ANKE•�v< PCommispUnNo. IFORNM 6 r�.� N0AR.' f4CLALeORNU1RIVERSCE COM"Cann EWnAUCUef.0.2021 • --._— ---- Page4 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 R; f�M u On Lit, I G Dis?before me, �a�af• Q Zuvvta�p /IJtr�a ru QrI�GZ _ p (here In rt nahme and title of the officer) personally appeared �P_,t �1"P� ------ • who proved to me on the basis of satisfactory evidence to be the person(A) whose name( isla,* subscribed to the within instrument and acknowledged to me that he/Ve/tWy executed the same in his/her/their authorized capacity(ips), and that by his/per/lWir signature on the instrument the persons), 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 official seal. Signature. (Seal) SMUBHANGI R.2UMALE Commission on No. Yd1RW NOTARY i '^mom Turrwazicrxnoaxu 2S R VEnSIDE COVMTV IW Cw Emu AUGUST 20.NTt ' S • L XHIBIT (Ceoa!Deserlotlon o/Property t • ------------- ----'-- Page 6 r IsOrder No. 09204685-920CMM-CM8 Policy No.CA-SFXFC-IMP.81G28-1-17-09204685 EXHIBIT A LEGAL DESCRIPTION All that certain real property situated in the County of Riverside,Stele of California,described as follows: PARCEL I: PARCEL C OF THAT CERTAIN LOT LINE ADJUSTMENT NO. PA07-0333, IN THE CITY OF TEMECULA. COUNTY OF RIVERSIDE,STATE OF CALIFORNIA. RECORDED JUNE 10,2008 AS INSTRUMENT NO.2008-0315184 OF OFFICIAL RECORDS OF SAID COUNTY. PARCEL2: EASEMENTS FOR INGRESS, EGRESS, ACCESS TO THE AND FROM PUBLIC STREETS, PASSAGE AND PARKING OF VEHICLES. AND ACCOMMODATION OF PEDESTRIANS, UNDERGROUND UTILITIES, ETC., AS MORE FULLY DEFINED AND SET FORTH IN THAT DOCUMENT DATED JULY 23, 1998 ENTITLED 'THE PROMENADE IN TEMECULA VALLEY CONSTRUCTION, OPERATION AND RECIPROCAL EASEMENT AGREEMENT" BY AND AMONG TEMECULA TOWN CENTER ASSOCIATES, L.P., A CALIFORNIA LIMITED PARTNERSHIP; THE MAY DEPARTMENT STORES COMPANY, A NEW YORK CORPORATION; SEARS, ROEBUCK AND CO., A NEW YORK CORPORATION AND J.C. PENNEY PROPERTIES, INC., DELAWARE CORPORATION,RECORDED JULY 24, 1998 AS INSTRUMENT NO.307157 OF OFFICIAL RECORDS. PARCEL 3: EASEMENTS FOR CONSTRUCTION,MAINTENANCE AND REPAIR OF ROADWAY AND UTILITY FACILITIES • FOR CONSTRUCTION AND MAINTENANCE OF PERIPHERAL SIDEWALKS ALONG ACCESS ROADS; INSTALLATION, IRRIGATION AND MAINTENANCE OF LANDSCAPED AREAS ALONG RING ROADS; PEDESTRIAN INGRESS AND EGRESS ACROSS PERIPHERAL SIDEWALKS; UNDERGROUND UTILITY CONNECTIONS OVER PERIPHERAL PARCELS, ETC., AS MORE FULLY DEFINED AND SET FORTH IN THAT DOCUMENT DATED JULY 23, 1998 ENTITLED "DECLARATION OF RESTRICTIONS AND GRANT OF EASEMENTS FOR AND BETWEEN TEMECULA TOWN CENTER ASSOCIATES, L.P.,A CALIFORNIA LIMITED PARTNERSHIP AND TEMECULA OUT PARCELS DEVELOPERS, INC., A CALIFORNIA CORPORATION, RECORDED JULY 24, 1998 AS INSTRUMENT NO.307158 OF OFFICIAL RECORDS. PARCEL4: EASEMENTS FOR STREET LIGHTS, COMMUNICATION CONDUITS AND STRUCTURES FOR TELEPHONES AND CABLE TV, NATURAL GAS LINES IN, OVER AND ACROSS AND ALONG THAT CERTAIN REAL PROPERTY DESCRIBED AS FOLLOWS: THAT CERTAIN PARCEL OF LAND SITUATED IN THE CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. BEING THOSE PORTIONS OF LOTS 117 AND 140 AND APRICOT STREET AS SHOWN ON A MAP OF THE TEMECULA LAND AND WATER COMPANY FILED IN BOOK 8, PAGE 359 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, CALIFORNIA,TOGETHER WITH THOSE PORTIONS OF LOTS 41.5 AND 6 OF TRACT NO. 3334.AS SHOWN ON A MAP THEREOF FILED IN BOOK 54. PAGES 25 THROUGH 30 OF MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID RIVERSIDE COUNTY, INCLUDED WITHIN PARCELS A, B, F, G AND H OF LOT LINE ADJUSTMENT NO. PA 95-0111 RECORDED DECEMBER 15. 1995 AS INSTRUMENT NO. 416771 OF OFFICIAL RECORDS IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER, DESCRIBED AS A 34.00 FOOT WIDE STRIP OF LAND ABUTTING AND LYING TOO THE RIGHT OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT THE NORTHEASTERLY TERMINUS OF COURSE NUMBER 12(BEING NORTH 28.13.36-EAST, 79.65 FEET)AS SHOWN ON SHEET 5 OF 81G28 CLTA Guarantee Form No.28(06-05.14) Page 5 Condition of Title Guarantee m California Land Till,Association.All rights reserved. The use of this Fonn is restricted to CLTA subscribers in good standing as of the data of use.All other uses era prohibited.Reprinted under • license ar express POnnisslon from the California Land Tdlo Association. Order No. 09204685-920-CMM-CMB Policy No.CA-SFXFC4MP-81G28.1.17-09204685 • EXHIBIT A (Continued) PARCEL MAP NO.28530-1 FILED IN BOOK 192, PAGES 38 THROUGH 46 INCLUSIVE OF PARCEL MAPS, IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER, SAID POINT BEING ON THE CENTER LINE OF A 'PRIVATE STREET EASEMENT'AS SHOWN ON SAID PARCEL MAP; THENCE FOLLOWING ALONG SAID CENTER LINE OF THE "PRIVATE STREET EASEMENT' THROUGH THE FOLLOWING COURSES: SOUTH 61'46'24" EAST, 237.25 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 387.00 FEET; THENCE ALONG SAID CURVE SOUTHEASTERLY 147.90 FEET THROUGH A CENTRAL ANGLE OF 21'53'47'; THENCE TANGENT FROM SAID CURVE SOUTH 83'40'11' EAST, 87.52 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHERLY AND HAVING A RADIUS OF 403.00 FEET; THENCE ALONG SAID CURVE EASTERLY 129.55 FEET THROUGH A CENTRAL ANGLE OF 18'25'08"; THENCE TANGENT FROM SAID CURVE NORTH 77'54'41-EAST, 12.192 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 278.00 FEET; THENCE ALONG SAID CURVE NORTHEASTERLY 144.02 FEET THROUGH A CENTRAL ANGLE OF 29'40'55'; THENCE TANGENT FROM SAID CURVE NORTH 48'13'46"EAST, 1151.97 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 278.00 FEET; THENCE ALONG SAID CURVE NORTHEASTERLY 133.66 FEET THROUGH A CENTRAL ANGLE OF 27'33'04'; THENCE TANGENT FROM SAID CURVE NORTH 20'40'42' EAST, 39.14 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE WESTERLY AND HAVING A RADIUS OF 366.00 FEET; THENCE ALONG SAID CURVE NORTHERLY 157.00 FEET THROUGH A CENTRAL ANGLE OF 24'34'37'; THENCE TANGENT FROM SAID CURVE NORTH 03*53*55'WEST, 162.67 FEET TO THE BEGINNING OF A • TANGENT CURVE CONCAVE SOUTHWESTERLY AND HAVING A RADIUS OF 328.00 FEET; THENCE ALONG SAID CURVE NORTHWESTERLY 215.82 FEET THROUGH A CENTRAL ANGLE OF 37'52'29"; THENCE TANGENT FROM SAID CURVE NORTH 41'46'24'WEST, 691.91 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 478.00 FEET; THENCE ALONG SAID CURVE WESTERLY 465.32 FEET THROUGH A CENTRAL ANGLE OF 55'46'35' TO THE INTERSECTION WITH COURSE NUMBER 6(BEING NORTH 07'32'59'WEST, 157.54 FEET)AS SHOWN ON SHEET 7 OF SAID PARCEL MAP NO.28530-1. PARCELS: AN EASEMENT AND RIGHT-OF-WAY TO CONSTRUCT, USE, MAINTAIN, REPAIR AND REPLACE LANDSCAPING AND IRRIGATION SYSTEMS IN, OVER, ACROSS AND ALONG THAT CERTAIN REAL PROPERTY DESCRIBED AS FOLLOWS: THOSE CERTAIN PARCELS OF LAND SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING THOSE PORTIONS OF LOTS 115. 117 AND 140 AS SHOWN ON A MAP OF THE TEMECULA LAND AND WATER COMPANY FILED IN BOOK 8, PAGE 359 OF MAPS IN THE COUNTY RECORDER OF SAN DIEGO COUNTY, CALIFORNIA. TOGETHER WITH THOSE PORTIONS OF LOT 4 OF TRACT NO. 3334 FILED IN BOOK 54, PAGES 25 THROUGH 30 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID RIVERSIDE COUNTY, INCLUDED WITHIN PARCELS A. B AND H OF LOT LINE ADJUSTMENT NO. PA 95.0111 RECORDED DECEMBER 15, 1995 AS INSTRUMENT NO. 416771 OF OFFICIAL RECORDS IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER,DESCRIBED AS FOLLOWS: 81G28 CLTA Guarantee Form No.28(116-05-14) Page 6 Condition of Title Guarantee O Califomia Land Title Association.All rights nsservod. The use of this Font Is restricted to CLTA subscnbers In good standing as of the date of use.All other uses are prohibited.Reprinted under • license or exPress pormisslon from the California Land Title Association. • Order No, 09204685.920-CMM-CM8 Policy No.CA-SFXFC-IMP-81G28-1-17-09204685 EXHIBIT A (Continued) PARCEL 5A: COMMENCING AT THE CENTER LINE INTERSECTION OF WINCHESTER ROAD AND YNEZ ROAD AS SHOWN ON A MAP FILED IN BOOK 96. PAGE 51 OF RECORD OF SURVEY, IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER: THENCE ALONG SAID CENTER LINE OF YNEZ ROAD SOUTH 41059'55" EAST, 116.59 FEET TO THE BEGINNING OF A TANGENT CURVE THEREIN CONCAVE SOUTHWESTERLY AND HAVING A RADIUS OF 1200.00 FEET; THENCE CONTINUING ALONG SAID CENTER LINE, ALONG SAID CURVE SOUTHEASTERLY 254.01 FEET THROUGH A CENTRAL ANGLE OF 12"07'41"; THENCE RADIALLY FROM SAID CURVE NORTH 60"07'46"EAST, 102.01 FEET; THENCE SOUTH 29052'14"EAST,37.00 TO THE TRUE POINT OF BEGINNING; THENCE NORTH 60007.46" EAST, 114.49 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 287.00 FEET; THENCE ALONG SAID CURVE NORTHEASTERLY 159.80 FEET THROUGH A CENTRAL ANGLE OF 31"54'10"; THENCE TANGENT FROM SAID CURVE NORTH 28013'36" EAST, 22.65 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 35.00 FEET; THENCE ALONG SAID CURVE EASTERLY 54.98 FEET THROUGH A CENTRAL ANGLE OF 90°00.00"; THENCE RADIALLY FROM SAID CURVE SOUTH 28013'36'WEST, 20.00 FEET TO A CURVE CONCENTRIC WITH LAST SAID CURVE AND BEING CONCAVE SOUTHERLY AND HAVING A RADIUS OF 15.00 FEET; THENCE ALONG SAID CURVE WESTERLY 23.56 FEET THROUGH A CENTRAL ANGLE OF 90"00'00'; THENCE TANGENT FROM SAID CURVE SOUTH 28°13'36' WEST, 22.65 FEET TO THE BEGINNING OF A • TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 307.00 FEET; THENCE ALONG SAID CURVE SOUTHWESTERLY 170.94 FEET THROUGH A CENTRAL ANGLE OF 31"54'10"; THENCE TANGENT FROM SAID CURVE SOUTH 60*07*46" WEST, 98.67 FEET TO A POINT ON A NON TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 45.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 77.15'11'WEST; THENCE ALONG SAID CURVE SOUTHWESTERLY 68.19 FEET THROUGH A CENTRAL ANGLE OF 86049,00" TO A POINT ON A CURVE IN THE NORTHEASTERLY LINE OF SAID YNEZ ROAD CONCENTRIC WITH SAID CURVE IN THE CENTER LINE OF YNEZ ROAD AND HAVING A RADIUS OF 1267.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 64'05'10'WEST; THENCE ALONG SAID CURVE NORTHWESTERLY 43.28 FEET THROUGH A CENTRAL ANGLE OF 01'57'26"; THENCE NON-TANGENT FROM SAID CURVE NORTH 61"46'58"EAST, 14.00 FEET TO A POINT ON A NON- TANGENT CURVE CONCAVE SOUTHEASTERLY AND HAVING A RADIUS OF 35.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 68022*12"EAST; THENCE ALONG SAID CURVE NORTHEASTERLY 23.52 FEET THROUGH A CENTRAL ANGLE OF 38029,58" TO THE TRUE POINT OF BEGINNING. PARCEL5B: COMMENCING AT THE CENTER LINE INTERSECTION OF MARGARITA ROAD (110.00 FEET WIDE)WITH NORTH GENERAL KEARNY ROAD (88.00 FEET WIDE) AS DESCRIBED IN PARCEL 2 OF AN EASEMENT DEED RECORDED AUGUST 18. 1992 AS INSTRUMENT NO. 305606 OF OFFICIAL RECORDS, IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER, SAID POINT BEING ON A CURVE IN SAID CENTER LINE OF MARGARITA ROAD CONCAVE WESTERLY AND HAVING A RADIUS OF 2000.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 80"29'27"WEST; BIG28 CLTA Guarantee Font No.28(06-05.14) Page 7 Condition of Title Guarantee O Callfornfa Lend Tldo Assoclsdon.All rights msamd. The use of this Form Is rosbtcfed to CLTA subscribers In good standing as of the dale of use.All other uses are prohiblled.Rapdmed under • license or OVWss parmssion from the California Land Title Association. • Order No, 09204685-920-CMM-CM8 Policy No.CASFXFC-IMPA1G28-1-17-09204685 EXHIBIT A (Continued) THENCE ALONG THE NORTHWESTERLY PROLONGATION OF SAID CENTER LINE OF NORTH GENERAL KEARNY ROAD NORTH 80'29'27'WEST.79.35 FEET; THENCE SOUTH 09'30'33' WEST, 37.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 80029'27" WEST, 198.45 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 463.00 FEET; THENCE ALONG SAID CURVE WESTERLY 108.34 FEET THROUGH A CENTRAL ANGLE OF 13'24'27"; THENCE TANGENT FROM SAID CURVE SOUTH 86'06'05" WEST, 39.37 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHEASTERLY AND HAVING A RADIUS OF 35.00 FEET; THENCE ALONG SAID CURVE SOUTHWESTERLY 54.98 FEET THROUGH A CENTRAL ANGLE OF 90'00'00"; THENCE RADIALLY FROM SAID CURVE NORTH 86'06'05' EAST, 10.00 FEET TO A CURVE CONCENTRIC WITH LAST SAID CURVE AND BEING CONCAVE SOUTHEASTERLY AND HAVING A RADIUS OF 25.00 FEET; THENCE ALONG SAID CURVE NORTHEASTERLY 39.27 FEET THROUGH A CENTRAL ANGLE OF 90'00100'; THENCE TANGENT FROM SAID CURVE NORTH 86'06'05" EAST, 39.37 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 453.00 FEET; THENCE ALONG SAID CURVE EASTERLY 106.00 FEET THROUGH A CENTRAL ANGLE OF 13'24'27"; THENCE TANGENT FROM SAID CURVE SOUTH 80*29*27" EAST, 178.60 FEET TO A POINT ON A NON- TANGENT CURVE CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 40.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 65'30'50"EAST; THENCE ALONG SAID CURVE SOUTHEASTERLY 76.41 FEET THROUGH A CENTRAL ANGLE OF 109'27'26"TO A POINT ON A CURVE IN THE WESTERLY LINE OF SAID MARGARITA ROAD CONCENTRIC WITH SAID CURVE IN THE CENTER LINE OF MARGARITA ROAD AND HAVING A RADIUS OF 1945.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 77'37'34"WEST; • THENCE ALONG SAID CURVE AND WESTERLY LINE NORTHERLY 50.91 FEET TO A POINT ON A NON- TANGENT CURVE CONCAVE SOUTHWESTERLY AND HAVING A RADIUS OF 35.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 52'20'47'WEST; THENCE ALONG SAID CURVE WESTERLY 6.17 FEET THROUGH A CENTRAL ANGLE OF 42'50'14'TO THE TRUE POINT OF BEGINNING. PARCEL 5B: COMMENCING AT THE CENTER LINE INTERSECTION OF MARGARITA ROAD (110.00 FEET WIDE) WITH NORTH GENERAL KEARNY ROAD (88.00 FEET WIDE) AS DESCRIBED IN PARCEL 2 OF AN EASEMENT DEED RECORDED AUGUST 18, 1992 AS INSTRUMENT NO. 305606 OF OFFICIAL RECORDS IN SAID OFFICE OF THE RIVERSIDE COUNTY RECORDER, SAID POINT BEING ON A CURVE IN SAID CENTER LINE OF MARGARITA ROAD CONCAVE WESTERLY AND HAVING A RADIUS OF 2000.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 80'29'27'WEST; THENCE ALONG THE NORTHWESTERLY PROLONGATION OF SAID CENTER LINE OF NORTH GENERAL KEARNY ROAD NORTH 80'29'27"WEST, 79.35 FEET; THENCE NORTH 09030'33" EAST. 37.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 80'29'27"WEST, 198.45 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 537.00 FEET; THENCE ALONG SAID CURVE WESTERLY 125.66 FEET THROUGH A CENTRAL ANGLE OF 13'24'28'; THENCE FROM SAID CURVE SOUTH 86006'05' WEST, 39.40 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 35.00 FEET: THENCE ALONG SAID CURVE NORTHWESTERLY 54.55 FEET THROUGH A CENTRAL ANGLE OF 89'18'24"; BIG28 CLTA Guarantee Form No.28(06-05-14) Page 8 Condition of Title Guarantee 0 California Lend Tee Association.All rights reserved. The use of this Fonn is restricted to CLTA subscribers in good standing as of the date of use.All other uses am prohibited.Reprinted under • license or attprCee peanisslon from the California Land Title Association. • Order No, 09204665.920-CMM-CMB Policy No.CA-SFXFC-IMPA1G28.1.17-09204685 EXHIBIT A (Continued) THENCE RADIALLY FROM SAID CURVE NORTH 85"24'29' EAST, 20.00 FEET TO A CURVE CONCENTRIC WITH LAST SAID CURVE AND BEING CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 125.00 FEET; THENCE ALONG SAID CURVE SOUTHEASTERLY 23.38 FEET THROUGH A CENTRAL ANGLE OF 89"18'24"; THENCE TANGENT FROM SAID CURVE NORTH 8"06'05" EAST 39.40 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 557.00 FEET; THENCE ALONG SAID CURVE EASTERLY 130.34 FEET THROUGH A CENTRAL ANGLE OF 13"24'27% THENCE TANGENT FROM SAID CURVE SOUTH 80"29'27' EAST 177.02 FEET TO A POINT ON A NON. TANGENT CURVE CONCAVE SOUTHEASTERLY AND HAVING A RADIUS OF 50.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 71"4'27'EAST; THENCE ALONG SAID CURVE NORTHEASTERLY 64.27 FEET THROUGH A CENTRAL ANGLE OF 73638,55" TO A POINT ON A CURVE IN THE WESTERLY LINE OF SAID MARGARITA ROAD CONCENTRIC WITH SAID CURVE IN THE CENTER LINE OF MARGARITA ROAD AND HAVING A RADIUS OF 1945.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 83"23'33"WEST; THENCE ALONG SAID CURVE SOUTHERLY 52.16 FEET THROUGH A CENTRAL ANGLE OF 01"32'11'TO A POINT ON A .NON-TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF 35.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 33-19-41"WEST; THENCE ALONG SAID CURVE WESTERLY 26.17 FEET THROUGH A CENTRAL ANGLE OF 42"50'14" TO THE TRUE POINT OF BEGINNING. PARCEL 5C: COMMENCING AT THE CENTER LINE INTERSECTION OF YNEZ ROAD WITH WINCHESTER ROAD AS SHOWN ON A MAP FILED IN BOOK 96. PAGES 69 THROUGH 75, OF RECORD OF SURVEY IN SAID • OFFICE OF THE RIVERSIDE COUNTY RECORDER; THENCE ALONG SAID CENTER LINE OF WINCHESTER ROAD NORTH 48"07'36" EAST, 2278.56 FEET TO THE BEGINNING OF A TANGENT CURVE THEREIN CONCAVE SOUTHEASTERLY AND HAVING A RADIUS OF 2000.00 FEET; THENCE CONTINUING ALONG SAID CENTER LINE,ALONG SAID CURVE NORTHEASTERLY 110.98 FEET THROUGH A CENTRAL ANGLE OF 03°10'46'; THENCE RADIALLY FROM SAID CURVE SOUTH 38041'38'EAST.91.59 FEET; THENCE NORTH 51018'22"EASTERLY 43.00 FEET TO THE TRUE POINT OF BEGINNING: THENCE SOUTH 38"41'38" EAST, 68.74 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE EASTERLY AND HAVING A RADIUS OF 293.00 FEET; THENCE ALONG SAID CURVE SOUTHERLY 159.27 FEET THROUGH A CENTRAL ANGLE OF 31°08'39'; THENCE TANGENT FROM SAID CURVE SOUTH 07"32'59" EAST, 84.256 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 35.00 FEET; THENCE ALONG SAID CURVE SOUTHEASTERLY 49.86 FEET THROUGH A CENTRAL ANGLE OF 81'37'00"; THENCE RADIALLY FROM SAID CURVE NORTH 00"50'01" EAST, 20.00 FEET 50 A CURVE CONCENTRIC WITH LAST SAID CURVE AND BEING CONCAVE NORTHEASTERLY AND HAVING A RADIUS OF 15.00 FEET; THENCE ALONG SAID NORTHWESTERLY 21.37 FEET THROUGH A CENTRAL ANGLE OF 81"37'00% THENCE TANGENT FROM SAID CURVE NORTH 07"32'59"WEST, 84.26 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE WESTERLY AND HAVING A RADIUS OF 313.00 FEET; THENCE ALONG SAID CURVE NORTHERLY 170.14 FEET THROUGH A CENTRAL ANGLE OF 31"08'39"; THENCE TANGENT FROM SAID CURVE NORTH 83"41'38' WEST, 31.49 FEET TO A POINT ON A NON TANGENT CURVE CONCAVE WESTERLY AND HAVING A RADIUS OF 70.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS NORTH 54"51'24'WEST; THENCE ALONG SAID CURVE NORTHEASTERLY 81.50 FEET THROUGH A CENTRAL ANGLE OF 66"42'04" TO A POINT ON A CURVE IN THE SOUTHEASTERLY LINE OF SAID WINCHESTER ROAD CONCENTRIC 81 G28 CLTA Guarantee Form No.28(06-05-14) Page 9 Condition of Title Guarantee 0 California Land Title Association.All rights reserved. The r of this Form is restricted to CLTA subscribers In good standing as of the data of use.All Other uses are prohibited.Reprinted under • license or express pemdsslon from the CaWomia Land Title Association. • Order No, 09204685.920-CMM-CM8 Policy No.CA-SFXFC-IMP-81G28.1-17-09204685 EXHIBIT A (Continued) WITH SAID CURVE IN THE CENTER LINE OF WINCHESTER ROAD AND HAVING A RADIUS OF 1933.00 FEET,A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 35°20'36-EAST; THENCE ALONG SAID CURVE AND SOUTHEASTERLY LINE SOUTHWESTERLY 60.62 FEET THROUGH A CENTRAL ANGLE OF 01-47'48- TO A POINT ON A NON-TANGENT CURVE CONCAVE EASTERLY AND HAVING A RADIUS OF 35.00 FEET, A RADIAL LINE OF SAID CURVE FROM SAID POINT BEARS SOUTH 85°39'56'EAST; THENCE ALONG SAID CURVE SOUTHERLY 25.28 FEET THROUGH A CENTRAL ANGLE OF 43°01'42- TO THE TRUE POINT OF BEGINNING. PARCEL 6: EASEMENTS FOR A PERMANENT ROAD FOR THE PURPOSE OF INGRESS AND EGRESS AND FOR PERMANENT LANDSCAPING AND ACCESS ALONG THE ROAD EASEMENT, AS SET FORTH IN THAT CERTAIN EASEMENT AGREEMENT DATED JULY 13. 1998 AND RECORDED JULY 24. 1998 AS INSTRUMENT NO.307148 AND AS INSTRUMENT NO.307150 BOTH OF OFFICIAL RECORDS. APN: 910-420-027-5 • 81 G28 CLTA Guarantee Form No.28(06-05-14) Page 10 Condition of Title Guarantee ®Callfomla Land Tills Association.All rights reserved. The use of this Fort is resaicled to CLTA subscribers In good standing as of the data of me.An other uses are Prohlbilod.Reprinted under • license of express Pertlssion from the California Land Title Association. • Order No, 09204886.920CMM•CMB Policy No.CASFXFC-IMP-81G28-1-1 7-09204 6B6 EXHIBIT A LEGAL DESCRIPTION All that certain real property situated in the County of Riverside,State of California,described as follows: PARCEL I: THAT CERTAIN PARCEL OF LAND SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING LOT 'D' IN THAT CERTAIN NOTICE OF LOT LINE ADJUSTMENT PA07- 0333 RECORDED JUNE 10,2008 AS INSTRUMENT NO.0315184 OF OFFICIAL RECORDS. EXCEPT THEREFROM ALL PARKING GARAGE IMPROVEMENTS AND FIXTURES FOR THE EAST GARAGE LOCATED ON THE PROPERTY KNOWN AS THE EAST PARKING PAD AS DESCRIBED IN A GRANT DEED FROM F.C. TEMECULA. INC., A CALIFORNIA CORPORATION, TO REDEVELOPMENT AGENCY OF THE CITY OF TEMECULA, A PUBLIC BODY, CORPORATE AND POLITIC, DATED JULY 22, 2009 AND RECORDED AUGUST 13,2009 AS INSTRUMENT NO.2009-0421953 OF OFFICIAL RECORDS. PARCEL 2: EASEMENTS FOR INGRESS, EGRESS, ACCESS TO AND FROM PUBLIC STREETS, PASSAGE AND PARKING OF VEHICLES,AND ACCOMMODATION OF PEDESTRIANS, UNDERGROUND UTILITIES, USE OF COMMON AREAS, ETC., AS MORE FULLY DEFINED AND SET FORTH IN THAT DOCUMENT DATED JULY 23. 1998 ENTITLED 'THE PROMENADE IN TEMECULA VALLEY CONSTRUCTION, OPERATION AND RECIPROCAL EASEMENT AGREEMENT' BY AND AMONG TEMECULA TOWNE CENTER ASSOCIATES, L.P., A CALIFORNIA LIMITED PARTNERSHIP,THE MAY DEPARTMENT STORES COMPANY, A NEW YORK • CORPORATION, AND SEARS, ROEBUCK AND CO., A NEW YORK CORPORATION, AND J.C. PENNEY PROPERTIES, INC., DELAWARE CORPORATION, RECORDED JULY 24, 1998 AS INSTRUMENT NO. 307157 OF OFFICIAL RECORDS AND AMENDED BY A FIRST AMENDMENT TO CONSTRUCTION,OPERATION AND RECIPROCAL EASEMENT AGREEMENT RECORDED NOVEMBER 5,2001 AS INSTRUMENT NO. 2001-547494 AND SECOND AMENDMENT TO CONSTRUCTION, OPERATION AND RECIPROCAL EASEMENT AGREEMENT WHICH AMONG OTHER THINGS CREATES A NON-EXCLUSIVE EASEMENTS FOR PURPOSES OF CONSTRUCTING, MAINTAINING, REPAIRING, REPLACING, RELOCATING, OPERATING AND UTILIZING THE WEST GARAGE, ('WEST GARAGE EASEMENT')AND FOR USE OF AN ELEVATED PEDESTRIAN WALKWAY (-WALKWAY EASEMENT-) RECORDED NOVEMBER 7, 2008 AS INSTRUMENT NO.2008-0594444 OFFICIAL RECORDS. PARCEL 3: EASEMENTS FOR CONSTRUCTION, MAINTENANCE AND REPAIR OF ROADWAY AND UTILITY FACILITIES; FOR CONSTRUCTION AND MAINTENANCE OF PERIPHERAL SIDEWALKS ALONG ACCESS ROADS; INSTALLATION, IRRIGATION AND MAINTENANCE OF LANDSCAPED AREAS ALONG RING ROADS; PEDESTRIAN INGRESS AND EGRESS ACROSS PERIPHERAL SIDEWALKS; UNDERGROUND UTILITY CONNECTION OVER PERIPHERAL PARCELS, ETC.,AS MORE FULLY DEFINED AND SET FORTH IN THAT DOCUMENT DATED JULY 23, 1998 ENTITLED 'DECLARATION OF RESTRICTIONS AND GRANT OF EASEMENTS BY AND BETWEEN TEMECULA TOWNE CENTER ASSOCIATES, L.P., A CALIFORNIA LIMITED PARTNERSHIP, AND TEMECULA OUTPARCELS DEVELOPERS, INC., A CALIFORNIA CORPORATION,RECORDED JULY 24, 1998 AS INSTRUMENT NO.307158 OF OFFICIAL RECORDS. BIG28 CLTA Guarantee Form No.28(06-05-14) Page 5 Condition of Tills Guarantee m 1:allfornla Land Title Association.All rights reserved. • The use of this Forth is restricted to CLTA subscribers in good standing as of the date of use.All other uses ago pmhlblted.Reprinted under tioonse or express permission from the Califomla Land Tdlo Association. • Order No. 0920468E920-CMWCM8 Policy No.CA-SFXFC-IMPA1G28-1-17-09204686 EXHIBIT A (Continued) PARCEL 4: EASEMENTS FOR ACCESS, UTILITIES, INSTALLATION, MAINTENANCE AND OPERATION OF STREET LIGHTS, COMMUNICATION CONDUITS AND STRUCTURES NECESSARY AND USEFUL FOR THE TRANSMISSION OF ELECTRIC ENERGY AND COMMUNICATIONS, TELECOMMUNICATIONS, INTERACTIVE VIDEO AND ! OR OTHER PURPOSES AS MORE FULLY DEFINED AND SET FORTH IN THOSE DOCUMENTS TITLED'GRANT OF EASEMENT-RECORDED NOVEMBER 9, 1998 AS INSTRUMENT NO. 9 8-4 8 764 2 AND -EASEMENT AGREEMENT (LIGHTING AND DRY UTILITIES)- RECORDED JULY 24. 1998 AS INSTRUMENT NO.98-307149 OF OFFICIAL RECORDS. PARCEL 5: AN EASEMENT AND RIGHT OF WAY TO CONSTRUCT, USE, MAINTAIN, REPAIR AND REPLACE LANDSCAPING, IRRIGATION SYSTEMS, AND PEDESTRIAN SIDEWALKS AS MORE FULLY DEFINED AND SET FORTH IN THAT DOCUMENT TITLED 'EASEMENT AGREEMENT (LANDSCAPING AND SIDEWALKS)- RECORDED JULY 24. 1998 AS INSTRUMENT NO.98-307150 OF OFFICIAL RECORDS. PARCEL& EASEMENTS FOR A PERMANENT ROAD FOR THE PURPOSE OF INGRESS AND EGRESS AND FOR PERMANENT LANDSCAPING AND ACCESS ALONG THE ROAD EASEMENT, AS SET FORTH IN THAT CERTAIN EASEMENT AGREEMENT DATED JULY 13, 1998. AND RECORDED JULY 24, 1998 AS INSTRUMENT NO.307148 OF OFFICIAL RECORDS. • PARCEL7: THAT CERTAIN PARCEL OF LAND SITUATED IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING PARCEL 14 OF PARCEL MAP NO. 28530-2 FILED IN BOOK 193, PAGES 11 THROUGH 14 OF PARCEL MAPS IN THE OFFICE OF THE RIVERSIDE COUNTY RECORDS. PARCELS: LEASEHOLD ESTATE CREATED BY GROUND LEASE FOR PROMENADE MALL EAST PARKING FACILITY PARCEL, DATED AS OF JULY 24.2007 AS EVIDENCED BY MEMORANDUM OF GROUND LEASE ENTERED INTO BY AND BETWEEN F.C. TEMECULA, INC., A CALIFORNIA CORPORATION, AS TENANT, AND THE TEMECULA TOWNE CENTER ASSOCIATES, LP, A CALIFORNIA LIMITED PARTNERSHIP, AS LANDLORD, DATED JULY 24. 2007 AND RECORDED ON AUGUST 10, 2009 AS INSTRUMENT NO. 2009-0415078 OF OFFICIAL RECORDS, DEMISING THE PREMISES AS MORE PARTICULARLY DESCRIBED AND SHOWN AS THE EAST PARKING PAD THERETO. EXCEPT THEREFROM ALL IMPROVEMENTS AND FIXTURES LOCATED ON THE PROPERTY AS SET FORTH AND DEFINED IN DEED RECORDED AUGUST 13, 2009 AS INSTRUMENT NO. 2009-0421953 OF OFFICIAL RECORDS. 81G28 CLTA Guarantee Form No.28(06-05-14) Page 6 Condition of Title Guarantee m CallforNa Land Title Association.All rights reserved. The use of this Form Is restricted to CLTA subscribers in good standing as 01 the date of use.All other uses are prohibited.Reprinted under • Ilcdnsd or o>tpraSs permission from the Ca4fomla Land Tide Association. • Order No. 0920466&920-CMM-CMB Policy No.CASFXFC-IMP-81G28.1-17.09204686 EXHIBIT A (Coril(nut6d) TOGETHER,WITH RIGHTS AS DESCRIBED IN SECTION 15.1 OF THAT CERTAIN UNRECORDED.GROUND SUBLEASEiFOR PROMENADE MALL-EAST PARKING FACILITY ENTERED INTO AS OF.'JULY 24. 2007, BY AND 'BETWEEN F: C. TEMECULA. INC,, A CALIFORNIk CORPORATION (AS -LANDLORD'), AND THE REDEVELOPMENT AGENCY OF TI-It CITY OF TEMECULA, A PUBLIC BODY, CORPORATE'AND POLITIC (AS-TENANT'). AP14: 110.420.0075,030.7.031-8,910-470-012.6 • 81G28 CLTA Guarantee Form No.28(06-05:14)Condition of Title Guarantee Page 7 ®Califemla Land Title Association.All rights msomd. The use of this Fonn Is restricted 10 CLTA subscribers In good standing as of the date of use.All other uses am prohibited.Reprinted under • IkOnse m osltoss pormhsion from the Cahfonla Land Title Association. - a EXHIBIT B (WQMP Exhibits) Exhibits shall Include:a)a BMP site layout that clearly depicts the location of each BMP;andb);leglble.eonstruction details of each BMP. Ensure all exhibits are 8.YX11'. Do not Include color exhibits. i • Page 6 ----- 7 _ LAZY DOG RESTAURANT EAST PARKING II 3 EXISTING GARAGE 4 CURB INLET I N' 01 z S � � - cn RING ROAD i I LSD "_50' WQMP NOTES Ot INSTALL CATCH BASIN WITH 2 GRATES PER PUBLIC WORKS 2012 STANDARD PLAN 304-3. 2O INSTALL CONTECH S70RMFILTER STEEL CATCH BASIN 18- CARTRIDGE OR APPROVED EQUIVALENT. 3O INSTALL CONTECH STORMFlLTER STEEL CURB INLET 18- CARTRIDGE OR APPROVED EQUIVALENT. 4O DRAINAGE INLET MARKER PER DETAIL ON SHEET 3 OF THESE �•. EXHIBITS. SCALE'1'=57 Mffm WOMP EXHIBITS-RING ROAD Kimley>»Horn PROMENADE MALL BUS STOP EXPANSION SHEET 1 OF 3 -- June 13.2015 • 6 5 4,Z� SD -SD S RING ROAD D —---------- ----- ir j, ji uj Z 7 w ir Lu z WOMP NOTES (D4-7'XI5'7' RETENTION VAULT (2.940 CF) PER OLDCASTLE STORMCAPTURE SC2-7FT CLAMSHELL OR ENGINEER APPROVED EQUAL (D BIORETENTION SWALE WITH PERVAVOID UNDERGROUND STORAGE. SCALE:1"m 30' wamp Kimley*Horn PROMENADE MALL BUS STOP EXPANSION SHEET 2 OF 3 Jmo 13.2016 WOMP NOTES MALL BUILDING Oi INSTALL CATCH BASIN WITH 2 ' GRATES PER PUBLIC WORKS .� . • �' -- 2012 STANDARD PLAN 304-3. OZ INSTALL CONTECH STORMFILTER STEEL CATCH BASIN 18' CARTRIDGE OR APPROVED # I EQUIVALENT. DRAINAGE INLET MARKER PER 12 / _' _ DETAIL. THIS SHEET. 4 MACrS i / �• , — ---I l ♦- BLUE LETTERING AND IMAGE ON YELLOW / BACKGROUND USNG MO DUMPING J •I .4 PERMANENT PAINT I WEST PARKING ' I _ GARAGE DRAINS To OCEAN ,I�•, ; DRAINAGE INLET MARKER ,' '�\ Ln NOT TO SCALE SCALE:1'-20' WOMP EXHIBITS-SHUTTLE STOP LOCATION Kimley»)Horn PROMENADE MALL BUS STOP EXPANSION PAGE 3 OF 3 June 13.2018 • • EX IBIT C (Oaeraflon and Maintenance Manual) Please refer to the attached example. It shows the necessary requirements for the OW Manual. • i i i i J� I I i -- — Pepe 7 --- --- f i '. Operation and Maintenance Plan for Permanent BMPs at Promenade Temecula Introduction The project is located near the East Parking Garage of Promenade Temecula at 40820 Winchester Rd, Temecula,CA 92591. The following storm water quality best management practices(BMP)are proposed for the project area: • Bioretention Swale within Curb islands • Permavoid underground storage under Bioretention swales • Catch Basin and Curb inlet Contech StormFilter Cartridge The project's grading and drainage plan shows the locations of the proposed BMPs,included in Appendix 2. • Responsibility for Maintenance a. General Promenade Temecula is the property owner and is also responsible for BMP maintenance;no access agreement or easement Is necessary to maintain the BMPs.Promenade Temecula will be solely responsible for the financing of operation and maintenance activities to maintain BMP functionality.The maintenance staff at Promenade Temecula will receive the O&M plan and will be trained to maintain the BMPs and report to the City. Contact Information: Jeff M.Kurtz,General Manager, Promenade Temecula 40820 Winchester Rd.Suite 2000, 0 ner Signature Temecula,CA 92591 Jeffrey M. Kurtz jeffkurtzPforestcity net (951)296-0970 • 1 b. Maintenance Actions and Frequency Maintenance actions are generally grouped into two categories:routine and intermittent I. Routine Maintenance Bioretention Swale: Routine inspections of bioretention Swale and cleanout structures for below ground storage areas(Permavoid)are expected to be done twice per year.During these inspections staff evaluate if there is significant accumulation of trash,debris,silt,or sediment that would need to be removed.Cleaning should occur on an as-needed basis, depending on the results of the Inspections.The inspection frequency may be adjusted based on experience at the site(e.g.,if inspectlons frequently rind debris that needs to be cleaned out,the inspection frequency can be increased). Underground Storage Vault: The Underground Storage Vault should be maintained twice per year to remove sediment and debris,and to prevent orifice from clogging. Catch Basin and Curb Inlet Contech StormFilterCartridge: The average maintenance lifecycle is approximately 1.5 years.At least one scheduled • inspection should take place per year.It is good practice to inspect the system after major storm events.See attached guidance document for Inspection and Maintenance of stormwo ter treatment device. Contact the Maintenance department of Con tech at 503-258-31 57for more information. Drainage Inlet Marker Drainage Inlet Markers must be repainted as needed,once marker is no longer legible. Permanent point must be used.Contact the Riverside County Flood Control and Water Conservation District of 951.955.1100 formore information. ii. Intermittent Maintenance Intermittent maintenance activities include more substantial maintenance that is not required as frequently as routine maintenance.The mulch and engineering soil layers should be replaced in the bioretention Swale to maintain treatment functionality. Depending on rainfall records,this should occur every 5-10 years. c. Maintenance Procedures i. During each maintenance visit,the maintenance crew will evaluate the bioretention Swale and the cleanout structures for the underground Permavoid units by Inspecting • 2 for maintenance Indicators in shown in Table 1.Maintenance crew will inspect the underground storage vault for maintenance indicators in Table 2. When a maintenance Indicator is observed,the action described in the"Maintenance Actions"column will be taken. Table 1 Type of Maintenance Ji Repair/re-seed/re-plant or re-establish vegetation peroriginal Poor vegetation establishment plans.Apply routine watering and controlled nutrient release to help establish vegetation. Mow or trim as appropriate,but not less than the design Overgrown vegetation height of the vegetation per original plans when applicable (e.g.a Vegetated Swale may require a minimum Vegetation height). Repalr/re-seed/re-plant eroded areas and adjust the irrigation Erosion due to concentrated Irrigation Row system. Install rock-slope-protection to control concentrated flows. Erosion due to concentrated storm water Repair/re-seed/re-plant eroded areas and make appropriate corrective measures such as adding erosion control blankets, • runoff adding stone at flow entry points,or re-grading where necessary. Accumulation of sediment,litter,or debris Remove and properly dispose of accumulated materials, without damage to the basin or cleanout structures. Underdrain Vactor sediments from Underdrain cleanouts Adjust irrigation system,remove any obstructions of debris or Standing water Invasive vegetation,loosen or replace topsoil to allow for better infiltration,or minor re-grading for proper drainage. Table 2 Maintenance actions Orifice Sweep Debris and sediments away from Orifice to prevent clogging. Retention Vault Remove all sediments from the base of Storage Vault • 3 C 4` NTECH° OPERATION AND • ENGINEERED SOLUTIONS MAINTENANCE CatchBasin StormFilter'" Important: These guidelines should be used as o part of your site stormwoler plan. Overview The CetchBosin StormFilter'" )CBSF)consists of a multi-chamber Once in the cartridge chamber, polluted water ponds end steel,concrete,or plastic catch basin unit that can contain up to percolates horizontally through the media in the filler cartridges. four StormFilter cartridges.The steel CBSF is offered both as a Treated water collects in the cartridge's center tube from where it standard and as a deep unit. is directed by an under drain manifold to the outlet pipe on the downstream side of the overflow weir and discharged. The CBSF is installed flush with the finished grade and is applicable for both constrained lot and retrofit applications. It When flows into the CBSF exceed the water quality design can also be filled with an inlet pipe for roof leaders or similar value,excess water spills over the overflow weir,bypassing the applications. cartridge bay, and discharges to the outlet pipe. The CBSF unit treats peak water quality design flows up to 0.13 Applications cis,coupled with an internal weir overflow capacity of 1.0 cis for The CBSF is particularly useful where small flows are being the standard unit, and 1.8 cfs for the deep steel and concrete treated or for sites that are flat and hove little available hydraulic units. Plastic units have on internal weir overflow capacity of 0.5 head to spare. The unit is ideal for applications in which • cis. standard catch basins are to be used. Both water quality and catchment issues can be resolved with the use of the CBSF. Design Operation The CBSF is installed as the primary receiver of runoff,similar Retro-Fit to o standard,grated catch basin. The steel and concrete CBSF The retrofit market has many possible applications for the CBSF. units hove an H-20 rated,traffic bearing lid that allows the filler The CBSF can be installed by replacing an existing catch basin to be installed in parking lots,and for all practical purposes, without having to"chose the grade,"thus reducing the high cost takes up no land area. Plastic units can be used in landscaped of re piping the storm system. areas and for other non-traffic-bearing applications. The CBSF consists of a sumped inlet chamber and a conridge chomber(s). Runoff enters the sumped inlet chamber either by sheet flow from a paved surface or from on inlet pipe discharging directly to the unit voull. The inlet chamber is equipped with an internal boffle,which traps debris and floating oil and grease, and an overflow weir.While in the inlet chamber, heavier solids ore allowed to settle into the deep sump,while lighlor solids and soluble pollutants are directed under the baffle and into the cartridge chamber through a port between the baffle and the overflow weir. • p Page 1 UfIBA�IGRCEN" `' www.ComechES.com/slormwoter 800.338.1122 0 7013 Comech Engineered Solutions C ►NTECH' OPERATION AND • ENGINEERED SOLUTIONS MAINTENANCE CatchBasin StormFilter'" Maintenance Guidelines Mosquito Abatement Maintenance procedures for typical catch basins can be applied In certain areas of the United States, mosquito abatement is to the ColchBosin StormFilter(CBSF).The filter cartridges contained in the CBSF are easily removed and replaced during desirable to reduce the incidence of vectors. maintenance activities according to the following guidelines. In BMPs wish standing water,which could provide mosquito 1. Establish a safe workingarea as per breeding habitat, certain abatement measures can be taken. p typical catch basin service activity. 1. Periodic observation of the standing water to determine if 2. Remove steel grale and diamond plate cover(weight 100 the facility is harboring mosquito larvae. lbs.each). 2. Regular catch bosin maintenance. 3. Turn canridge(s)counter-clockwise to disconnect from pipe 3. Use of larvicides containing Bacillus thuringiensis israclensis manifold. (BTI). BTI is a bacterium toxic to mosquito and black fly 4. Remove 4"center cap from cartridge and replace"lh larvae. libing cap. In some cases, the presence of petroleum hydrocarbons may 5. Remove cartridges)from catch bosin by hand or with voctor interrupt the mosquito growth cycle. truck boom. 6. Remove accumulated sediment via voctor truck(min. Using Larvicides in the CatchBosin Storm Filler clearance 13"x 24'). Larvicides should be used according to manufacturer's 7. Remove accumulated sediment from cartridge boy. (min. recommendations. • clearance 9.25'x I I'). Two widely available products are Mosquito Dunks and B. Rinse interior of both bays and voctor remaining water and Summit B.M. Briquets. For more information, visit http://www. sediment. summitchemical.com/mos_cirl/d efoult.him. 9. Install fresh cortridge(s)threading clockwise to pipe The larvicide must be in contact with the permanent pool.The manifold. larvicide should also be fastened to the CatchBosin StormFilter by string or wire to prevent displacement by high flows. A 10. Replace cover and grole. magnel can be used with a steel catch basin. 11. Return original cartridges to Contech for cleaning. For more informotion on mosquito abatement in stormwoler Media may be removed from the rifler cartridges using the BMPs, refer to the following: http://www.ucmrp.ucdovis.edu/ voctor truck before the cartridges are removed from the catch publicolions/monagingmosquitoesstormwater8125.pdf basin structure. Empty cartridges can be easily removed from the catch basin structure by hand. Empty cartridges should be reassembled and returned to Contech as appropriate. Materials required include a lifting cap,voctor truck and fresh filter cartridges. Contact Contech for specifications and availability of the lifting cap. The voctor truck must be equipped with a hose capable of reaching areas of restricted clearance. the owner may refresh spent cartridges. Refreshed cartridges are also available from Contech on an exchange basis. Contact the maintenance department of Contech at 503.258.3157 for more information. Maintenance is estimated of 26 minutes of site time. For units with more than one cartridge, add approximately 5 minutes for each additional cartridge.Add travel time as required. Po URBANGREEN `-'' Page ' www.ContachES.com/stormwater Lorm.omr Sa4Gon.ham Cemarh' .'✓ 800.338.1122 0 2013 Con+ech EnOincered Solutions ���. ° .� it 1'YI � '•. s rta - , • ea � + .T--1:.. �f •• �(..' � � ku(h a ter-.. . vv 1. � l ,f�j�ri���. y,�r / • •T.a �� "l`r� - TF r 1 - �.<i{t�fe r1' • Maintenance Guidelines In addition to these two activities,it is important to check The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for potential damage caused by high flows and fet high sediment accumulation that may be caused by localized erosion in the pollutants must be removed to restore the StormFilter to its full drainage area.It may be necessary to adjust the inspection/ etGciencyaM ellec;iveness. maintenance schedule depending on the actual operating conditions encountered by the system.In general,inspection Maintenance requirements and frequency are dependent on the activities can be conducted at any time,and maintenance should pollutant load characteristics of each site. Maintenance activities occur,if warranted,during dryer months in late summer to early may be required in the event of a chemical spill or due to fall. excessive sediment loading from site erosion or extreme storms.It is a good practice to inspect the system after major storm events. Maintenance Frequency The primary factor for determining frequency of maintenance for Maintenance Procedures the StormFilter is sediment loading. Although there are many effective maintenance options,we A properly functioning system will remove solids from water by believe the fellowing procedure to be effi6en:,us'ng common equipment and existing maintenance protocols.The following two-step procedure is recommended:: decrease as more and more particulates are trapped.Eventually 1.Inspection the flow though the cartrAges w.tl be low enough to require • Inspection of the vault interior to determine the need for replacement.It may be possible to extend the usable span of the maintenance. cartridges by removing sediment from upstream trapping devices on a routine as-needed basis.in order to prevent material from 2.Maintenance being resuspended and discharged to the StormFilter treatment • Cartridge replacement system. • Sediment removal The average maintenance lifecycle is approximately I-S years. Inspection and Maintenance Timing Site conditions greatly intluence maintenance requirements. At least one scheduled inspection should take place per year with StormFilter units located in areas with erosion or active • maintenance following as warranted. construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. First,an inspection should be done before the winter season. During the inspection the need for maintenance should be Regulatory requirements or a chemical spill can shift maintenance determined and,it disposal during maintenance will be required, timing as well.The maintenance frequency may be adjusted as samples of the accumulated sediments and media should be additional monitoring information becomes available during the obtained. inspection program.Areas that develop known problems should be inspected more frequently than areas that demonstrate no Second,if warranted,a maintenance(replacement of the filler problems,particularly after major storms.Ultimately,inspection cartridges and removal of accumulated sediments)should be and maintenance activities should be scheduled based on the performed during periods of dry weather. historic records and characteristics of an individual StormFilter system or site.It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs.. C 9 J �h 2 • '� Maintenance Decision Tree The need for maintenance is typically based on results of the inspection. The fo lowing W:ntenarec Decision Tree should be used as a general guide.(Other factors,such as Regulatory Requirements,mty reed to be considered) �>¢ •S ,�, a. If>4'of accumulated sediment maintenance is ✓J'+ '.� required. 2. Sediment loading on top of the cartridge. a. If>114'of accumulation,maintenance is required. 3. Submerged cartridges. dy; s a. It >4'of static water above cartridge bottom for more � •;, • than 24 hours after end of rain event.maintenance J-. ''• =� is required.(Catch basins have standing water in the b ;}•i�.f�?:.!±Ys;. cartridge bay.) Inspection Procedures 4 Plugged media The primary goal of an inspection is to assess the condition of a. If pore space between media granules is absent, the cartridges relative to the level of visual sediment loading as maintenance is required. it relates to decreased treatment capacity.It may be desirable to conduct this inspection during a storm to observe the relative S. Bypass condition. Row through the Biter cartridges.If the vhurerged cartridges a. If inspection is conducted during an average rainfall are severely plugged,then typically large amounts of sediments event and StormFilter remains in bypass condition will be present and very little Row will be discharged from the (water over the rmernal eut el baffle wall or submerged drainage pipes.If this is the case,then maintenance is warranted cartridges),maintenance is required. and the cartridges need to be replaced. 6. Hazardous material release. • Warning:In the case of a spill,the worker should abort inspection activities until the proper guidance is obtained. is reported,maintenance is required. Notify the local hazard control agency and Contec h Engineered Solutions immediately. 7. Pronounced scum line. To conduct an inspection: above top cap,maintenance is required. Important:Inspection should be performed by a person who is familiar srth the operation and configuration of the StormFilter treatment unit. 1. If applicable,set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. 2. Visually inspect the external condition of the unit and take l - notes concerning defects'problems. 3. Open the access portals to the vault and allow the system .� vent. 4. Without entering the vault visually inspect the inside of the unit,and note accumulations of liquids and solids. of the vault,in the forebay,and on top of the cartridges.If tow is occurring,note the fow of water per drainage pipe. Record all observations.Digital pictures are valuable for historical documentation. 6. Close and fasten the access portals. 7. Remove safety equipment. •,«, 8. If appropriate,make notes about the local drainage area - '•.rt. relative to ongoing construction,erosion problems.or high • loading of other materials to the system. 9. Discuss conditions that suggest maintenance and make decision as to weather or not maintenance is needed. 3 • Maintenance Depending on tine configuration of the particulat system, h maintenance personnel will be required to enter the vault to perform the maintenance. Important:If vault entry is required.OSHA rules for confined ; space entry must be followed. r Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter irlel pipe it base flows is occurring. Replacement cartridges can be delivered to the site or customers facility, Information concerning how to obtain the replacement cartridges is available from Contech Engineered Solutions. Warning:In the case of a spill,the maintenance personnel k. should abort maintenance activities until the proper guidance ?. v is obtained.Notify the local hazard control agency and Contedl Engineered Solutions immediately. ~ ,• r' To conduct cartridge replacement and sediment removal maintenance: �7C 1p 1. If applicable,set up safety equipment to protect maintenance personnel and pedestrians from site hazards. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems. ' 3. Open the doors(access portals)to the vault and allow the 1 system to vent. • 4. Without entering the vault,give the inside of the unit. Important:Care must be used to avoid damaging the including components•a general condition inspection. cartridges during removal and installation.The cost of 5. Make notes about the external and internal condition of repairing components damaged during maintenance will be the vault.Give particular attention to recording the level of the responsibility of the owner. sed meet buildup on the floor of the vauh,in the ferebay. C. Set the used cartridge aside or load onto the hauling and on top of the internal components. truck. cartridges(up to 150lbs.each)and set aside. D. Continue steps a through c until all cartridges have been 7. Remove used cartridges from the vault using one of the removed. following methods: Method 2, Method 1' A. This activity will require that maintenance personnel enter A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for the vault to remove the cartridges from the under drain manifold and place them under the vault opening for undo (removal). Disconnect each cote:ercic cartridge from the lifting(removaq. Disconnect each filter caraidge from the underdrain connector a rotating o edge, convenient nie 0l underdrain connector by rotating counterclockwise 1/4 of s turn. Roll the loose cartridge,on edge,to a convenient a turn. Roll the loose cartridge.on edge,to a convenient spot beneath the vault access. spot beneath the vault access. a. Unscrew the cartridge cap. Using appropriate hoisting equipment,attach a cable from the boom,crane,or tripod to the loose cartridge. Contact Comech Engineered Solutions for suggested D. At location under structure access,tip the cartridge on its attachment devices. side. B. Remove the used cartridges(up to 250lbs.ead)from the vault. empty cartridge. F. Set the empty,used cartridge aside or load onto the • hauling truck. G. Continue steps a through a until all cartridges have been removed. e • vault and from the(orebay.This can most effectively be Material DisposalThe accumulated sediment found in stormwater treatment accomplished by use of a vacuum truck. and conveyance systems must be handled and disposed of in 9. Once the sediments are removed,assess the condition of the accordance with regulatory protocols.It is possible for sediments vault and the condition of the connectors. to contain measurable concentrations of heavy metals and 10.Using the vacuum truck boom.crane,or tripod,lower and organic chemicals(such as pesticides and petroleum products). install the new cartridges.Once again,take care not to Areas with the greatest potential for high pollutant loading damage connections, include industrial areas and heavily traveled roads. 11.Close and fasten the door. Sediments and water must be disposed of in accordance with 12.Remove safety equipment. all applicable waste disposal regulations.When scheduling 13.Finally,dispose of the accumulated materials in accordance maintenance,consideration must be made for the disposal of with applicable regulations.Make arrangements to return the solid and liquid wastes.This typically requires coordination with used emgjy cartridges to Contech Engineered Solutions. a local landfill for solid waste disposal.For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility,local waste water treatment plant or on-site treatment and discharge. Related Maintenance Activities - _ Performed on an as-needed basis,., StormFilter units are often just one of many structures in a more comprehensive stormwater drainage and treatment system. In order for maintenance of the StofmFilter to be successful,it is imperative that all other components be properly maintained. The maintenancerrepair of upstream lacilities should be carried out prior to StormFilter maintenance activities. • In addition to considering upstream facilities,it is also important r_;p to correct any problems identified in the drainage area.Drainage area concerns may include:erosion problems,heavy oil loading, and discharges of inappropriate materials. .1 5 i • Inspection Report Date: Personnel: Location: System Size: System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole ❑ Other ❑ Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) ❑ Trash and Debris Removal: ❑ Minor Structural Repairs: ❑ Drainage Area Report Excessive Oil Loading: Yes ❑ No ❑ Source: Sediment Accumulation on Pavement: Yes ❑ No ❑ Source: Erosion of Landscaped Areas: Yes ❑ No ❑ Source: Items Needing Further Work: • Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. • • StormFilter Maintenance Report Date: Personnel: Location: System Size: System Type: Vault❑ Cast-In-Place ❑ Linear Catch Basin❑ Manhole❑ Other ❑ List Safety Procedures and Equipment Used: System Observations Months in Service: Oil in Forebay(if present): Yes ❑ No ❑ Sediment Depth in Forebay(if present): Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil Loading: Yes ❑ No ❑ Source: Sediment Accumulation on Pavement: Yes ❑ No ❑ Source: • Erosion of landscaped Areas: Yes ❑ No ❑ Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes ❑ No ❑ Details: Replace Cartridges: Yes ❑ No ❑ Details: Sediment Removed: Yes ❑ No ❑ Details: Quantity of Sediment Removed(estimale?): Minor Structural Repairs: Yes ❑ No ❑ Details: Residuals(debris,sediment)Disposal Methods: Notes: • Water Quality Management Plan(WQMP) PM No. (910.420-007), (910-020-027),,(910.420-031) O&M Responsible Responsible Structural Surface Annual Treatment Area or Capital .O M Costs Start-Up Frequency Funding punding arty for Dates BMPs. Volume ($) monthly/ Instarllalon Long-Term uarfed . O&M Bioretention 1,149 Twice ,Swale . SF $80,000 $500 annually.and Underground 2,940 000$50, $500 after each Story a Vault CIF - storm event: Prior to Catch Basin Applicant licant Owner and Curti Occupancy Once annually Intel Contech Each $8;000 $500 and after each StormFilter stonmevent. Cbddd e' • Water Quality Management Plan(WQMP) Promenade Mall Bus Stop Expansion Appendix 10: Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information • • -43- IS 3.5 Bioretention Facility Type of BMP LID Bloretention Treatment Mechanisms Infiltration, Evapotranspiration,Evaporation, Biofiltration Maximum Drainage Area This BMP is intended to be integrated into a project's landscaped area in a distributed manner.Typically,contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 10 acres. Other Names Rain Garden,Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention Description Bioretention Facilities are shallow, vegetated basins underlain by an engineered soil media. Healthy plant and biological activity in the root zone maintain and renew the macro-pore space in the soil and maximize plant uptake of pollutants and runoff. This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge (retaining water) and a highly effective and self-maintaining biofilter. In most cases, the bottom of a Bioretention Facility is unlined, which also provides an opportunity for infiltration to the extent the underlying onsite soil can accommodate. When the infiltration rate of the underlying soil is exceeded, fully biotreated flows are discharged via • underdrains. Bioretention Facilities therefore will inherently achieve the maximum feasible level of infiltration and evapotranspiration and achieve the minimum feasible (but highly biotreated) discharge to the storm drain system. Siting Considerations These facilities work best when they are designed in a relatively level area. Unlike other BMPs, Bioretention Facilities can be used in smaller landscaped spaces on the site, such as: ✓ Parking islands ✓ Medians ✓ Site entrances Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Bioretention Facilities. This can be accomplished by: • Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas • Grading the site to direct runoff from those impervious surfaces into the Bioretention Facility, rather than away from the landscaping • Sizing and designing the depressed landscaped area as a Bioretention Facility as described in this Fact Sheet • Riverside County-Low Impact Developmen!BMP Design Handbook rev.212012 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'LUMMUM TOP WIDTH 2' VARIES =' (DEPTH%SIDE SLOPE) 62'MMMUM IDEPTH%SIDE SLOPE) CALTRANS D73 TYPE G-1 OR FUNCTIONAL EOUIVALEHT DROP INLET SLOTTED CURB PONDING DEPTH PARKING OR DRIVE AISLE(TY% GRAVEL PAD6-MNOMUM PARKING OR DRIVE AISLE(TYP) 1 . 18'-36' VEGETATION ENGINEERED AND 2.3'MULCH LAYER SOIL MEDIA I L MMMW N . RETAINING WALL TYPE IA PCR PERFORATED PIPE TIE SUBDRAIN INTO INIET `• CALTRALFS STANDARD 83.3 OR ENGINEERED ALTERNATIVE BASED L ON GEOTECHLRCAL 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 MORETENTION FACILITY BMP FACT SHEET • Engineered Soil Media Requirements The engineered soil media shall be comprised of 85 percent mineral component and 15 percent organic component, by volume, drum mixed prior to placement. The mineral component shall be a Class A sandy loam topsoil that meets the range specified in Table 1 below. The organic component shall be nitrogen stabilized compost', such that nitrogen does not leach from the media. Table 1: Mineral Component Range Requirements 70-80 — - --- 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 Sneed 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 Vannv water surface level. • For more information on compost,visit the US Composting Council website at: htt :/p /compostingcouncii.org Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 3 BIORETENTION FACILITY BMP FACT SHEET • F 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 n 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 r. Slope Spacing 1% 2% 3% 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 B3-3 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 W HEETSTOP(AS NEEDED) PONDING DEPTH W HERSTOP(AS NEEDED) 6"MAXIMUM PARKING(TYP PARKING(TYP) I h7ATURE VEGE.FATION ENGINEERED AND 2-3"MULCH LAYER SOILMEDIA 77 p RETAINING YIALLTYPE 1A PER 6"PERFORATED PIPE TIESUBDRAIN CALTRANS STANDARD B3-3 OR INTO INLET ENGINEERED ALTERNATIVE BASED ON GEOTECHNI CAL PARAMETERS • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 5 MORETENTION 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 VBMP or in the event of facility or subdrain clogging. Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 4. The inlet to the overflow structure shall be elevated inside the Bioretention Facility to be flush with the ponding surface for the design capture volume (VBMP) as shown in Figure 4. This will allow the design capture volume to be fully treated by the Bioretention Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Bioretention Facility, as shown in Figure 6. • Riverside County-Low Impact Development BMP Design Handbook rev.1/1011 Page 6 BIORETENTION FACILITY BNIP FACT SHEET • Underdrain Gravel and Pipes An underdrain gravel layer and pipes shall be provided in accordance with Appendix B— Underdrains. s 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. Ongoing • Remove trash and debris • Replace damaged grass and/or plants • Replace surface mulch layer as needed to maintain a 2-3 inch soil cover. After storm events • Inspect areas for ponding Annually • Inspect/clean inlets and outlets • Riverside County-Low Impact Development BMP Design Handbook rev.212012 Page 7 Bioretention Facility Design Procedure • 1) Enter the area tributary, AT, to the Bioretention Facility. 2) Enter the Design Volume, 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'. • SIT id, WT-8dP 4dp a 1 1/ d° ds ',•Engineered soil media vAth 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: ds(ft) = (0.3 x ds(ft) + 0.4 x 1(ft)) — (0.7 (ft2) + 0.5(ft) Riverside County-Low Import Development BAIP 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: dB(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: dB(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. ftZ) = VBMP(ft3) AM( dB (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-Law Impact Development BAIP 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 (CASQA), 2004. Contra Costa Clean Water Program. Stormwater Quality Requirements for Development Applications. 3rd Edition. Contra Costa, 2006. County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009. Kim, Hunho, Eric A. Seagren and Allen P. Davis. "Engineered Bioretention for Removal of Nitrate from Stormwater Runoff." Water Environment Research 75.4 (2003): 355-36& LA Team Effort. LA Team Effort: FREE Planter Boxes for Businesses. 2 November 2009. May 2010<http://lateameffort.blogspot.com/2009/11/free-planter-boxes-for-businesses-est.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 BMP Design Handbook rev.212012 Page 10 Bioretention Facility - Design Procedure BMP ID Legend: Required EntriesCalculated Cells ompany Name: Date: Designed by: County/City Case No.: Design Volume Enter the area tributary to this feature Aj= acres Enter VBMP determined from Section 2.1 of this Handbook VBMP ft3 Type of Bioretention Facility Design Q Side slopes required(parallel to parking spaces or adjacent to walkways) 0 No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds= ft Top Width of Bioretention Facility,excluding curb WT= ft Total Effective Depth, dE dE=(0.3)x ds + (0.4)x 1 -(0.74T) +0.5 dE_®ft Minimum Surface Area, A. 3 _ VBMP Oft ) Am= ftL AM(ftZ) dE(ft) Proposed Surface Area A= ft, Bioretention Facility Properties Side Slopes in Bioretention Facility z= :l Diameter of Underdrain inches Longitudinal Slope of Site (3%maximum) % 6" Check Dam Spacing SUM feet Describe Vegetation: Notes: Riverside County Best Management Practice Design Handbook JUNE 2010 t . ti �' •aI._ a , l � �� , _ � - •; : yP., SIP �a O • I I h I Stormwater Filtration C: Highly Effective Pollutant Removal Se le ctitn the vi ht stovrvfater solufioh 9 9 Stormwater quality standards are becoming increasingly complex, pst got e 0.SIW... r�r especially with the advent of total maximum daily load (TMDL) requirements. Meeting pollutant reduction goals typically It's simple to choose the right low impact �1, requires a technology that is highly effective at removing solids development (LID) solution to achieve your runoff and associated pollutants from stormwater. In some cases,the reduction goals with the Contech UrbonGreen' technology must also be capable of removing dissolved pollutants Staircase. First,select the runoff reduction •J such as metals and phosphorus. Using a variety of media,filtration practices that are most appropriate for your site, systems can meet that need. paying particular attention to pretreatment needs. For almost two decades the Stormwater Management StormFilter'- If the entire design storm cannot be retained,select a treatment has helped you meet the most stringent stormwater requirements. best management practice (BMP) for the balance. Finally,select a The system has been continually tested and refined to ensure detention system to address any outstanding downstream erosion. maximum reliability and performance. Learn more about filtration at www.ContechEs.com/stomnfilter Surface Infiltration/ Bioretention Subsurface Infiltration ® MO j • Rainwater Harvesting O < ® r Biofihratian � r Filtration Hydrodynamic Separation The Stormwater Management StormFilter helps you meet the most stringent stormwater requirements :•:•:• 2 Learn more at www.ContechES.com/stormfilter Choosing the Right System The Fundamentals of Filtration • The performance and longevity of media filtration systems is governed by a number of variables that must be carefully considered when evaluating systems,including media type,media gradation,hydraulic loading rate. Understanding these variables requires careful testing and development of performance and longevity data to support proper filter design. Media Surface Area Performance: Laboratory Testing Filtration flow rates are typically expressed as a surface area specific operating rate such as gallons per minute per square foot Laboratory testing provides a means to generate hydraulic and (gpm/R')of surface area. Lower specific operating rates translate basic performance data, but should be complimented with long- to better performance and longer maintenance cycles. Specific term field data. Laboratory performance trials should be executed operating rates higher than 2 gpm/h2 of media surface area with a fine sediment gradation such as Sil-Co-Sil 106 which has a negatively impact performance and longevity. median particle size of 22 microns.Testing with coarser gradations is not likely to be representative of field conditions. Surface vs. Radial Cartridge Filtration Performance: Field Testing When assessing filtration systems,it is important to consider whether filtration occurs primarily at the media surface or Long-term field evaluations should be conducted on all filtration throughout a bed of media like in radial-cartridge filters. All else devices. Field studies should comply with the Technology equal,radial-cartridge filters are longer lasting, since pollutants Acceptance Reciprocity Partnership (TARP), Environmental ore captured and stored throughout the bed, as opposed to Technology Verification(ETV)or the Technology Assessment predominantly on the media surface. Radial cartridge filters Protocol—Ecology(TAPE) protocols.Testing should be overseen by capture more moss of pollutants per unit area of filter surface. a reputable third-party to be considered valid. • Surface filters,such as membranes,are prone to rapid failure Longevity due to clogging,as pollutants occlude the media surface which requires frequent backwashing. It is essential that loading trials be conducted to evaluate the longevity of a media filter.These trials must be executed with Media Hydraulic Conductivity and Flow Control "real"stormwoter solids and not silica particles. Reliance on silica Filtration media is able to pass more flow per unit of media when particles to assess longevity grossly overstates the loading capacity it is new versus when it has been in operation for a while-With of the media and the results of such trials should not be relied time, pollutants accumulate in the media bed and reduce its on. Knowing how much mass a media filter can capture before hydraulic capacity. It is critical that filtration devices ore designed failure allows it to be sized for a desired maintenance interval by with excess hydraulic capacity to account for this loss.Also,finer estimating the pollutant load that will be delivered to the filter. media gradations remove finer particles, but have lower hydraulic capacity and occlude more rapidly. High performance and superior longevity can be achieved by controlling the flow through a more coarse media bed. 1 I • I P Learn more at www.ContechES.com/stormfilter 3 •The Stormwater Management Storrnhlter- V A best management practice(BMP) designed to meet stringent regulatory requirements;the Stormwater Management StormFilter removes the most challenging target pollutants-including fine solids, soluble heavy metals,oil,and total nutrients-using o variety of media. For more than two decades,StormFilter has helped clients meet their regulatory needs and through product enhancements the design continues to be refined for ease of use. AM LOCK W WITH CHECK VALVE \ Uf11N6 fAa Here's Why StormFilter is the Best Filter FLOAT VALVE Available: Superior Hydraulics FIVER MEDIA OUTER MESH • External bypass-Protects treatment chamber from high flows and ensures captured pollutants are not lost during low ' HOOD frequency,high intensity storm events CENTER TUBE i • Multiple cartridge heights—Minimize head loss to fit within scmismNc REcuusTOR the hydraulic grade line and shrink system size,reducing - � install costs UNFILTERED WATER _ • Over 30 StormFilter configurations in use across the country \ \\ UNFILTERED WATER Reliable Longevity FILTERED WATER UNDER D7.AIN • Unique surface-cleaning mechanism-Prevents surface MANRo n •• blinding,ensures use of all media,and prolongs cartridge life One to two-year maintenance cycles-Fewer maintenance FILTERED WATER events compared to similar products reduces costs over the lifetime of the system • 15-years of maintenance experience—Predictable long-term ' UNDER-DN MANIFOLD VAULT FLOOR w performance comes standard CAST INTO VAULT FLOOR Proven Performance • Only proven filter on the market- Performance verified by the WA Ecology and NJ DEP,and system approved for use with ' a numerous local agencies . - Qualifies for LEED°Sustainable Site Credit 6.2-Stormwater Quality Control • Achieve water quality goals with confidence-Easy approval speeds permitting Underground System Maximizes Land Use and • 81h Generation Product-Design refined and perfected over two decades of research and • 1r® Development Profitability experience FY Save land space,allow denser development and • Full-scale testing of more than 10 sites around j d_ reduce sprawl the United States I; Add parking, increase building size,develop outporcels by eliminating aboveground systems • Compact design reduces construction and installation costs by limiting excavation • 4 Learn more at ww+.ContechES.COM/stormfilter Patented Siphon-Actuated Filtration During a storm, runoff passes through the filtration media and starts filling the cartridge center tube.Air below the hood is purged - through a one-way check valve as the water rises. When water reaches the top of the float, buoyant forces pull the float free and allow filtered water to drain. After the storm,the water level in the structure starts falling.A hanging water column remains under the cartridge hood until the water level reaches the scrubbing regulators at the bottom of the hood. Air then rushes through the regulators releasing water and creating air bubbles that agitate the surface of the filter media,causing accumulated sediment to drop to the vault floor. + This patented surface-cleaning mechanism helps restore the filter's permeability between storm events. See the Stormfilter in action at vvwvv.ContechES.com/stormfilter Unique surface-cleaning mechanism prevents surface blinding, ensures use of all media, and prolongs cartridge life For even more information,check out the StormFilter Animation available at www.conte(hes.com/videos • Learn more at www.ContechES.com/stormfilter 5 •Configurations and Applications _r The StormFilter technology can be configured to meet your unique site requirements. Here are a few of the most common configurations, however many other configurations are available. Please contact your Contech Project Consultant to evaluate the best options for your site or find out more in the StormFilter Configuration Guide available on www.ContechES.com/stormfifer. Upstream Treatment Configurations The following suite of StormFilter configurations ore easily incorporated on sites where LID site design is + recommended. These low-cost, low-drop, point-of-entry ,� u systems also work well when you have a compact drainage area. CatchBasin StormFilter a Combines a catch basin,a high flow bypass device, and a StormFilter cartridge in one shallow structure • Treats sheet flow • Uses drop from the inlet grate to the conveyance pipe to drive the passive filtration cartridge • No confined space required for maintenance Curb Inlet • Accommodates curb inlet openings from 3 to 10 feet long f _ - Uses drop from the curb inlet to the conveyance pipe to drive the passive filtration cartridges .ar Linear Grate • Can be designed to meet volume based sizing requirements • Can be installed in place of and similar to a typical catch basin • No confined space entry required for maintenance • Accommodates up to 29 StormFilter cartridges a I Infiltration/Retrofit Configuration Infiltration • Provides treatment and infiltration in one structure • Available for new construction and retrofit applications • Easy installation Lr,l��yy g 6 Learn more at www.ContechES.com/stormfilter Roof Runoff Treatment Configuration P .. Downspout • Easily integrated into existing gutter systems to treat °1=°/ + • pollution from rooftop runoff �l n • Fits most downspout configurations and sizes;single or dual-cartridge models available rn • Treats up to 14,000 square feet of rooftop area per dual-cartridge system Downstream Treatment Configurations Conventional stormwater treatment involves collecting,conveying and treating stormwater runoff with an end of pipe treatment system before discharging off-site.StormFilter configurations suitable for these applications are listed below and can be engineered to treat a wide range of flows. Vault/Manhole • Treats small to medium sized sites • Simple installation-arrives on-site fully assembled • May require off-line bypass structure _ High Flow • Treats flows from large sites g3 • Consists of large, precast components designed for easy assembly 4 on-site _ • • Several configurations available, including:CON/SPANO,Panel Vault, Box Culvert,or Cast-In-Place Volume • Meets volume-based stormwater treatment regulations • Captures and treats specific water quality volume(WQv) • Provides treatment and controls the discharge rate • Can be designed to capture all,or a portion,of the WQv Peak Diversion • Provides off-line bypass and treatment in one structure • Eliminates material and installation cost of additional structures to bypass peak flows • Reduces the overall footprint of the treatment system,avoiding utility and right-of-way conflicts • Internal weir allows high peak flows with low hydraulic head losses • Accommodates large inlet and outlet pipes (up to 36")for high flow $ applications S3 • Learn more at www.ContechES.com/stormfilter 7 ,111111111111116 Media Options Our filtration products can be customized using different filter media to target site-specific pollutants.A combination of media is often recommended to maximize pollutant removal effectiveness. PhosphoSorb® is a lightweight media built from a Perlite-base that s & removes total phosphorus(TP)by adsorbing dissolved-P and filtering particulate-Psimultaneously. A Perlite is naturally occurring puffed volcanic ash. Effective for Sediments removing TSS,oil and grease. Oil and CSF' Leaf Media and MetalRx' are created from deciduous leaves Grease processed into granular, organic media. CSF is most effective for Soluble removing soluble metals,TSS, oil and grease,and buffering acid Metals rain. MetalRx,a finer gradation,is used for higher levels of metal Organics removal. Nutrients OP Zeolite is a naturally occurring mineral used to remove soluble Total metals, ammonium and some organics. Phosphorus ® GAC (Granular Activated Carbon) has a micro-porous structure with Note: Indicated media are most effective for an extensive surface area to provide high levels of adsorption. It is associated pollutant We. Other media may treat primarily used to remove oil and grease and organics such as PAHs pollutants,but to o lesser degree. and phthalates. ZPG'" media, a proprietary blend of zeolite, perlite,and GAC, is also available and provides on • alternolive where leaf media cannot be used. Focus on Phosphorous Dissolved Pho phorus 0 O Stormwater runoff with elevated phosphorus concentration can significantly ODo impair water quality. More stringent stormweter regulations calling for higher O levels of phosphorus removal are currently being implemented. To meet O these requirements, more than just the physical separation of particulate P is 0 needed.That's where the PhosphoSorb media can help. A cost-effective, lightweight,adsorptive filtration media, PhosphoSorb offers C` the effective adsorption capacity of dissolved phosphorus and retention capacity of particulate phosphorus. Initial field results suggest removal of greater than 65%of the total phosphorus load can be expected when influent concentrations exceed 0.1 mg/I,and the media can remain in Q operation for more than 1 year without requiring maintenance due to media occlusion. O • e Learn more at www.ContechES.com/stormfilter Cartridge Options With multiple cartridge heights available, you have a choice when fitting a Storm Filter system onto your site. The 27"cartridge provides 50%more treatment per square foot of system than the 18"cartridge. So,you are meeting the some treatment standards with fewer cartridges,which means a smaller system. If you are limited by hydraulic constraints,choose our low drop cartridge,which provide filtration treatment with only 1.8 feet of headloss. Small Low Drop Footprint V d y � O m a O U L O 27" 18" 12" I _ �+ Cartridge Hydraulic Treatment ■ ■ CType Drop Capacity (gpm) - �C 1 gpm/fr2 2 gpm/ft2 footprint/system size • O Stomfilter27" 3.05feet 11.25 22.5 V— StovoFilter 18" 2.3 feet. 7.5 15 tv M Stomfilter Low Drop 1.8 feet 5 10 MF522" 2.3feet 9 ,$ Multiple cartridge v MF512" 1.4feet 5 ,D heights are available to meet your hydraulics needs •::• StormFilfer Accessories Drain-Down Sorbent Hood Cover • Provides complete dewatering Absorbs free surface oil and grease on of the Storm Filter vault by contact gradually removing residual Will not release captured oil,even when water in the sump after the saturated storm event Made from recycled synthetic fiber • Aids in vector control by eliminating mosquito-breeding habitat Cartridge Lifting Hook • Eliminates putrefaction and leaching of collected pollutants Specially designed to help you easily lift • • Lowers maintenance cost by reducing decanting and cartridges during maintenance disposal volume Learn more at www.ContechES.com/stormfilter 9 Maintenance Longevity is a function of applying existing filtration physics to the maximum extent possible in order to decrease maintenance frequency without sacrificing performance. Maintenance is an integral part of ensuring long term effectiveness of a filter system.The quality of treatment can only be guaranteed by a well maintained structure,whether it is proprietary or nonproprietary.The notion that some BMPs, including low impact development(LID) structures, have no maintenance cost burden is a misconception. Longer Maintenance Intervals Reduce Life Cycle Costs Maintenance intervals con be o large unseen cost for developers and owners. Including a maintenance interval in the product Maintenance Required If: specification will ensure that no one is surprised with high long term costs. The Stormwater Management StormFilter can be designed with }} up to a 2 year maintenance interval, proven by over a decade of .,'r Greater than 4" of installations,which can greatly reduce costs. Our filter cartridges sediment is on the are made with 60%of recyclable material. structure floor Ease of Maintenance Matters The StormFilter has been optimized over time to make `— maintenance easy. Cartridges feature a 1/4 turn connector,so they can be quickly removed and installed. A removable hood �allows for effortless access to spent media,especially compared - '`o Great7onthe o sealed systems that require cutting the cartridge hood. Finally, sedimof all StormFilter structures can be accessed without restriction for the ca inspection,media replacement, and washing of structure. - Experience Counts Contech has over 120,000 StormFilter cartridges in use throughout the country. We have a plant dedicated to the production of filtration cartridges based in Portland,OR,that supports maintenance events with exchange of full cartridge and Greater than 4"of maintenance contracts.All cartridge components go through a standing water in vault QA/QC review at the refilling point to ensure that the correct for more than 24 hours media gradation is supplied and that it is packed properly which after a storm provides reliable operation and performance. ' Not All Stormwater Filtration Systems are the Some When you choose the Stormwater Management StormFilter,you ore choosing the industry leading technology. Our experienced design engineers can help you design the system that will work for your site and your budget. Annual StormFilter vault inspection is recommended • and it doesn't require confined space enty •:•�.:• 10 Learn more at www.ContechES.com/stormfilter r, Spent filter media can be dumped directly onto the structure floor,so the emptied s` lightweight cartridges can be easily removed,thus eliminating the need for handling heavy units. Pollutants must be removed to restore the StormFilter to its full efficiency and effectiveness. -- — - - - Q I � r I I Easy to access treatment system can make a difference in maintenance expenses. „r _ The quality of treatment can only be guaranteed by a well maintained structure StormFilter structures can be accessed without confined space for inspection. Learn more at www.ContechES.com/stormfilter n • s, LEARN MORE „'. Access project profiles, photos, videos and more online at %. 1��1 www.ContechES.com/stormfilter . c A cAl/ CONNECT WITH US • Call us at 800-338-1 122 • Contact your local rep at www.ContechES.com/localresources START A PROJECT • Submit your system requirements on our product Design Worksheet VVWW.ContechES.com/start-a-project USE OUR ONLINE TOOLS • Low Impact Development Site Planner www.ContechES.com/LiDsiteplanner Ca�oNTECH COMPLETE SITE SOLUTIONS GINEERED SOLUTIONS TREATMENT SOLUTIONS PIPE SOLUTIONS STRUCTURES SOLUTIONS Helping to satisfy storm voler Meefing project needs for durability, Providing innovative options and management requirements hydraulics,corrosion resistance, suppod for crossings,culverts, j on land development projects and stiffness and bridges I Aormwoter Treatment Corrugated Metal Pipe(CARP) Plate,Precast&Truss bridges Detention/Infiltration Steel Reinforced Polyethylene(SRPE) Hard Armor • Rainwater Harvesting High Density Polyethylene(HDPE) Retaining Walls • Biofiltration/Bioretenlion Polyvinyl Chloride(PVC) Tunnel Liner Plate C11, ` ENGINEERED SOLUTIONS 02017 Conlechi Engineered Solutions LLC,o QUIKRETE Compare 800-338-1122 vevw.ContechEScom All R.,N,Reserved.lrinted in the USA. Contech En ineered Solutions LLC provides site solutions for the civil en ineerin dust Corti rtfollo NOTHING IN THIS CATALOG SHOULD BE CONSTRUED M A WARRANTY 9 o 9�^ ff M A ART THEIR C SAN A%STEa HEREIN D DECISIONS, AND LME NEITHER 0.EAaE0.6 i«ludes Vida^•,d.Mnags, scnil«I'sewer,el or coil and,338 sesbil'rzoro,.p.cdecls.F«inl«maeon on.,her MARE LHEIR ONO EWAIWTIONS AND DE ABILITY F AND ARE NEITHER Contech division offerings,AAsiI ContechES.com or m11800.338.1122 GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION, The prcduc ilsl described may be protected by one or more of the felloairg US potems: 5,707 527;5,788848; CONTECH JvMES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED, •5.985,157;6,027,639;6,350.374;6,406,218;6.641,720; 6,511,595;6,649,048;6,991,114;6,998:038: RELATEDTOTHEAPPLIUTIONS,MATERIALS,COATINGS.ORFRD OCJS 7,186,058;7.296,692;7,297,266 mlaled foreign petech,or other pptenh pending. DISCUSSED HEREIN"ALL IMPLIED WARRANTIES OF MERCHANTAMUIY AND ALL IMPLIED WARRANTIES OF FITNESS FOR My PARTICULAR PURPOSE The Slormwoler Mo nogereer,Stormfiltep MFS and COS ore lrade^wda,regtpered hademor4s,or licensed vodem«ks ARE DISCLAIMED BY CONTECH_SEE COMECH'S CONDITIONS OF SALE of Contech Engne«ed Solutions U.C. LEED is a registered Trademark of the U.S.Goren Buildig Council. (AVAILABLE AT V ..CONTECHES.COM/COS)FOR MORE INFORMATION. Go Social with List (a © SI«mFlRer Broohme MC 2M 6/16 g{ {!• ➢ 7 FRONTFACE •` )li�pIya I p➢�.�b6f OF CURB E��F'�➢! $1i1'g CONCRETE CURB, GU 2'x6'BOX TUBE TTER,&LOCAL y 61s�° ey' t Y6 FLAT LID IBC �D DEPRESSION AT INLET BY Hditi t1o➢si I CONTRACTOR LIFTING EYE jS�Ip t f St 6 j¢ 111� ➢ GUTTER RIM ELEV.XXX' (TYP.OF 4) Ef�=1ii� ELEV.XXX' To FLOW AH �t-�; ➢i- e1� m c 4W�9 STORMFILTER 5 n PERMANENT CARTRIDGE = POOL ELEVATION 33 i 6'X 4 3/4'TRANSFER FLOW - � Y OPENING WITH 1 e DOWN-TURNED ELBOW CARTRIDGE OXX'OUTLET STUB 4 SUPPORT _ o FLOW KIT INV.ELEV.XXX (TYP.OF 2) I p 6'X 4 3/4'TRANSFER 1 0 OPENING WITH CATCH BASIN FOOTa C C DOWN-TURNED ELBOW 2'-0' 02'OUTLET PIPE (TYP,OF 4) IN FROM FLOWKR 2'•4' 2'-0' (DRYYIIN EDT SUUMP) y-0 PERMANENT POOL 4dY� LOUTSIDE ELEVATION SECTION A-A SECTION C-C SECTION D-D 18'CARTRIDGES,DEEP SYSTEM,DRY INLET SUMP o FLOATABLES BAFFLE c WEIR WALL Z A A < MATERIAL LIST-PROVIDED BY CONTECH SITE DESIGN DATA = !> Z L COUNT DESCRIPTION INSTALLED BY WATER QUALITY XXX CFS W Q Q 1 18-,15 GPM.XXX CARTRIDGE(BLK) CONTECH FLOW PEAK FLOW ¢ W2 Q ~ 1 FLOW KIT CONTECH RATE XXX CFS V Z V Q L J In RETURN PERIOD XXX YRS W X f- O CURB INLET I _� FRONT FACE 1 NON-POWDER COATED STEEL CATCH BASIN CONTECH OF PEAK FLOW w w w CHANNEL F-� OF CURB FILTER MEDIA TYPE X%X J O W Q u 2 28'x 28'ACCESS COVER,P325.OW318 CONTRACTOR (, Z W CONCRETE CURB,GUTTER, m d H OUTLET STUB 8 LOCAL DEPRESSION AT 0 INLET BY CONTRACTOR PERFORMANCE SPECIFICATION d 2 FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING. RADIAL MEDIA PLAN VIEW DEPTH SHALL BE 74NCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 37 SECONDS. V SPECIFIC FLOW RATE SHALL BE 2 GPM/SF(MAXIMUM). SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW(GPM)DIVIDED BY THE Q S MEDIA SURFACE CONTACT AREA(SF). MEDIA VOLUMETRIC FLOW RATE SHALL BE 8 GPM/CF OF MEDIA(MAXIMUM). () 0 GENERAL NOTES e- 1. CONTECH 70 PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. Y R 2 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. $ g 3. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN yy o F 1 THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 0 Z El j 1'.4. STEEL STRUCTURE 70 BE MANUFACTURED OF 1!4 INCH STEEL PLATE. CASTINGS SHALL MEET AASNTO H520 LOAD RATING. FOR G - __--- HS20 LOAD RATING ON STRUCTURE,CONCRETE COLLAR IS REQUIRED AND TO BE PROVIDED BY CONTRACTOR. F I a INSTALLATION NOTES cF 1y S EEiJ A. ANY SUB-BASE.ANDIOR BACKFILL DEPTH ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER 0 OF RECORD. w dinp.p B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER 41hI� 11 STRUCTURE.C. CONTRACTOR TO SET BOTTOM OF STRUCTURE AT LEVEL. 1.9 -� •: n �8.1 D. CATC BA IN STORMFILTER EQUIPPED WITH 4 NCH(APPROXIMATE)LONG STUBS FOR INLET(IF APPLICABLE)AND OUTLET PIPING. W a E. STANDARD OUTLET STUB ISO INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS IS INCHES IN DIAMETER. CONNECTION TO n COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR.CONTRACTOR TO TAKE APPROPRIATE MEASURES 70 PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. F. FOR H2O LOAD RATING,CONTRACTOR TO PROVIDE CONCRETE COLLAR AS SHOWN WITH QUANTITY(2)#4 REBAR. WA c�cxra xeraov[v STRUCTURE WEIGHT APPROXIMATE HEAVIEST PICK=1.600 LBS CONTECH � mo-^_ CURB INLET DETAIL PROPOSAL HILL XXXXX XXX DRAWING sir: 1 0 1 i STORMFILTER STEEL CATCHBASIN DESIGN NOTES - STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 1 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF ONE CARTRIDGE. SYSTEM IS SHOWN WITH A 27'CARTRIDGE,AND IS ALSO AVAILABLE WITH AN 18'CARTRIDGE. STORMFILTER CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS - REQUIRED. I CARTRIDGE SELECTION CARTRIDGE HEIGHT 27' IB' 18'DEEP ACCESS COVER - CONCRETE COLLAR RECOMMENDED HYDRAULIC DROP(H) 3.05' 2.3' 3.3' AND REBAR TO MEET SPECIFIC FLOW RATE(gpnVSQ 2 gpm/sl 1.67•gpMsf 1 gpMsf 2 gpm/sf 1.67'gpnVs/ 1 gpMsf 2 gPm/sf 1.67'gPm/sf 1 gpm/sf HS201F APPLICABLE BY CARTRIDGE FLOW RATE (9Pm) 22.5 18.79 11.25 15 12.53 7.5 15 12.53 7.5 � CONTRACTOR PEAK HYDRAULIC CAPACITY 1.0 1.0 1.8 \> _4 INLET PERMANENT POOL LEVEL(A) V-0' 1'-0' 7-0' ____—____ A I .•`( -�� y A - OVERALL STRUCTURE HEIGHT(B) 4'-9' S-9' 4'.9' p I I �4 E I 1.67 gpMsf SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORBO(PSORB)MEDIA ONLY I K 1 L r N 1. CONT w I L NOTES I d y 1 i`+a J 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. i I 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STORMFILTER CATCHBASIN STRUCTURE DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR •I�� I Y� CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. w .wntschES.= L- - 3. STORMFILTER CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. - �,_ VANED INLET GRATE 4. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET(IF APPLICABLE)AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY - t- (SOLID COVER OPTIONAL) CONTRACTOR. 5. MANUFACTURER TO APPLY A SURFACE BEAD WELD IN THE SHAPE OF THE LETTER'O'ABOVE THE OUTLET PIPE STUB ON THE EXTERIOR SURFACE OF THE STEEL SFCB. Y4- 6. STORMFILTER CATCHBASIN EQUIPPED WITH 41NCH(APPROXIMATE)LONG STURS FOR INLET(IF APPLICABLE)AND OUTLET PIPING. STANDARD INSIDE RIM INSIDE RIM OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE 4'-84/' USING FLEXIBLE COUPLING BY CONTRACTOR. COLLAR OUTSIDE RIM 7. STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AASHT0 M306 LOAD RATING. TO MEET HS20 LOAD RATING ON STRUCTURE,A CONCRETE COLLAR IS REQUIRED. WHEN REQUIRED.CONCRETE COLLAR WITH#4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. PLAN VIEW B. FILTER CARTRIDGES SHALL BE MEDIA-FILLED.PASSIVE,SIPHON ACTUATED,RADIAL FLOW.AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS. 9. SPECIFIC FLOW RATE IS EQUAL 70 THE FILTER TREATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT SURFACE AREA(sg 8). INSTALLATION NOTES _ A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. i B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY 70 LIFT AND SET THE CATCHBASIN(LIFTING CLUTCHES PROVIDED). C. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. I OPTIONAL FLOATABLES 1-CARTRIDGE CATCHBASIN BAFFLE SLOPED LID 7-0' 7-4" STORMFILTER DATA B PERMANENT LIFTING EYE xx POOL ELEVATION (7YP.OF 4) WATER U QUALITY X.x WATER QUALITY FLOW RATE c(s X.XX q _ _ - - - FINISHED GRADE - PEAK FLOW RATE <1 cfs X.XX e �_�- _ � o o � RETURN PERIOD OF PEAK FLOW rs XXX a CARTRIDGE HEIGHT 27-, 18', 18-DEEP XX $$ -, CARTRIDGE FLOW RATE m XX 9 WEIR WALL MEDIA TYPE PERLITE,ZPG,PSORB XXXXX 66 STORMFILTER = RIM ELEVATION XXX.XX• CARTRIDGE - FILTRATION 51 BAY INLET FILTRATION BAY S. PIPE DATA: I.E. DIAMETER m INLET INLET STUB I XXX.XX' XX' FLOW OUTLET STUB I XXX.XX• I XX' PERMANENT CONFIGURATION POOL ELEVATION INLET STUB INLET STUB CART OUTLET OUTLET (OPTIONAL) (OPTIONAL) OUTLET STUB INLETS IVI I(�INLET. RIDGE - SUPPORT OUTLET PIPE INLET INLET FLOW KIT I FROM FLOWKIT SLOPED LID YES\NO CLEANOUT 0 CATCHBASIN FOOT 8 ACCESS PLUG 7-cr CATCHBASIN FOOT SOLID COVER YES\NO (TYP.OF 4) ON WEIR WALL INSIDE (TYP.OF 4) NOTESISPECIAL REQUIREMENTS: 2'-0Y2' OUTSIDE SECTION A-A SECTION B-B CONTECH' 1 CARTRIDGE CATCHBASIN SLormFilLar' - eN01NeERED foLUTIONf ut STORMFILTER �"•-•-��� . 9025 Lanb Pdn4D..SLft4W. WWCe ,OH45M STANDARD DETAIL 800-526.3999 513-645-7000 '513-645-7993 FAX STORMFILTER STEEL CATCHBASIN DESIGN NOTES STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 2 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF TWO CARTRIDGES. SYSTEM IS SHOWN WITH A 2T CARTRIDGE.AND IS ALSO AVAILABLE WITH AN 18'CARTRIDGE. STORMFILTER • CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL. PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY.AN UPSTREAM BYPASS STRUCTURE IS VANED INLET GRATE CONCRETE COLLAR REQUIRED. (SOLID COVER OPTIONAL) AND REBAR TO MEET HS201F APPLICABLE BY CARTRIDGE SELECTION CONTRACTOR CARTRIDGE HEIGHT 2T 18, 18'DEEP -- ` - ----__�——` RECOMMENDED HYDRAULIC DROP H __ ___ ____ ____ __ s\ I yl SPECIFIC FLOW RATE( Msp 29PMsf 1.67'gpMsl lgpm/sl 2gPMs1 1.67'gpMsf lgpm/sf 2gDMs1 1.67'gpMsf lgpm/sf 1 -L_ CARTRIDGE FLOW RATE(gpm) 22.5 18.79 11.25 15 12.53 7.5 15 12.53 7.5 A I i 'I' '1�I A PEAK HYDRAULIC CAPACITY 1.0 1.0 1.8 � INLET PERMANENT POOL LEVEL(A) 1'4Y 1'-0' 2'-0' F I f 1• ry wo OVERALL STRUCTURE HEIGHT(B) 4'-g' 3'-8' 4'-9' •1 �, I, Z 1.67 gpMsf SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORBs(PSORB)MEDIA ONLY 1 i GENERAL NOTES 1. CON7ECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. I, -1 �� • , _` ., I I' 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STORMFILTER CATCHBASIN STRUCTURE DIMENSIONS AND WEIGHTS.PLEASE CONTACT YOUR __ice__ _ CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. WWW.CONTECKES.COM ° n 3. STORMFILTER CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN ACCESS COVER THIS DRAWING. 4. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET(IF APPLICABLE)AND OUTLET PIPING 70 BE SPECIFIED BY ENGINEER AND PROVIDED BY 2'-0' 2'.4' Z-4' CONTRACTOR. INSIDE RIM INSIDE RIM INSIDE RIM 5. MANUFACTURER TO APPLY A SURFACE BEAD WELD IN THE SHAPE OF THE LETTER•O'ABOVE THE OUTLET PIPE STUB ON THE EXTERIOR SURFACE OF THE STEEL SFCB. 6. STORMFILTER CATCHBASIN EQUIPPED WITH 41NCH(APPROXIMATE)LONG STUBS FOR INLET(IF APPLICABLE)AND OUTLET PIPING. STANDARD COLLAR OUTSIDE RIM OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE PLAN VIEW 7. USING FLEXIBLE COUPLING BY CONTRACTOR. STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AASHTO M306 LOAD RATING. TO MEET HS20 LOAD RATING ON STRUCTURE,A CONCRETE COLLAR IS REQUIRED. WHEN REQUIRED,CONCRETE COLLAR WITH H4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 8. FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE.SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS. 9. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT SURFACE AREA(sq ft). INSTALLATION NOTES • A. ANY SUB-BASE,BACKFILL DEPTH.AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN(LIFTING CLUTCHES _ PROVIDED). 6-g C. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. OPTIONAL SLOPED LID FLOATABLES BAFFLE 2'-0• 2'-6' Z-0' CORNER ELEVATIONS TO BE 2-CARTRIDGE DEEP CATCHBASIN SPECIFIED BY ENGINEER PERMANENT STORMFILTER DATA B _ POOL LEVEL �^ STRUCTUREID XXX _ — — — — FINISHED GRADE — WATER QUALITY FLOW RATE cfs X.XX __________ _��a. 6PEAK FLOW RATE <1.8 cfs X.XX RETURN PERIOD OF PEAK FLOW rs XXX LIFTING EYE CARTRIDGE FLOW RATE m XX ' PERMANENT FILTRATION (TYP.OF 4) = MEDIA TYPE PERLITE,ZPG,PSORB XXXXX WEIR WALL RIM ELEVATION XXX.XX' 9 POOL ELEVATION BAY INLET PIPE DATA: I.E. DIAMETER g 5' S. °1 INLET STUB XXX.XX' XX- CARTRIDGE TYP STORMFILTER _ I �1 — FLOW OUTLET STUB XXX.XX' XX- . —� FILTRATION CONFIGURATIONS OUTLET BAY INLET TYP. CARTRIDGE INLET STUB SUPPORT TYP. (OPTIONAL) OUTLET STUB O O FLOW KIT TYP. — OUTLET PIPE OUTLET INLET OUTLET c — FROM FLOWKIT OO INLET INLET OO CLES PLUG CATCHBASIN FOOT 2'-0' ACCESS PLUG B (TYP OF 4) INSIDE CATCHBASIN FOOT INLET INLET F ON WEIR WALL (TYP OF 4) 2'-0yz• SLOPED LID YES\NO OUTSIDEJ SOLID COVER YESWO NOTESISPECIAL REQUIREMENTS: ,n SECTION A-A SECTION B-B % TECH � 2 CARTRIDGE CATCHBASIN Y_V; ENOIN .co IOLS.com LLC STORMFILTER StormFilter' r°ww.conlech. WW STANDARD DETAIL ® s 9025 caao-a Prima o..sdm 400. wea cnaale,,off 45os9 8W-52rr3999 513b15-7000 513645-7993 FAX Oldcastle Precast STORMCAPTURE° SYSTEM Modular Stormwoter Management System for In filtrotion, Detention, Retention & Treatment Call us today (800) 579-8819 or visit our website for detailed product information, drawings and design tools at www.oldcastlestormwater.com StormCapture° Module Large Storage Capacity Smaller system footprint for greater design flexibility. Traffic Loading Modular Design Only requires 6" of cover. Precast concrete modules measure 8'wide by 16' Long OD, (7' x 15' ID),with customizable heights. Custom Sizes Available in internal heights from 2'to 14' to best-fit site needs. Easy to Install Fast installation wIlk minimal handling. MW Design Assistance Backfill Requirements Let our professionals Modules are typically backfilled customize for your with existing site materials. specific needs. Treatment Train Construction Site Friendly Available with pre-treatment, Contractor does not have to post-treatment, or both. relinquish any ground on the site once the StormCapture system is installed. • f . Some-day staging and installation of StormCapture project. StormCapture offers fast installation with minimal handling. r - u f StormCapture modules are designed for HS20 !!c loading. StormCapture detention system installed beneath office parking lot. StormCapture Advantages • Fast Service - Get help from our national • Sustainability-The system is maintainable for engineering team with layouts and specifications long-term sustainability. to meet your project's requirements. • LID - Ideal for Low-Impact Development (LID). • Cost Savings - Highly competitive installation • LEED - Manufactured locally with recycled and maintenance costs. material for potential LEED credits. LEED 2009 • Quality- Manufactured to the rigid standards for New Construction &Major Renovation, U.S. of the Oldcastle quality control program at Green Building Council:Sustainable Sites (5.1, 5.2, Oldcastle facilities around the country. 6.1, 6.2), Materials&Resources (4.1, 4.2, 5.1, 5.2), Codes- Designed to the latest codes for water Efficiency(1.1, 1.2, 3.1, 3.2). S-20-44 (full truckload plus impact). Applications Maintenance Module StormCapture offers numerous options for detention,retention, • treatment and harvesting to solve your stormwater manage- ment needs.Let us show you how we can design and customize a solution for you. DETENTION Harvesting Equipment Skid with Pump Module Sanitation,Pumps and Controls 40 Pre-Treatment RETENTION HARVESTING Maintenance Module10P • Detention 0l Filtrotion Modules with Floor Openings Pre-Treatment INFILTRATION TREATMENT Permeable Interlocking Concrete Pavers Pump Outlet Inlet : S Modules with HydroPortsm PERMECAPTURE CISTERNS A INSTALLED IN JUST ONE DAY Module Sizes i ; � SM-Single piece modules can be used for applications from 2'to 7'tall.Appropriate for cisterns,infiltration,de- tention and retention systems.SC1 modules are typically installed on minimally compacted gravel base,depending on specific project requirements. We • Link Slab-Unique design allows for significant reduc- tion in the quantity of modules and associated costs, while providing maximum storage capacity. Endless Configurations SC2-Two piece modules can be used for applications from 7'to 14'tall for maximum storage capacity in a Contact us today to start condensed footprint.Appropriate for cisterns,infiltra- designing your system! tion,detention and retention systems.SC2 modules are typically installed on compacted native subgrade. Module Capacity Size(ft.) Capacity(ft) Size(ft.) capacity(ft') 7x15x2 226 7x15x9 1027 7x15x3 343 7x15x10 1144 7x15x4 460 7x15x11 1257 7x15x5 577 7x15x12 1374 7x15x6 690 7x15x13' 1491 15x7 807 7x15x14' 1608 15x8 910 'Special design considerations required and limited availability. ALL dimensions are inside dimensions. 0 Oldcastle Precast® (800) 579-8819 oldcastlestormwater.com © 2017 Oldcastle Precast, Inc. Permavoid System Technical Manual 'Y AIVOIPI PM MCI Ilk X t Sri Planning, design, specification and installation guide Geocellular solutions - forshallowerdepths Permavoid - ataglance Polypipe provides the widest range of geocellular solutions to meet the needs The Permavoid system offers a means of providing integrated source control drainage solutions that an of SUDS In a wide variety of applications. meet the volume control and water treatment demands of current guidance and regulations. The Permavoid system is designed to be used in Figure 2.1.1:Typical Permavoid system Key' I benef its place of a traditional aggregate sub-base within vs,.~t`Ar'aMdki•toiopenaa1Xl^aggregate 99re9ate sub-base pavements.Application trafficked r high • Provides effective source Control ngth, f cralrafa provides a oda with 132009ui the Of a• • Can be installed above a high Permeable Pavements Constructed with Concreteannariable Paving Blocks and Flags,Natural Stone Slabs,Sens ........Pe—id• Allow,evard,to be spread innivers p and Clay Pavers'. w� • ideal for finin.infi,ld or Permavoid cells have a t95%ors void ratio,thus considerably - - ••--naa.a.0 "pitanumated sad, else ndng the attenuation rapacity g a pavement and -- also enabling the reduction of aggregate requirements imal hydrocarbon deposits in hydraulic Pavements.The synem is sultzble beneath Design asphaltic,block-paved or concrete pavements and for the , Designed and tested for retention, full range of traffic conditions hom domestic drivewayf to Shallower applications attenuation and infiltration athighways.The units have a high canpressive strength and are pined together with Permades,a unique patented The Permavoid system extends the choice and flexibility Rimovellim,amilmonornfortapered Jointing system,to create a horizontal structural raft. of the Polyplpe range by providing robust,effective source control through retention,attenuation or infiltration at shallower levels. for patrol ince.newcur Key benefits Shallower retention,attenuation or infiltration structures full range of Pohninmen georcellular nowidunil models,und,lid pscietheltivir, On rnilftiayd,wncri She.,Cormemi,are inserted to maintain rigidity and ormirmse are often necessary because the ground at greater depths can intuitions for di ailuplicatil Pa,mrime present a construction challerge.This could be the presence of chemicals or contamination left behintl from previous land Installation The Penuane,have miceirrail creep reoctim. use,a high water table or perched water and hard rock areas. , Interlocking raft for rigidity and a defle,ticir, from neryided imlypropyleor,and ran be recycled A shallower approach reduces or omits the requirement for high compressive and tensile strength at the end of their useful I ife expensive pumping equipment Shallower systems have a lower environmental impact,requiring less erovation, - Suitable for orce lantern pi full,with the lateral,CIRIA guidance on c........I temporary works and fewer trips to transport milli and rubble to and from the site reducing construction costs. . Reduction in excavation depth arm cost L - for,read for land,ni,picirts,or plant to deliver and remove trend Soft SUDS/ Roads/ Driveways/ Leisure Areassupport pences / Swales/basins Highways Car Parks Play Areas 4 4 � G WNrmawid modular cell ,1 Y .-- 95%vod rate Traditional aggregate """" "' "^"' 30%void ratio 14 Pemuvoia Teahnral Manual Pemuv..d Terhmcal Manual 0 0 0 5 Permavold - ataglance Source Control In t aditional stormwaer drainage systems,ilk tlebris and mnbminanel are managed within me system via inure separators typically installed downstream in the system.This requires larger and deepor chamber isutalladons. Source control is a vital element of tie SUDS Management Train,allowing silUdeErls and contaminants to be managed at me head of the system.The versatility of the Permavoid geocellular system it sews for numerous Permavoid Is an~am interception system supponed by over 10 years of laboratory and field trials to ensure variations of stormwater treatment. effectual water treatment close to source at shallower depths. Surface Water Treatment System Selector SOURCE CONTROL DRAINAGE SYSTEM Roof interception to incorporate: retention/attenuation/passive iffigabon/re-use Light u.onoteanon Regular contamination Regular contamination occinacnal'Pillages Frequenl,pillages Frequent sp.11a,a, Roof maliner 'lon hanrol permeehannel PidgAlOr net e-vi ft. pm wid peWOL Ve m.iflhor usm permaHlhr -m... Q ••`:•• L MBa M per ni-v.,J Mmawid ai ,—vcjr numia ena ernsPass, • •••�• Me°.' sans..uuryr Medum pulya, MM um Otl Mlnniawid pMmavatl •�:j a . 0 •• Podium w� e�omn ..ice R.nio OIL,.—I ..gym e�ornas ..ice ise as M.1o,ev. • A vermavoidr1cf,com vol°RnMram hrmavoi.Infa•m Odlk O e r.Conrad Daf.-now[onFui perwYe see Flow control/treatment/retention/attenuation/infihration Pmmama aro pnn"..'1. Germembane easement Treatment/attention e L s.amr Pnlynorm polnm.m For pollution management "adou-ii"° P.;,:.oa` ha--a` nn»cnnuw now Comm Inorocamglg regulations and design gold...e highlight developer's obligations to mitigate the risk of pollutants emanating from contaminated runoff from hardstanding surfaces.The most common diffuse pollutants are `- hydrocarbons and contaminated slits.The Permavoid system offers an Integrated technique for the source control J treatment of polluted our-off using advanced geote.tiles and flotation techniques Key rl , . _ Effluent vidin,Loan,.,.,I umoftis I LOW Valoolty Water ficusi tested and degraded at source onni.i.vogeniulsificasticirmilmainve Accidental and 1.1.0mil ,III, Out sitcoms Class I and 11 epeamr,as - Routine maintenance easily mintied at sounce Its Is 1 G r h ��tdefined by PFCi3 16 Permavoid Teahni -Manual Permavmd Tvhmol Manual Permavoid applications Permavoid in the urban environment The Permavoid system can be incorporated into the full range of traffic conditions from domestic driveways The introduction of SuDS in urban areas allows landscape architects to HGV applications and is suitable below pervious and impervious asphaltic,block paved or concrete paved and engineers to design multifunctional urban spaces. areas.The Permavoid system complies with the requirements of BS 7533-13 and incorporates a high vertical The Permavoid system can help enhance natural Features is built treat areas.AS it provides excellent source t alsocontrol c compressive strength of 715 k Wm'and lateral compressive strength of 156 k WmR. at shallow dephs,the system on not only manage,but also vest avatar from high srormwater volumes.a also(,late: a structural platform on which green areas can be cultivated,irrigated and oxygenated. High water tables Soft landscaped areas a High water tables and even perched water at shallow The Permavoid system can be used to Provide pre-treatment Key benefits depths require specific design and construction measures of stor m goner mnoff berore it omen a wrest,dry basin, to avoid issues such as flotation or attenuation structures pond or wetland(Diagram 1).It is even possible to install controls and may... water and often prevents the use of stakaways.Anti-flotation Permebld below moves and dry basins to Improve treatment ,in ffigmai-m and temporary dewateriag measures are Invariably very, and increase storage capacity(Diagram 2). year. expensiv e.The Per mavoid system can interval the a awrae 1 s� � attenuation or infiltration solution for such projects Diagram 1 can W installed above a higher avoiding groundwater issues. Ii.l.. Contaminated land Porous.oft am,b'drocadscri, Redevelopment of brownfield sites is commonplace and cowardly U,improve llw,m - issues of ground contamination often come hand in hand. 1 Va •N The use of the Permavoid system can often negate the a aamvar.,r.mwrytranquil sparren useur reved to excavate into contaminated soils that invariably a lava ^w M,l^P Fttnwp4 _ Incur significant costs in either omsite remedunion or sr,wvo,e off-site disposal.as well as numerous associatedMa environmental issues. Excavation of hard rock t SHALLOW SWALE a PIAama Exmvation of hertl rack is usually expensive xve and slow, vr,m a However,the Pain by a system u ideal for ep on sills >wm Permeable surfaces can be used to that am underlain by Hard rocky at shallow depdu, LFnninlE rr m m a: .z irP w^•i'°'+vX _ attenuate rrri Intercepting,noting as the systems can be incorporated into the pavement �'•' + y'ytv { �'�..-a�41, construction.Invariably avoiding any net additional o,aaa rr and reusing surface water at source, 1 „e„mpeu l this enhances stormwater management excavation for the drainage syttant. —a— di ,, _ a and enhances biaversiry. Shallow outfalls - ~� ® It a uastalia.1—olvN na„.wM yhSigeeweeaN The Permavold systems can very often avoid the need for pumping that might otherwise be required with x wSEOPLANTERS(MNSLROEx) conventional drainage or deep attention tan,solution. te,,,..u•v,,,R aaa da^e+ I Pumped solutions can be costly to install and maintain Public open spaces/Leisure and play areas and are considered to be environmentally unsustainable. n — —Acting as both asub- Collected surface water can be used btu replacement system and Limited d[CesS Sites drainage component,the Permavoid system cangive to irrigate Planter areas through passive irrigation,providing amenity, ximum attenuation and infiltration capabilities for Infiltration and evapotranspiration, The Permavoid system can be easily manhandled into mz Wteans ration, Place without an heat lifting off leading p both natural and arltamable surfacdrainage systems can beintegrated ^„^+•^'d assistin with coolie In urban areas. p y w snot gequi went. into site wide sustainable drainage systems more waaN Priests. g g The Footprint of the tank does not have to be Square. effectively.The result is a sustainable development in Segmented tanks tan fn into the available space line with the DEFRA national standards for delivery ay--era, RAINWAEER Ground Sidbl5all00 of sustainable drainage systems. 3 RECOVERY oxrmwwam^ ,00apedum I ranee ein9 IMIXrttbn Due to Its high compressive strength and bending resistance Driveways within the pints,Permavoid mils create a honter al n w �aI Rainwater how can be in buildings and consistent structural rah providing a stable structure. Any donuStic tlrrneway m front garden ever Sm'that is being ] { i 1 t 1 m porous surfaces can be intercepted and paved must incorporate SUDS to minimise the risk of flooding. °'^bl stored Mr nompotable water use within The Permeated voi Used in con)unLUon with permeable Wpai�a,, the building,or re-used for Irrigation. paving,can help adhere ro Neu requirements whi d allowing tl4n y'rvPe,.,avae rardan a wise range of landscaping option. '^., to Pmmavpdoirmy—1 Manual Pnmavme Tri Mznuzl Permavoid system The Permavoid system comprises of high strength modular cells, channel and gully components that incorporate silt/oil gravity separation features,floating oil treatment devices,special oil treatment geotextiles and shallow flow control devices. , Below shows the Individual components that may be required within a Permavoid system design. For full technical datasheetc,gee pages 24-37. Shear Connector Permavoid Medium Permaceptor The Permavoid system comprises of: Secumly links multiple layers Duty with Biomat Acombined run-off correction, of Permavoid together in a Comprising of a law tlemitg oil "ItAnl interceptor and treatment single structure. treating geosynthetic floating mat sygem used with roadlyard gullies. for use with the Prm range of modular geocellular lar oni unite. _ Swpeopi Soape aw Sxpspa3/ ` ................................................... ...................._.._._........................................ Permavoid tbsand Isomm) Permachannel Permavoid Biomat Geocellular subbase replacement A linear treatment system that High strength geocellular unit synem that locks together to form an ombines inn-off collection,sift and containing is low density, it interlocking raft of exceptional high effluent interception and water treating,georyMhetk floating mat. compressive and tensile strength, treatment functions. Permafoam Permatex 300 Orifice Plate Flow Sae Pape 24 seapai'm Seepaiiii An open celled absorbent phenolic A heavy duty,non.woven, Control Chamber foam incorporated into Permavoid polypropylene.geot..ble designed -'"""'-"" grigati nortat checkfor'ch dams Oemantl' toprptman separate ermavoi if A on.fabricated oniice plate flow irrigation or check dams. geocellular layers. control unit incorporating a removable tiller to protect fire orilice. gaa page 32 Sea Page 33 See pages 34 .. Permafilter Geotextile Geomembrane Permaties / A nomwoven dimpled, An impermeable membrane for Fully interlocking tapered tie ' , eedle-punched geotextile designed wrapping around Permavoid connections to securely link Permavoid F for hytlrocarbon pollution treatment. structures to form watertight tanks. cells together horizontally in a single structure and to transfer tensile bads. Permavoid Saddle Permavoid Wicking Permavoid Rainwater 5as page 27 See page 29 gee page 29 Connectors Geotextile Diffuser Unit A range of spigot and Aheavy duly,non-woven Permavoid units encapsulated saddkmmacconallowing geotextile formulated to provide with a 2mm mesh fabric diffuse piped connection to the passive irrigation to soft and the collected run-off into the Permavoid structure. landscaped areas, surrounding granular subbase. See page 3a See page 35 5ae page% 33 Permavoid Txhnvzl Manual PamavukT Miul Manual Permavoid system - components Permavoid 85 and 150 Permachannel Product code*PVPP85 and PVPP150 Product code:PV03001 Permavoid is a gemellular interlocking system designed for Permachannel is a versatile,linear treatment system flat Hallow groundwater storage or infllhaturc tit be used In place of can provide source control and pollution treatment in a traditional aggregate subbase.The System has an exceptionally wide variety of locations and appliut l high compressive and tensile Strength and bending resistance with a Proprietary jointing System to create a horcondal structural The Permachannel functions as a mmbined runoff 'raft'within the pavement that is ideal for the shallow !0 collection,silt and oil interceptor and Treatment system. 2+ Applications It is designed to be ideally laid with zero gradient to attenuation of surface water.The system can also be combined in PP prevent the development of lateral velmities,'stllling' layers using imedocking shear connectors t i increase depth in The Permavoid units are suitable for use a5a - meet runoff from eaN sub-catchment and encouraging Forum and 15(mm in[romen% Thisispartkulxly useful in stosystemrattenuation single,infiltrationSystem. sill deposition within each channel.The outlet discharge designing inhltrxionsyttemx allowing flexibility in loaforage ants The system comprises of single,interconnected from the side of the channel via a weir and baffle soil residual tee temporary aftearea of the Permavoid storage units cells which an be installed In atie ground as part and r¢sitlual temporary anenuaVpn. of sub-base formation.Permavoid is suitable component which separates oils and prevents the for use in a range of applications including effluent and silt from progressing into the rest of the APPBcations residential,industrial estates,car parks.sports drainage System. Permachannel is used for stormwater mllection. Physical Pmperthe pitches,roots,basements,pedestrian areasand Interception and the treatment of associated woom Per uxc xzsky Al rainwater harvesting. pollutants.The System comprises of single or multiple Phydrd PmPMnes interconnected channels appropriate,lopted to MtgMPe,l¢—.. 9k9 fray Performance mileasurface waterrun-offhomsub-retchmentsof e txgla larmm MYnm Suriname.. bay,The sructural load bearing Capady of N¢ predominantly impervious or pervious pavements. wrath 35anm 35¢mm Permavoid units have been tested in accordance Lengtn __ 1mm'1"n Permachannel is suitable for use In a range of brem eSmm ecava with the following European standard: wIM _ _ 150m° applications including residential,industrial estates. 9ren➢mlfampad So-o0 as T533-13:300g.The'nam's Structural design to. Drum - 21. car parks,sports plechet,roofs,basements,pedestrian expe,ctanry,based upon creep test data traded in Mw dM Poppe mwa+1 r areas and rainwater harvesting. van" P15YIMM 2tRRM accordance with ClRIA gurchtn o)is as follows;for ouniYbonstarNrd Lateral156kWM 1s6trahn a..ary Performance lightly totaled areas such as ran parks,a design life of n+d Sill short Teml IseBacapo 50 years is achievable.For areas in prolonged HGV CatNaem na 3o on. Pecmadlannel is related to D40D loading In accordance var. Imm Pa 1]&IMnx tam par 1]6klamx loading a typical design life may only be 25 years, tad;,e with 85 EN124:1994 when installed and,concrete bed Lame tmm pr lsmmP taapr'.MeP depending on the design of the pavement surfacing y ate,+yedl.ah.adwarta wntax ryae„. and haunch in accordan with site specific Temlle 6targM and structural layers ova,the tank. - - -The'"'. construction details. .Wywyoradryle item L2+kw Qatari, Installation standard hana. Installation standard q+drglepanatlt%sa+m ma%kd 19Ylanr 1iakWai All calculations for Permavoid units are based upon Chiral m�awvmn� Chiralaea Permachannel must be installed on a load bearing eerdagepruaeal dalkI Warfare site-specific load cases,pavement construction types an,aueid. concrete bed and haunch in accordance with site amnia,rensl+rce of.11a junt 0".. 0a6k. and thicknesses,soil cover and ground conditions IommrdwrMvh specific construction details. vni—enk v,ad redo 92% 95x and the suitability must therefore be approved for (ie perm{o16 end xmn, acpeervatk<kvMe%dwdxeau Rx R% Buds project, kMuenl one—mlganebNwv NG3 Gm i anuiremmn Key OIIyI P1pPe1nM Note,Siam,u.—cal champ,Cunnaiw qnm da—uh. benefits Indexes pnme+biLty 1p 1.0x 10 1.0a 1D+ Key benefits . Gravit,sid,nonn of if and Sits at ni H.,II strength.high capacity. hall.. . Topped efflurninAc4t,real by Mmlaveltl manr+lY M1nnanNPnnetle 'Ent note. an,YIM Ialrraletl3hx rnrnnvd Lrer - ____ rarar+¢w Gmem Mabr PolyprogiealNl Polygoglerc D% Infiltration system nevil for and of line petholksil lotherceptun, Used m part of a SuDS 5chene to The System compiles with tile regulations of the 3.ter,l wN deep t—il wide.l u tin deep D Km x 015m) II Can 1.) 100-N recyclable Free Discharge Fr.Discharge fyaGenl(e6) 0 1 2 Gn+dmnl N) 0 1 } 3 a S vbw R+u larval a 6 ) flow rule form 8 13 15 11 to 21 24 Pemuvid Tecbniil Manuel Available to download on the wetmiv toolbw. Pormavoid Technical Manual Available to download on me weMite toolbo+. Delivery and storage Installation Permavoid Excavation and preparation • Permavoid is de livered to site on pallets.Palletised load Excavation measurements are approx.1.2m x 1.1m x 2.3m high and each • Ensure that the ground bearing capacity at formation level pallet will contain 72 Permavoid units is adequate for the design load,. • Pallet weight is circa 220kg - • Delivered;shall be unloaded using mechanial handling equipment •The excavation is tl chat the required plan,dimensions and I.I.ensuring Nat the excavation will allow Installation of connecting pipework.Slopes must be x Permachannel a cut to a safe angle or adequately supported and .to acres,must be provided to allow personnel to enter • Permachannel is delivered to site on pallets.Palletised the excavation,Excavation should be carded out in load measurements are approx.1 cm x 0.6m x I.Um high accordance with g5 W31:2009,with particular attention Permatie and each pallet will contain 20 Penmachannel units paid to sat"procedures, Adjacent Permavoid units are connected using Primate • Pallet weight is cba e50kg 5, • It is recommended that the excava interlocking provides a minimum pins,which have integral creep resistance. • Permachannel is delivered wiNgratings in posi[ion � _,• of 500mm clear cone on all sides of the plan dimensions of Perma mtie, ustbe inserted trim all available slots • Deflection plates are supplied within the channel and need the tank to allow working space for the installation.If where units butt together up to a maximum of 5 to be positioned during installation -' required,suitable Protection and earthwork support most Perma res Per Permavoid on.The Permatie provides • Deliverin shall be unloaded using mechanical handling equipment s be provided!beyond the clear zone to all eaavated faces. rigidity and minimise,refractions. •I Base Shear Connectors Storage Multi layered Permavoid any configurations shall i _ �1• To it immed d smohand free from sharp objects and be fixed with proprietary Shear connectors • Position pallets on stable,level Wound projenions to provide an even formation that shall be free p p ry •Stacking of pallets is not recommended from undulations.Any present must be excavated and between each layer interface to maintain rigidity •Store away from direct sources of heat or Ignition replaced with compacted granular fill material, and minimise lateal displacement.A minimum of four Shear connectors per square meter at layer •Transit banding should not be removed until installation Tolerance interface is recommended. The formation shall be graded to achieve a maximum Drainage connections GeoteXtlie and Geomembrdne deviation of Smm in 3m in any direction to prevent formation • Deliverlesshall be unloaded usingmechanical handlin _ Propinagecninagen is requiredons to are mailable where g equpment of voids below inrtailatlon which will cause Permavoid units a drainage connection is required to fire Per111avgitl to rock',A blinding layer may be used Installation.There are several different options to achieve fequlred tsdommes, available subject to type of tank encapsulation and Blinding whether the connection is at invert or mmmly located. A SOmm thick blinding layer of 2016 clean crushed stone or — ,and to BS EN 13242:2002 shall be used to achieve a suitable r.. 11do �� �elanrown bedding surface. L�x =5zSmx65m2mxz5m r blend Po"mrle. Laying Ensure membrane is dean and free from debris before laying 25m vNaNa Pemeahmid.ole<k avollation plaNdeti 1.confirm PMmaPoidnun � orientalion.commence Wyirg in comer of insallation area antl work fonwandsm a diagonal lire to the opposite carer until e rolls smile ron, $a,.,a complete.Repeat for further layers. 54 Pemravoid Technical Manual Permavoid Ten.—I Minual Installation Attenuation applications •, "F— Permachannel excavation and WM1ere required,all Penetrat ons through an mpvmeable encapsulation shall be coaled.Create an Wo bedding preparation impermeable seal using a pretarmee spigot connecto. Baslewith a weldable membrane To be trimmed smooth and trio from sharp objects The adaptors comprise a rigid body antl nogi w th and projection For optimum upai the Permachannela flex ble outer membrane manufactured from compatible should be Installed'with zero grad ent but It ran be installedmaterial W the 9eomembrane encapsulating the tank. to shallow gradients should the drainage desgn require.Adaptors are available as Invert or standard type and Come The Permachar nd should be laid on a 2Nmm deep[pKrelein a range of dameten.The adaptors are Fully welded bed with a minimum 150mmNict haunch to both sides. to the main tank encapsulation. A30N/min'concrete mix is recommended. Ensure connection unit is mated in a vertical position if All loins should he sealed,using proprietary techniques Tolerance installing Permachannel ahead of the Permavoitl tnk, recommended by the manufacturer.Advice on seam ocal or is butted against the Prmavoitl tank if assailing me testing Procedures is given in CIRIA Report SPl2a. withinubgradebelwon.ThetebMtderance of Snore he Parnyclunnel after me Permavoitl units.RetluMan within any of direnign.Thecommlow for tleveeigh for tof Permachannel installation should albw for the height o1 the Pewchannel outkL it not used must be blanked prior Protection Geotextde for infiltration Permachannel andthedepth ofthe concrete bedding plus to placing connote haunch.aDmm blanking plugs are Permatex protection geotdtile should be installed to she aFurther 3-5mm below the finished level to protect the available.Place the concrete haunch to the front and Ppr applications. .The mould be used far infiltrations rear of the Permachannel.The channel elements most outside lace of Me beta.top and sites of the installation PcnamannN and prevent ponding.Ensure Ure memtrarc application.The gepmetile should p laid with be kept clean during installation.Trafficking over laid In proration layer to geomembrane. minimum of 300mm overlap fa es lap marker and to belowthePencapsulation from the Pemuvoti links(if required)spans material is to be kept to a minimum. be applied to all exurnai surfaces o1 Permavoitl units. below thepease ream t installation withsuffident length Installation to return up me rear of the Permachannel run. Adjacent sheets to be lap jointed with a minimum lap Installation Surface finish options of 300mm or heat sealed.Corners to be formed in fovea Manual handling Corners to be formed trim folded a.a and heat sealed d is recommended to remove the gratings and stainless It is recommended the coxing ti installed within the welts and heat eared if required.Ensures a oaten is dean if required Enum 9ng Perm r clean and free from peel inverter Plate prior to installation to reduce Me Permachannel prior to construction of me pavement. and avoiee ded from debris.Trafficking over placed material debris before installing Permavoitl.Trafficking over laid handling weight from edkg to 2 g.Cosuh your to be avoided, material to be kept to a minimum. employer for specific manual handling advice. Betweeetwee le Between the minimum tSOmm connate surround and It is re<ommentletl that ilia vehicle traffic is prevented the conrete slab,an expansbn joint coup be Imported, From trafficking the Permnvpid ranks until the Installation of Permachannel As structural emptiness iDacilkallon. installation is complete. Backfilling Check Installation plaNde[ails to confirm Permachannel Bituminous bound orientation In relation to Permave d trnk(C.Align using To avoid damaging the channels during compedon of The Permwoid tanks shall be baakfilled with an initial a builders line or sutable laser alignment equipment the surfacing,the concrete surround must be haunched Myer minimum Simon Nick of 20%dean crushed pone When positioning the Permadwnnal,Internet of me as high as possible(45'back to the iramudbennel). or mind to 65 EN 13242:2002.The Preferred method of stainless climates prate will asset alignment.Fine divener the bituminous bound sudacing ran be astalled agaist aggregate placement is for Me plant to be situated Olate should be positioned m that A spans from Ne ands the side of the dunnel.The finished level following on top of a minimum of 300mm thick aggregate layen of adjacent Permachannel units to divan rainwater compacting has to be 3-Smm above the height Recommended plant to be used for placement of the runoff into the central Permachannel unit Install the of the gratin, aggregate to be a tracked machine with is maxircum Permachannel connection units along the length of she operating bearing pressure of 2001,11fm'.Wheeled Permachannel an.1 connection unit requre l per ^* mxM1ines to have low bearing Pressure tyres(maximum linear metre of Permachannel,installed where adjacent - permitted pressure Mori),maximum tread/cleat Permachannel units butt against each other to form is Projection 1Smm.Neler tw drurestances should plant 40mm diameter outlet.Install the connection unit by firstly �— '�•• operate in direct contact with Parmwold uni removing the fresh concrete bad(before hardening)In Immediate area and inerting'o'ring(supplied with connection unit)Into the rebate of the 40mm diameter outlet from the Parmechannel and then insert 40mm diameter spigot into the Permachannel aperture. SF Permavoitl Txhrvaal Manual Pemuvmtl Ttthniol Manual Maintenance General design details Like any conventional drainage system,sustainable drainage systems The Permavoid range of products can be used individually or linked (SuDS)should be inspected regularly and correctly maintained together to provide unique and flexible water management solutions. to ensure optimum performance. The following typial design earnings highlight a ranges of solution,waffalbli Thame drawl Pall webane at Individual projects may require pdlodvdmiz��:e Maintenance plan detailed.For mom information please contact our Technical Team on+"(0)1509 615100. This should be Initiated by the drafting of routine Permaceptor Z maintenance plans to suit the site installation. For Permaceptors the following routine maintenance A pre-handover inspection should be carried out procedures am required, Typical permeable pavements and the Permavoid system damned prior to • 3 momhsy inspections of backward gullies for signs final hangove, of blockage and oil smnage Figure 8.1.1:Sub-base infiltration detail Routine inspection and maintenance • Remove liner and blockages as required (drawing no.%f_SD_IN_PP_001) Should Include: • Every 6 months Inspect all Permaceptors (For illustration purposes,we have shown a permeable block paving system. for silt and oil build up For Permeable asphalt a 40mm surface course and Spasm binder course are recommended) • Inspection of systems external surfaces • Removal of sills • Every 12 months sweeFe Pokgp verwflNx gmre+nk • Decanting of oils andM1 hydrocarbons •Recorshould tre inspections and maintenance undertaken s,rtirepa+mrem r•maabk M¢F pavxq hpe LE1 to Fnpaa an'scau 9 should be kepi by the client to moments dealers sysWn @lmm WrR BedJNp lays. to angMaeY•Mlgn BS EN 191Gi1W25pnm MkY • Channel jetting •Water sampling and testis t Accidental spillages Falb le PLLU still Pcc amduon kxb P 9 9a point ,lone". Zem fall of discharge(if required) If accidental spillages occur of olI or other substances ine,e Excess silt/debris held within Permachannel and gullies that can rouse water pollution,they most be dealt with should be cleared manually or with a vamum tank. immediately.An example of this is If a car sump fails We do not recommend pressure led cleaning. and there is large spillage of oil on the car park or road surfaces.A spillage kit appropriate to the size of the car park should be kept by the site caretaker.This should include absorbent pads,socks and rain seals_ AS soon as a spillage is Identified,the drain inlets in Mat Pinup.ewarld.4eoesu. laomm(pkeobpipewwavok9 5ommlktk Prepared confirm area should be covered to prevent pollution entering Me odulw vcblena repxemem prenWw beddkee cCeal if rePdceref1_ S aWlMpvarNnyuems Fees teangNes"andykaysel � �"sr ttaa��y.s"a _� �6aJi system.The pollution should M M en be cleared from e road '`= a or car park surface.The local channel system and/or a s Permaceptor receiving the spillage should be emptied Figure 8.1.2:Permavoid permeable pavement Sub-base attenuation detail ale -� pollution II of that has entered. a p (drawing no.PV SD A7_PP_001) 1/ € The Perreachannels and Permaceptors should prevent any (For illustration purposes,wehave shown a permeable block system. significant pollWon entering the rest of the drainage For Permeable asphalt a 4omm surface course and BOmm binder er coo course are recommended) • Routine maintenance system.The Environment Agency should be informed of the spillage and the appropriate actions shauld be taken. forplas Permaflh•r 6e.Ice Permachannel Future partmeM PameablebL black fupre papnxm For Permachannel the following routine maintenance to mWoeers dolgn Oxdar lnm swnmddbick mendnaer,dia procedures are required: 1. PLC duaaian Imb P.C.,vanmmn kerb ism • 3monthly inspections of channels for signs of aser Zero fail blockage and oil spillage • Remove litter and blockages as required • Every 12 months inspect all chambers for slit and oil build up . • Every 12 months sweep external mrfaces •Remove silt as required but at least every year • Records of inspections and maintenance undertaken Pdrylpe PnmafNaGMexttle Vicemilhkk PabWLe Purroold BMmnded Prepared lormatbn ehoYld he kept by the open( mWWaraubM•maxamem 9ranuhrbeddNO (Canino it dashed aM announce in. Few berpermash p rhoulde) 58 Permavoid Technical Manual 49mm Permeable auhalt CAD dee ings ace al so avail,ble on the Twoute fonds, General design details Typical permeable pavements-attenuation Figure 8.3.1:Permavoid with Permachannel deep cellular attenuation detail with Medium Duty Biomat . Figure 8.2.1:Permavoid with Permachannel shallow cellular attenuation detail (drawing no PV_SD_AT_PC 003) (drawing no.PV_SD_AT_PC_001) PPNpk.PpIntser nonUnit control end lnterzptim a. umt unlvefw aomm PogI isr"d oarmixpltm Polmass pramsleyerr YardsuNxing aUNle2al apmm permarlNnnd<ome¢Ien YNt PoNplpe Clna Daog heavy YN[][Illnpmre C0.5tt Puna fauannv.rar lamas}nYarPeM.Mi 0.Cl()heavy done d.11. 11000mm gi5wlper NaMelsKGen Permeable dory dKtlle Iron roper<nannel uCie. Gpteatil ewrJgarseenml tt4en m.v vinnJ Iron MM lohlrg channel glare Geom mbe ran Sabba tt b semnll seed, FroNPlpe lwavy Hwhimifxbg Hatt vfaclrg 9n m1ar l'a tharrial at FaW to NgMaYsrya[. P¢mxhmnel sauna wnlrW datl GwtMBa nN 3Wman IW35pnm aru a ea aed lntercMtlmunh PmraRYn Ree[e oe.rgn.e.aipnrbriey o"aw wu.. aP•^"^s°°.rive+ + Pd Pe 00 Falk b engineers spec Impsi ode o a �� Gednefibene o _ "poo 0 a06a oG oOe oila0 00 oti. on. O -Oa c °on O o e'°Oa 'Op p On Ob -1. creel STa orOo 0 o be oopu no c Wade Val mac Goo o nsheas Mll o.�' o o G�0 0 0 0 o 0 0 rowed bed a p D yrd haunch o o p. o 0 0 sa o u p 'o o p p aMleunrh .. a'•K ConnMian Piq _ ob ti°y'tO'..1o• a ..° 4e n•Y•. ?s..e.�:,5tfe : r`C'< ^rr. '`r�.:,g:.s'.ss .> re^ :i'tsY=°G c•r, o o a o .�..� eer.: .xk 7:. :`ct'-.'a.:i :•te - a, o a i5gmmthkk v.lx PoHdpe Parmmald _m Sue I Geasellalar units - Ponmahher, F*Wpe PeNlWe nwry xadnplayer aggregate Impwmeabk awry Geeteetlle WmmtFkk Peparedimrteuon Gecmembrana Poteellm}4ace (Ca1W'ealf"uhad 150mm Pol"ne taamyreerssprifes ionl ypprran deepi'dwlpe Imnss'Tomle d.m'r— m 150ntha4 Paygpa Parmarokl eawni laii Mmasad5diwellYW aNY Dbmat P.1"me Poydpe BWbN limparealormalkm anno.abk Permatea I...-50nm (Capidalfrmuhad Gaomerebraro Gsatessuk thkk to mdrremY specMis"'i Figure 8.2.2:Permavoid with Permachannel SuDSAGG attenuation detail Figure 8.3.2:Permavoid with Permachannel shallow celtutar infiltration detail (drawing no.PV_SD_XT_PC_002) (drawing no.PV_SD_IN PC_001) universal aanm Ceswass..r�seh tUsess.n clear D800h PawneeParn m athzel SUDSnGG 1agow an easy connection unit at open graded :a a` s'"`Y ntp1°°' ux Ipamnrmxr..smr awsude no 'I duly lkatUk kpn 1000mm CP.Sorone Polyplpaheosy granular Imparmegblc cess`i°n laomm ro' mpiree^e`m1U'4N Fran waearaa Wn sell lorulq par thamel section duty GeoteMlle wlrbese srfeessmune are mi`�mrn's.eka a.mrasiu.novyreansashon. dannel9rate \ naeerilawah s e• Ininil , are Mtladxauah MeA/Gtamer trp Falls,.mgneefsspt. birder coury rmbni x!e maaam Pxmxmes"I 1 �- none-ayes gn"e control e---- antllndrcmtbn o-•, 4n� 's•A'e; unit b".a -a:n•. ,7,'v' .:,'u °e, !,aEap Wc n. a°o i�lri aainer Grade ST4 maharseratallseadsscco and Paunch ' Sub.Dxia type u«er se wnpe , gran upr layer � r Polyplpe heavy duty Pali 50mm ae kilml PMmafllter Poli Prepared Geateatik heiii bereath PcIMM Bional heavy duty formhtlm irowhiiiii Permavoid diffuse, Geotexile (Capping0 e«m,ryw%ema'uxt wP.n.e� GeomerBfane coni leguirad 64Pyeieyaoeglsrryyel mmahUrr �i..YP'e�`w,°,,:..am. le mgneers spetlptaUoN . r VaM 6u reassessedthimmlManual CC)drawings are also available on the weloim toollw. PermavaN Terhnleal Manual CAD drawings a re as.available on the websim oolbox. Permavoid System Technical Manual -' �• _sue -� lie i Civils & Infrastructure Polypipe Civils Charnwood Business Park North Road,Loughborough Leicestershire LE 11 1 LE Tel +44(0)1509 615100 Fax +44(0) 1509 610215 Email civils®polypipe.com www.polypipe.com/wms 7 7C0094'51' PS • Printed on 1009' recyclable chlorine-free paper.All inks used on this brochure are vegetable based. www.polypipe.corn •