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Home My WebLink AboutWQMP ReportProject Specific Water Quality Management Plan For: PARKER MEDICAL CENTERS 44605 Avenida De Missions, Temecula CA DEVELOPMENT NO. PA12-0178 DESIGN REVIEW NO. LD13-07GR Prepared for: PARKER 215, LLC 27989 Holland Road Menifee, CA 92584;1 (951)377-2125 Fax(951)246-9010 Contact: Don Parker, President Prepared by: HECTOR CORREA, PRINCIPAL HLC CIVIL ENGINEERING 39281 Via Cadiz Murrieta, CA 92563 Telephone:(951)640-0957 WQMP Preparation/Revision Date: February 5, 2014 WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST `b f 9x9 The purpose of this checklist is to provide a format for uniform, comprehensive, and well -documented reviews of project -specific Water Quality Management Plans (WQMPs) submitted by project owners. The completed checklist should accompany the WQMP and submitted to the City of Temecula. SUMMARY OF W MP REQUIREMENTS (PLEASE LIST THE FOLLOWING INFORMATION) Section I. Watershed and Sub -Watershed: Santa Margarita River and Temecula Creek Section II. Land -Use Category (from Initial Checklist): Community Commercial_ -- -- Section III. Pollutants (expected and potential): Santa Margarita River is listed on 2010 Clean Water Act Section 303 d List of Water Quality Limited Segments as being impaired by Phosphorus, Toxicity, Enterococcus, Fecal coliform Section IV. Exemption Category (A, B, C, or Not Exempt): c Section V. Treatment BMP Category(ies): Vegetated Infiltration Swales Section VI. Party(ies) responsible for BMP installation and maintenance: Parker 215, LLC Section VIL Funding source(s) for BMP maintenance; Parker 215, LLC NOTES: (a) The WQMP will NOT be accepted unless all of the items requested throughout this checklist are completed. (b) The Riverside County Water Quality Management Plan guideline and template can be downloaded from the City's website. Page 1 of 5 Revised 11/12/2013 G�y Qq TE,►ECz<y C WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST 989 Not Yes N0 WQMP REQUIREMENT Applicable Title Page Name of pr2ject with Tract, Parcel, or other I.D. number X Owner/Developer name, address & telephone number X Consulting/Engineering firm, address & phone number X Pre arer's Registered Professional Engineers' Stamp and Si nature X Date WQMP was prepared X Certification Statements Signed Engineer's certification statement X Signed and notarized Owner's certification statement X Table of Contents Completed and includes all figures, appendices (A-H), and design worksheets X Section I. Project Description in narrative form Project location X Project size (to the nearest 1/10 acre) X Standard Industrial Classification (SIC) Code Description and location of all buildings, proposed activities, locations of these X activities, materials and products to be used and stored for each activity and at each building, delivery areas, and what kinds of wastes will be generated from each building and the entire pnject Project watershed and sub -watershed X Formation of a Home Owner's Association or Property Owner's Association Additional permits/approvals required for the project including: X • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resources Control Board, General Construction Permit • Regional Board, 401 Water Quality Certification; • US Army Corps of Engineers, 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion;. • Municipal, grading and building permits. Section 11, Site Characterization in narrative form Land use designation or zoning X Current and proposed 2roperty use Soils report (Appendix E) Phase I Site Assessment or summary of assessment or remediation (Appendix H) X Identification of Receiving waters (including 303(d) listed waters, Designated X beneficial uses, and an RARE beneficial use waters) and their existingim airments Page 2 of S Revised 11/12/2013 WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST <9" WQMP REQUIREMENT Yes No Not Applicable Section Ill. Pollutants of Concern (in narrative form) Completed table of potential and expected pollutants, sources, and 303(d) listings X Pollutants of Concern X Legacy pollutants as a result of past uses Section IV. Hydrologic Conditions of Concern in narrative form Conditions A, B, or C. X If none, evaluation of impacts to downstream erosion or stream habitat X Completed Storm Event surface hydrology table X Section V. Best Management Practices VI. Site Design BMPs Table 1. Site Design BMPs is complete X Narrative describing all site design BMPs proposed for the project Explanation for each BMP NOT used and why they cannot be implemented Site Design BMPs shown on the WQMP Site Plan (Appendix B) X V2. Source Control BMPs Table 2. Source Control BMPs is complete X Narrative describing the source control BMPs proposed for the project Narrative describing the source control BMPs that were NOT applicable and why they cannot be implemented X Inspection and maintenance frequency, inspection criteria, and the responsible entity or party X Structural source controls shown on the WQMP Site Plan (Appendix B) X V3. Treatment Control ,BMPs Table 3. Treatment Control BMPs is complete X Narrative describing all treatment control BMPs proposed for the project X Narrative describing how each individual treatment control BMP proposed for the project will be implemented and maintained, including locations, sizing criteria, inspection and maintenance frequency, inspection criteria, long-term O&M, and the responsible entity or party X Treatment Control BMPs shown on the WQMP Site Plan (Appendix B) V4. Equivalent Treatment Control Alternatives Page 3 of S Revised 11/12/2013 G,of TEAR t WATER QUALITY MANAGEMENT PLAN fit FINAL ACCEPTANCE CHECKLIST WQMP REQUIREMENT Yes No Not Applicable Narrative describing equivalent treatment control alternatives X Calculations for Equivalent Treatment Control Alternatives (Appendix F) VS. Regionally -Based Treatment Control BMPs Narrative describing regionally -based treatment control BMPs X Calculations for Regionally -Based Treatment Control BMPs (Appendix F) Section VI. Operation and Maintenance (0&M) Responsibility for Treatment Control BMPs Completed cost and O&M table X BMPs requiring O&M are identified X BMP start-up dates Schedule of the frequency of O&M for each BMP X Parties responsible for O&M X Description of water quality monitoring, if required X Section VII. Funding Signed funding certification statement X Appendix A (Section I) Signed copy of the final Conditions of Approval X Appendix S (Sections I and V) Vicinity Map identifying the project site X Receiving Waters Map X Site Plan depicting the following project features: Location and identification of all structural BMPs. X Landscape areas. Hardscape areas. Paved areas. X Number and type of structures and intended uses. (ie: buildings, tenant spaces, dwelling units, community facilities such as pools, recreations facilities, tot lots, etc.). X Infrastructure (ie: streets, storm drains). X Page 4 of 5 Revised 11/12/2013 T E41kcel WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST WQMP REQUIREMENT Yes No Not Applicable Location of existing and proposed public and private storm drainage facilities including catch basins and other inlet/outlet structures. (Existing and proposed drainage facilities should be clearly differentiated.) X Any adjacent receiving waters that the project directly or indirectly discharges into. X Discharge points where onsite or tributary offsite flows exit the site. X Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exit the site. (Each tributary area should be clearly denoted.) X Post -project topography, including flow lines showing surface and subsurface drainage paths into and from each BMP. X Landscape Plans showing the location of each structural treatment BMP. X Irrigation system layout showing sprinkler locations. (Ensure irrigation system is not designed to saturate the BMPs nor generate over -irrigation runoff). X Appendix C (Section IV) Surface Hydrology report X Appendix D (Section V) Educational materials. X Appendix E (Sections II and V) Property/project soils report and percolation test results X Appendix F (Section V) Treatment Control BMP sizing calculations and design details X Manufacturers specs X Appendix G (Sections I and VI) CC&Rs, Covenant and Agreements, or other mechanisms used to ensure the ongoing operation, maintenance, funding, and transfer of the WQMP requirements X Appendix H (Section 11) Summary of environmental site assessment or remediation, if applicable. X (End of Checklist) Page 5 of 5 Revised 11/12/2013 Project Specific Water Quality Management Plan For: PARKER MEDICAL CENTERS 44605 Avenida De Missions, Temecula CA DEVELOPMENT NO. PA12-0178 DESIGN REVIEW NO. LD13-07GR Prepared for: PARKER 215, LLC 27989 Holland Road Menifee, CA 92584;1 (951)377-2125 Fax (951)246-9010 Contact: Don Parker, President Prepared by: HECTOR CORREA, PRINCIPAL HLC CIVIL ENGINEERING 39281 Via Cadiz Murrieta, CA 92563 Telephone:(951)640-0957 WQMP Preparation/Revision Date: February 5, 2014 Water [Quality Management [Plan f.(WQMP) 11 PARKER 215, LLC ENGINEER'S CERTIFICATION "I certify under a penalty of law that this document and all attachments and appendices were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. n HECIOR L. CORREA Date HECTOR LUCIO CORREA No. 363C6 CIVIL EHGIhEERING 4f Water Quality Management Plan (WQMP) PARKER 215, LLC OWNER'S CERTIFICATION This project -specific Water Quality Management Plan (WQMP) has been prepared for: LKS, LLC by HLC CIVIL ENGINEERING for the project known as PARKER MEDICAL CENTERS at Avenida De Missiones, Temecula CA. This WQMP is intended to comply with the requirements of City of Temecula for Lot 2 Parcel Map 29132 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 of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section 8.28.500). If the undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify u der penalty of law that the provisions of this WQMP have been reviewed an ccepted the WQMP will be transferred to future successors in interest." Owner's Signature Date Don Parker President Owrier's Printed Name Owner's Title/Position PARKER 215, LLC 27989 Holland Road Menifee, CA 92584 (951)377-2125 Fax (951)246-9010 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT -- State of California County of �l vo-s 1 C� _ On �- _ y before me, -- Date ,,t Here Insert Name and Title of tha Officer personally appeared D. KELLER Commission # 2027508 ti Notary Public - California i Riverside County M Cornm. E ires Jun 6, 20t 7 Place Notary Seal Above who proved to me on the basis of satisfactory evidence to be the person* whose namefs) is/are subscribed to the within instrument and acknowledged to me that he/executed the same in his/her/thcir authorized capacity(iett, and that by his/ht}r>'tht'ir signature(s) on the instrument the person(tr)T 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 dal. %a Signature;'f"✓ Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons retying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document f Title or Type of Document: f��Ly1 1'f" S 0" Document Date: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Individual Corporate Officer — Title(s): — Partner — I- - Limited 7, General W Attorney in Fact .L Trustee i- Guardian or Conservator Other: Signer Is Representing: RIGHT THUMBPRINT OF SIGNER Number of Pages: Signer's Name: L,' Individual !. J Corporate Officer --- Title(s): Partner ---- Limited ^] Genera# I- Attorney in Fact Trustee Guardian or Conservator Other: Signer Is Representing: RIGHTTHUMBPRtNT OF SIGNER _ - - - _ C2007 National Notary Association • 9350 De Soto Ave., PO. How 2402 • Chatsworth, CA 41313-2402 • wvmv.NationalNotaryor0 Item *5907 Reorder: Gall Tall -Free 1.800-876-6827 Water Quality Management Plan (WQMP) PARKER 215, LLC Contents Section Page I PROJECT DESCRIPTION A -I 11 SITE CHARACTERIZATION A-5 III POLLUTANTS OF CONCERN A-7 IV HYDROLOGIC CONDITIONS OF CONCERN A-9 V BEST MANAGEMENT PRACTICES A-10 V.1 Site Design 13MPs A-10 V.2 Source Control BMPs A-14 V.3 Treatment Control BMPs A-18 VA Equivalent Treatment Control Alternatives A-21 V.5 Regionally -Based Treatment Control BMPs A-21 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROLBMPs A-22 VII FUNDING A-24 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE I ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS A -I Water Quality Management Plan (WQMP) PARKER 215, LLC I. Project Description Instructions: The project description shall be completely and accurately described in narrative form. In the field provided on page A-3, describe and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be described and/or addressed in the 'Project Description" section of the project -specific WQMP: Project owner and WQMP preparer; Project location; Project size; Standard Industrial Classification (SIC), if applicable; Location of facilities; Activities and location of activities; Materials Storage and Delivery Areas; Wastes generated by project activities. Project Owner: PARKER 215, LLC 27989 Holland Road Menifee, CA 92584 (951)377-2125 Fax(951)246-9010 Contact: Don Parker, President WQMP Preparer hector Correa, RCE HLC Civil Engineering 39281 Via Cadiz Murrieta, CA 92563 Telephone:(951)640-0957 Contact: Hector Correa, Principal Engineer A-1 Water Qualify Management Plan (WQMP) PARKER 215, LLC Project Site Address: Avenida De Missions, Temecula CA 92590 Planning Area/Community Name: Harveston Development Name: PARKER MEDICAL CENTERS APN Number(s): 961-290-002 Thomas Bros. Map: Page 979, Grid D-3, 2008 Project Watershed: Santa Margarita River,( Hydrologic Unit 902) Sub -watershed: Temecula Creek (HAS 902.51) Project Site Size: 1.48 AC gross, 1.33 AC will be disturbed. Standard Industrial Classification (SIC) Code: 7389 Formation of Property Owners Association (POA): Y ❑ N ❑ PDA will be formed. PARKER 215, LLC 27989 Holland Road Menifee, CA 92584 (951)377-2125 Fax (951)246-9010 Contact: Don Parker, President Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed Y ❑ N❑ Alteration Agreement State Water Resources Control Board, Clean Water Act Y ❑ N❑ (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit Y ❑ NO US Fish and Wildlife, Endangered Species Act section 7 Y ❑ N® biological opinion Other (please list in the space below as required) SWRCB General Construction Permit Y ❑ NO City of Temecula Y ❑ NO Riverside County Flood Control Y ❑ N® A-2 Water Quality Management Plan (WQMP) PARKER 215, LLC PROJECT DESCRIPTION: The project consists of constructing a Medical Office Buildings on 1.46 acre rough parcel with only 1.33 acres will be disturbed. The impervious area will consist as follows; Building roof area of 14,787 s.f. (0.34acres), 5,579 s.f. (0.13 acres) of hardscape/ walks and 23,415s.f. (0.54 acres) of parking/driveway pavement. The Landscape pervious area is 14,084 s.f. (0.32 acres). LOCATION OF NEW FACILITIES The new buildings development will cover 1.33 acres of the total 1.46 acre developed site. PROPOSED ACTIVITIES AT THIS FACILITIE: The project will have activities associated with commercial office uses. SPECIFIC LOCATION OF ACTIVITIES All activities will be located within the building structures. LOCATION OF MATERIALS STORAGE Outside material storage area are not proposed for this project. LOCATION OF LOADING AND UNLOADING AREAS Commercial deliveries will be conducted in the driveways adjacent to the building. Unloading/Loading docks are not proposed. ACIVITY SPECIFIC WASTES GENERATED: Normal household, commercial retail, general office waste will be generated on -site. The project site will have a covered trash enclosures onsite. Possible pollutants are sediment, nutrients, organic compounds, Trash, oxygen demanding substances, pathogens, oil, grease, pesticides and metals. Appendix A of this project -specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project -specific WQMP shall include: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co-Permince base mapping; and 2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: Location and identification of all structural BMPs, including Treatment Control BMPs. Landscaped areas. Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.). Infrastructure (i.e., sheets, storm drains, etc.) that will revert to public agency ownership and operation. Location of existing and proposed public and private stone drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated. A-3 Water Quality Management Plan (WQMP) PARKER 215, LLC Locations) of Receiving Waters to which the project directly or indirectly discharges. Location of points where onsite (or tributary offsite) flows exits the property/project site. Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site. Each tributary area should be clearly denoted. Pre- and post -project topography. Appendix G of this project -specific WQMP shall include copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements. A-4 Water Quality Management Plan (WQMP) PARKER 215, LLC II. Site Characterization Land Use Designation or Zoning: Community Commercial Current Property Use: UndevelopedNacant. Proposed Property Use: Office Availability of Soils Report: Y ® N ❑ Note: A soils report, is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y ❑ N ® Note: If prepared, attached renrediation sun nrary and use restrictions in Appendix H. Receiving Waters for Urban Runoff from Site Instructions: On the following page, list in order of upstream to downstream, the receiving waters that the project is tributary to. Continue to fill each row with the receiving water's 303(d) listed impairments, designated beneficial uses, and proximity, if any, to a RARE beneficial use. A-5 Water Quality Management Plan (WQMP) PARKER 215, LLC Receiving Waters for Urban Runoff from Site 303(d) List Impairments Designated Beneficial Uses Proximity to Receiving Waters RARE Beneficial Use CHLORPYRIFOS TEMECULA CREEK COPPER MUN, AGR, PROC, WARM, Approximately 600 (HSA 902.52) PHOSPHORUS WILD feet TOTAL DISSOLVED SOLIDS TOXICITY SANTA MARGARITA RIVER- UPPER PORTION PHOSPHORUS MUN, AGR, IND, RECI, REC2, Approximately 3 (HSA TOXICITY WARM, COLD, WILD, RARE Miles 902.22 902.21 SANTA MARGARITA RIVER- LOWER ENTEROCOCCUS MUN AGR IND, PROC, RECl PORTION FECAL COLIFORM REC2, WARM, COLD, WILD, Approximately 17 (HSA 902.13, PHOSPHORUS RARE Miles TOTAL NITROGEN AS N 902.12, 9012.11) SANTA MARGARITA R REC2, EST, WILD, Approximately 24 RIVER LAGOON EUTROPHIC , RARE, MAR, MIGR, SPWN Miles (HAS 902.11) NOT LISTED ON REGION 9 IND, NAV, REC1, REC2, COMM, Approximately 28 PACIFIC OCEAN LIST OF IMPAIRMENTS BIOL, WILD RARE MAR, AQUA, Miles MIGR, SPWN, SHELL A-6 Water Quality Management Plan (WQMP) PARKER 215, LLC III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table that associates typical potential pollutants with types of development (land use). It should be noted that at the Co- Permittees discretion, the Co-Permittees may also accept updated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or other commonly accepted agencies/associations acceptable to the Co-Permittee for determination of Pollutants of Concern associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure to Urban Runoff must be addressed in project -specific WQMPs. The Co-Pernittee may also require specific pollutants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project proponent preparing a project -specific WQMP shall, at a minimum, do the following: 1. For each of the proposed project discharge points, identify the proximate Receiving Water for each discharge point, using hydrologic unit basin numbers as identified in the most recent version of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region. 2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act Section 303(d) list of impaired water bodies, which can be found at website www.swreb.ca.gov/tiiidl/303d_lists.html. List all pollutants for which the proximate Receiving Waters are impaired. 3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the potential pollutants to be generated by the project. Parker Medical Center Plaza is located in the Santa Margarita River Watershed. The primary receiving water is Temecula Creek (Hydrologic Unit Basin Number 902.52 and 902.51), the secondary receiving water is Santa Margarita River (Hydrologic Unit Basin Number 902.22, 902.21, 902.13, 902.12, and 902.1 I), the third receiving water is the Santa Margarita River Lagoon (Hydrologic Unit Basin Number 902.11), and the fourth receiving water is the Pacific Ocean. Anticipated pollutants from this development include trash & debris and oil & grease. Potential pollutants include pathogens, metals, nutrients, pesticides, organic compounds, sediments, and oxygen demanding substances. The second receiving water, Santa Margarita River, is impaired with phosphorus on the 303(d) list, meaning that nutrients are considered to be a pollutant of concern for this development. The third receiving water, the Santa Margarita Lagoon, is impaired with eutrophic on the 303(d) list, meaning that organic compounds are considered to be a pollutant of concern for the development. The fourth receiving water, the Pacific Ocean, is impaired with bacteria indicators on the 303(d) list, meaning that oxygen demanding substances are considered to be a pollutant of concern for the development. Parking lots and landscaping areas will be used as the pollutant category for this WQMP. Item #1 Addressed in Section II, Receiving Water table. Item #2 Addressed in Section II, Receiving Water table. Item #3 Parking Lots will be used as the pollutant category of this WQMP. As such, the pollutants associated with parking lots are listed below. A-7 Water Quality Management Plan (WQMP) PARKER 215. LLC POLLUTANTS POTENTIAL 303 (d) SOURCE LISTING EXPECTED POTENTIAL SEDIMENT/TURBIDITY ROOF/ LANDSCAPE X X NUTRIENTS LANDSCAPE ORGANIC COMPOUNDS VEHICLES TRASH & DEBRIS CUSTOMER/RESIDENT/EMP X LOYEE OXYGEN DEMANDING SUBSTANCES LANDSCAPE PATHOGENS ( BACTERIA & VIRUSES) GARBAGE/ROOF OILS & GREASE VEHICLES X PESTICIDES LANDSCAPE METALS VEHICLES X Pollutants of concern: Santa Margarita River is listed on 2010 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired by Phosphorus, Toxicity, Enterococcus, Fecal coliform Phosphorus, nitrogen and Eutrophic. As such, these pollutants are the Pollutants of Concern for this Project. Legacy Pollutants: There are no known pollutants associated with the existing conditions of the property. A-8 Water Quality Management Plan (WQMP) PARKER 215, LLC IV. Hydrologic Conditions of Concern Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; storm flows could fill this sediment -carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre -development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project -specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions are met: Condition A: Runoff from the Project is discharged directly to a publicly -owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Pernittee. Condition B: The project disturbs less than I acre. The disturbed area calculation should include all disturbances associated with larger plans of development. Condition C: The project's runoff flow rate, volume, velocity and duration for the post -development condition do not exceed the pre -development condition for the 2-year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by minimizing impervious area on a site and incorporating other site -design concepts that mimic pre -development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co-Peimittee. This Project meets the following condition: Condition A Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year — 24 hour 10 year — 24 hour 100 year— 24 hour Precondition Post- condition Precondition Post- condition Precondition Post - condition Discharge (cfs) 1.058 2.07 2.167 3.16 3.362 4.73 Velocity (fps) 5.16 6.2 6.27 6.89 6.89 7.43 Volume (cubic feet) 741 653 1525 1045 2352 1525 Volume (Acre) 0.017 0.015 .035 .024 .054 .035 Duration (minutes) 11.754 5.435 11.745 5A35 11.745 5.135 A-9 Water Quality Management Plan (WQMP) PARKER 215, LLC V. Best Management Practices V.I SITE DESIGN BMPs Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize hupervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas (DCIAs) The project proponent should identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. Instructions: Infield below, provide narrative describing which site design concepts were incor oorated into project plants. ff the project proponent implements a Co-Permittee approved alternative or equally -effective Site Design BMP not specifically described below, the Site Design BMP checkbox in Table 1 should be marked and au additional description indicating the nature of the BMP andhow it addresses the Site Design concept should be provided. Continue with completion of Table]. Note: The Co-Permittees general plan or other land use regulations/docunnents ntay require several measures that are effectively site designs BMPs (such as ntinintizatiou of directly connected impervious areas and/or setbacks front natural streams courses). The Project Proponent should work with Co-Permittee staff to determine if those requirennents may be interpreted as site design BMPs.tar use in this table/narrative. See Sechon 4.5.1 of the WQMP, for additional guidance on Site Design BMPs. Following Table I: if a particular Site Design BMP concept is found to be ntot applicable, please provide a brief explanation as to why the concept cannot be implemented. Also include descriptions explaining how each included BMP will be implemented. ]it those areas where Site Design BMPs require ongoing maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection shall be described. The location of each Site Design BMP nnust also be shown on the WQMP Site Plan included in Appendix B. Site Design BMP 1. BMP's for the project consist of two Vegetated Infiltration Swales which are integrated into the landscape design. Infiltration Swale No. 1 located adjacent to the Public Street is 176 feet long and Infiltration Swale No. 2 is located along the southerly property line has a length of 154 feet. 2. Drought tolerant trees and large scrubs will be planted in the landscape areas to maximize canopy interception and water conservation. 3. Paving and roof drain flow into Infiltration Swales. 4. Catch Basin will be stenciled with prohibitive language" "NO DUMPING, DRAINS TO CREEK". A-10 Water Quality Management Plan (WQMP) PARKER 215, LLC 5. Table 1. Site Design BMPs Included Design Technique Specific BMP Yes No N/A Concept Maximize the permeable area (See Section 4.5.1 of the WQMP). El El Comment: Adding as much landscape area as possible. Incorporate landscaped buffer areas between sidewalks and streets. ® ❑ ❑ Comment: Added Infiltration Swale adjacent to street sidewalk Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. ® ❑ ❑ Comment: Q P_lanting additional drought tolerant trees and shrubs. Minimize Use natural drainage systems. c �j Comment: ❑ ❑ Urban None existing. Where soils conditions are suitable, use perforated pipe Runoff or gravel filtration pits for low flow infiltration. m rn ® ❑ ❑ Comment: Infiltration Swales will be used for this project. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration consistent with vector control objectives. ® ❑ ❑ Comment: Infiltration Swales will be used for this project. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). ❑ ❑ Comment: None proposed. A-1 t Water Quality Management Plan (WQMP) PARKER 215, LLC Table 1. Site Design BMPs (Cont.) Included Design Technique Specific BMP Yes No N/A Concept ... ._m. Maximize the permeable area (See Section 4.5.1 of the WQMP). ® ❑ ❑ Comment: Adding as much landscape area as possible. Construct walkways, trails, patios, overflow parking lots, alleys, driveways, low -traffic streets and other low -traffic areas with open -jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular ❑ ❑ materials. Q. Comment: Q Minimize Existing walks and parking lot surrounds the project site. Construct streets, sidewalks and parking lot aisles to the U minimum widths necessary, provided that public safety and a c rn Impervious walk able environment for pedestrians are not compromised. 1; ® ❑ ❑ O Footprint Comment: a; Improvements will be constructed at the minimum allowed by h the City. Reduce widths of street where off-street parking is available. ❑ ❑ Comment: Streets are not a part of this project. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. ❑ ® ❑ Comment: Not using decorative concrete. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). ❑ ❑ Comment: None Proposed. Conserve natural areas (See WQMP Section 4.5.1). Q El El V Comment: p Conserve None existing on -site. U Maximize canopy interception and water conservation by Natural preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. ® ❑ ❑ m m Areas Comment: w y Planting additional drought tolerant trees and shrubs. Use natural drainage systems. Comment: ❑ ❑ None existing on -site. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative ❑ ❑ required describing BMP and how it addresses Site Design concept). A-12 Water Quality Management Plan (WQMP) PARKER 215, LLC Table 1. Site Design BMPs (Coat ) Included Design Concept Technique Specific BMP Yes No NIA Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer areas, where feasible. ® ❑ ❑ Comment: Building roof runoff will flow into Infiltration Swales. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. ® ❑ ❑ Comment: Sidewalks, walkways, patio run-off will flow into Infiltration Swales. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined swales. ® 1-1 ❑ Comment: The site is providing two vegetated Infiltration Swales. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. ❑ ❑ Comment: Street and curbs are existing. Urban curb/swale system: street slopes to curb; periodic swale inlets Minimize drain to vegetated swale/boiler. ❑ ❑ d w Comment: Q Street and curbs are existing. N Directly � Dual drainage system: First flush captured in street catch basins and 0 discharged to adjacent vegetated swale or gravel shoulder, high flows connected connect directly to MS4s. ❑ ❑ at Comment: H Impervious Street and curbs are existing. p Design driveways with shared access, flared (single lane at street) or w Areas wheel strips (paving only under tires); or, drain into landscaping prior to y discharging to the MS4. ❑ ❑ (DCIAs) Comment: Not used due to existing access into the development. Uncovered temporary or guest parking on private residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. ❑ ❑ Comment: This project is not a residential development. Where landscaping is proposed in parking areas, incorporate landscape areas into the drainage design. Comment: ® ❑ ❑ Run-off associated with parking area will drain into two rgflnfiltration Swales. Overflow parking (parking stalls provided in excess of the Co- Permittee's minimum parking requirements) may be constructed with ❑ ❑ permeable paving. Comment: Overflow parkin is not a part of project. Other comparable and equally effective design concepts as approved by the Co-Permittee (Note: Additional narrative required describing ❑ ® ❑ BMP and how it addresses Site Design concept). Comment: None proposed A-13 Water Quality Management Plan (WQMP) PARKER 215, LLC V.2 SOURCE CONTROL BMPS Instructions: Complete Table 2. Table 2. Source Control BMPS BMP Name Check One If not applicable, state brief reason Included Not Applicable Non -Structural Source Control BMPS Education for Property Owners, Operators, Tenants, Occupants, orMlo ees ® ❑ Actin Restrictions Irrigation System and Landscape Maintenance ® Common Area Litter Control ® NEI _ _ Street Sweeping Private Streets and Parking LotsDrainage Facility Inspection and Maintenance ® Structural Source Control BMPS MS4 Stenciling and Signage ® ❑ __ Landscape and Irri ation System Design ® ❑ _ Protect Slopes and Channels ❑ ® Not a art of project Provide Community Car Wash Racks ❑ ® Not a art of ro'ect Properly Design: ❑_ _® Not a part of project _ Fueling Areas F-I ❑ Not a art of project Air/Water Supply Area ❑ __- ® Not a part of project _Drainage Trash Storage Areas ® ...___ ❑ Loadin Docks ❑ ® Not a a t of ro'ect _ Maintenance Bays ❑ ® Not a part of project Vehicle and Equipment Wash Areas ❑ ® Not a art of project Outdoor Material Storage Areas.— ❑ ® Not a part ofpro'ect Outdoor Work Areas or Processing Areas ❑ ® Not a pa t of project Provide Wash Water Controls for Food Preparation -Areas,-® ❑ Instructions: Provide narrative below describing how each included BMP will be implemented, the implementation ,frequency, inspection and maintenance frequency, inspection criteria, and the entity or party responsible ,for implementation, maintenance, and/or inspection. The location of each structural BMP must also be shown on the WQMP Site Plan included in Appendix B. A-14 Water Quality Management Plan (WQMP) PARKER 215, LLC ACTIVITY FREQUENCY RESPONSIBLE PARTY NON-STRUCTURAL SOURCE CONTROLS Provide at occupancy, within 3 months Education for new hires, and annually for existing Property Owner employees Activity Restrictions Daily Property Owner Landscape Maintenance Bi-weekly Property Owner Litter Control Daily Property Owner Drainage Facility Inspection Monthly Property Owner and Maintenance STRUCTURALSOURCE CONTROLS Stenciling and Signage Bi-annually Property Owner Irrigation System Maintenance Same as landscape maintenance Property Owner Trash Storage Areas Daily Property Owner Wash Water Controls for Dail Food For Preparation Areas y Property Owner PROPOSED NON-STRUCTURAL SOURCE CONTROL. BMPS Education for Employees & Contractors: The Developer will distribute to employees & Landscape Contractors, a public education program on the use of pesticides, herbicides, fertilizers, proper disposal of wastes, and other storm water pollution prevention measures. Employees & Landscape Contractors will sign a form acknowledging receipt of the storm water pollution prevention materials, (See Appendix D). An Education log will be kept showing that they have received the information. The log will be kept herein in Appendix D. Activity Restrictions: At a minimum, Rental Agreement will restrict the following activities that may contribute pollutants: A-15 Water Quality Management Plan (WQMP) PARKER 215, LLC 1. Prohibiting the blowing, sweeping, or hosing of debris (leaf litter, grass clippings, litter, etc.) into streets, storm drain inlets, or other stormwater conveyance system. 2. Require dumpster lids to be closed at all times. 3. Prohibit vehicle washing, maintenance, or repair on the premises. Irrigation System and Landscape Maintenance 1 Pesticides, fertilizers and other chemical products shall be used in accordance with applicable federal, state, and local laws and regulations. 2 Pesticides, fertilizers and other chemical products shall be stored in closed, labeled containers, under cover and off the ground. 3 Landscaping waste shall be properly disposed by at an approved composting location or permitted landfill. 4 Stockpiles shall be placed away from watercourses, and covered to prevent the release of materials to the Stormwater Conveyance System or Receiving Waters. 5 Where practicable, native drought tolerant vegetation shall be retained or planted to reduce water, fertilizer and pesticide needs. 6 Areas where work is being actively conducted shall be routinely cleaned up using illy methods (e.g., sweeping, raking, etc.). Wet methods (e.g., hosing, etc.) may only be used if adequate precautions have been taken to prevent the discharge of wash water or other materials to the Stormwater Conveyance System or Receiving Waters. 7 The use of blowers is permitted so long as materials are collected and properly disposed. 8 Measures will be taken to reduce or eliminate landscaping and irrigation runoff. Examples of practices include proper irrigation programming, programming shorter irrigation cycle times, and decreasing frequency after the application of fertilizers and pesticides. 9 Fertilizers and pesticides will not be applied prior to storm events. These products will not be applied during storm events. 10 Maintenance of irrigation systems and landscaping will be consistent with the City of Temecula landscape ordinance. 11 Irrigation system maintenance will be conducted weekly to detect overspray, broken sprinkler heads, and other system failures. 12 The frequency of irrigation is anticipated to be daily during summer months and bi-daily during the rest of the year. Common Area Litter Control Property Manager will hire grounds keeper to inspect and collect all litter on a daily schedule. Drainage Facility Inspection and Maintenance All drainage facilities will be inspected monthly and after each major rain storm and will be maintained by the Property Manager. A-16 Water Quality Management Plan (WQMP) PARKER 215, LLC PROPOSED STRUCTURAL SOURCE CONTROL BMPS Stenciling and Signage Each catch basin will be stenciled with the following prohibitive language; "NO DUMPING, DRAINS TO CREEK". Trash Storage Areas Trash enclosure will be inspected weekly. Wash Water Controls Outside washing will be prohibited. Appendix D includes copies of the educational materials that will be used in implementing this project -specific WQMP. Water Quality Management Plan (WQMP) PARKER 215, LLC V.3 TREATMENT CONTROL BMPs Instructiotvs: 1. Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria [i. e., Urban Runoff quality design flow (QBMP) or the Urban Runoff quality design vohone (VBMP), preliminary design calculations, ,for sizing BMPs, maintenance procedures, and the frequency of maintenance procedures necessary to sustain BMP effectiveness. The location of each Treatment Control BMP nnust also be shown on the Site Plan included in Appendix B. 2. Complete Table 3: Treatment Control BMP Selection Matrix Directions for connpletirng Table 3: ♦ For each pollutant of concern enter "yes" if identified using Exhibit B (Riverside County WQMP - General Categories of Pollutants ofConcern per the instructions specified in Section III of this Template), or "no" if not identifredfor the project. ♦ Check the boxes of selected BMPs that will be inmplemented,for the project to address each pollutant of concern from the project as idemifred using Exhibit B. Treatment Control BMPs must be selected and installed with respect to identified pollutant characteristics and concentrations that will be discharged from the site. ♦ For a i, identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an explanation (in space below) of how they will be addressed by Treatment Control BMPs. 3. In addition to completing Table 3, provide detailed descriptions on the location, implementation, installation, and long-term O&M of planned Treatment Control BMPs. For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more 77eatnernt Control BMPs of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonst'atc, and document to the project WQMP, that all pollutants of concern will be fully addressed. The Agency may require information beyond the mhninurnn requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. Supporting engineering calculations for Qaear and/or VeMP and Treatment Control BMP design details are included in Appendix F. Note. Projects that will utilize infiltration -based Trcatnient Control BMPs (e.g., Infiltration Basins, (filtration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project -specific WQMP. The selection of a Treatment Control BMP (or Bb4Ps).for the project orust specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing as impahnnent of Receiving Waters to which the project will discharge Urban Runoff' BMP Vegetated Infiltration Swales Two Vegetated Infiltration Swales are proposed, (Refer to Water Quality Site Plan located in Appendix B for location). Infiltration Swales No. 1 located adjacent to the Public Street requires a minimum length of 63 L.F. and 176 L.F. is provided. Infiltration Swales No. 2 located along the southerly property line requires a minimum length of 63 L.F. and 151 L.P. is provided. Refer to BMP TC-30: Vegetated Swale for more information about maintenance and inspection considerations and all relevant design calculations located in Appendix F A-18 5 41 a d� a'4 ❑ _ ❑ _ ❑ ❑ 7 ❑ ❑ _ ❑ _ ❑ J ❑ co❑ a` m U E E N w O N J❑ J❑_❑ J❑ J❑❑ J❑ J❑ O y = W T N O❑ T U) J T N ElJ ElJ El ElJ ElJ El❑ J ElJ ❑ 3=� a- N d O m Ci O O O C y l0 ❑ ❑ ❑ ❑ El ElS ❑ S Ela «,I N S J S - S S S 2 i f0 O � U _ ❑ El7) ❑ D El_ El E]z) El El_ ❑ 3 _ d a. E yI =O o F .y O OM m o ❑ _ ❑ O El El_ ❑ _ El El El_ ❑ L w w ° a c F c oC N y ❑ ❑ _ ❑ ❑ ❑ _ ❑ ❑ _ ❑ ❑ O Co O m N LL n = ® J ® _ ® J ® J ® Z ® _ ® S ® _ d N d u u O ❑ ❑ El ElN E] ❑ ❑ 'O ❑ El w T Z Z N Z Z C Z N Z Z Z N I� a ® ® a ® " ® m ® 2 ® ® o } } } w } } > m c U O O 06 °1 y o a c u N cu a} c w f7 v E m t m `m cC u m N N Z O F O m O a � Water Quality Management Plan (WQMP) PARKER 215, LLC Abbreviations L: Low removal efficiency HIM High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand fliers and media filters. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment (www.cabmohandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration -based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project -specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. A-20 Water Quality Management Plan (WQMP) PARKER 215, LLC VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not Applicable V.5 REGIONALLY -BASED TREATMENT CONTROL BMPS Not Applicable A-21 Water Quality Management Plan (WQMP) PARKER 215. LLC VI. Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control BMPs shall be identified in the project -specific WQMP. The project -specific WQMP shall address the following: Identification of each BMP that requires O&M. Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. BMP start-up dates. Schedule of the frequency of O&M for each BMP. Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, IIOA or POA CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to guarantee perpetual O&M. The preparer of this project -specific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project -specific WQMP. Self -inspections and record -keeping requirements for BMPs (review local specific requirements regarding self - inspections and/or annual reporting), including identification of responsible parties for inspection and record - keeping. Thorough descriptions of water quality monitoring, if required by the Co-Permittee. Instructions: Identify below all operations and naintenance reguirenrents, as described above, for each structural BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in Appendix G. Operation and maintenance (O&M) for all Structural Treatment Control BMPs will be the responsibility of the Property Owner. Treatment Control BMPs: The Property Owner will be responsible for the inspection and record keeping of O&M of this BMP. OPERATION AND MAINTENANCE COST ESTIMATE Structural BMP Quantity Capital Cost Annual O & M Cost Start-up Dates O & m Frequency Responsible finding party For installation Responsible funding party For long-term O&M Vegetated 2EA $12000 $500 Prior to Annually Parker 215, LLC Parker 215, LLC Infiltration occupancy Swales A-22 Water Quality Management Plan (WQMP) PARKER 215, LLC VIL Funding A funding source or sources for the O&M of each Treatment Control BMP identified in the project -specific WQMP must be identified. By certifying the project -specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer O&M responsibilities is to record the project -specific WQMP against the title to the property. CURRENT PROPERTY OWNER PARKER 215, LLC 27989 Holland Road Menifee, CA 92584;1 (951)377-2125 Fax (951)246-9010 Contact: Don Parker, President A-23 Water Quality Management Plan (WQMP) PARKER 215, LLC FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in the WQMP until the project is transferred to a new owner, Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the 4 &M responsibilities to each new owner. Where the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these responsibilities shall cause the sarne to be performed at owner's expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from pursing remedies for the default of responsibilities as provided by the lease contract and law. The owner for Parker Medical Center, Parcel 2 of Parcel Map No.29132, located in the City of Temecula, Riverside County will be responsible for the installation, and operation and maintenance of all BMPs until such time that the site is transferre to a new owner. Owner's Signature Date Don Parker, President Owner's Printed Name PARKER 215, LLC 27989 Holland Road Menifee, CA 92584;1 (951)377-2125 Fax (951)246-9010 Contact: Don Parker, President PARKER 21.5, LLC Owner's or company Official's Title/Position A-24 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California l County of V 1 1/e On 1 — before me, Date Here insert Name and Title of the 6tticer personally appeared Don Parr-e- - -- Name(s) of Signar(s} who proved to me on the basis of satisfactory evidence to be the person* whose name(a) is/are-subscribed to the within instrument and acknowledged to me that he/s4e44" executed the same in his/heMheir authorized capacity(fe*, and that by his/herftheir signaturefs) on the a. KEI_LER instrument the person(s}; or the entity upon behalf of Commission 2027505 which the person(syacted, executed the instrument. Notary Public - Cklifornia zz Riverside County I certify under PENALTY OF PERJURY under the laws Comm. Expires Jun 6, 2017 of the State of California that the foregoing paragraph is true and correct. WITNESS my hyind d.gfficial eal. Signature Place Notary Seal Above Sipnatrro of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document:u`"1L(t Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Individual Corporate Officer — Title(s): Partner — ' Limited L General Attorney in Fact Trustee Top of thurio here Guardian or Conservator Other: Signer Is Representing: Signer's Name:... Individual Corporate Officer — Tille(s): T Partner — Limited ._-i General Attorney in Fact Trustee -..::.i Guardian or Conservator L- Other: Signer Is Representing: RIGHT TFIUMBPRIW OF SIGNER CXXXV WOW National Notary Association • 9350 De Soto Ave., PO. Box 2402 • Chatssxorth. CA 91313-2402 • www.NationalNotary.org Item #5907 Reorder; Cell Toll -Free 1-906-876-6827 Appendix A Conditions of Approval Planning Commission Resolution No PA12-0178 Dated: July 17, 2013 EXHIBIT A CITY OF TEMECULA DRAFT CONDITIONS OF APPROVAL Planning Application No.: PA12-0178 Project Description: Assessor's Parcel No. MSHCP Category: DIF Category: TUMF Category: Quimby Category: Approval Date: Expiration Date: PLANNING DEPARTMENT A Development Plan to construct a 29,211 square foot, two-story professional office building located on the west side of Avenida de Missiones, approximately 200 feet south of Temecula Parkway 961-290-002 Commercial Office Service Commercial/Office Exempt (non-residential project) July 17, 2013 July 17, 2015 Within 48 Hours of the Approval of This Project PL-1. The applicant/developer shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of Fifty Dollars ($50.00) for the County administrative fee, to enable the City to file the Notice of Exemption as provided under Public Resources Code Section 21152 and California Code of Regulations Section 15062. If within said 48-hour period the applicant/ developer has not delivered to the Planning Department the check as required above, the approval for the project granted shall be void by reason of failure of condition (Fish and Wildlife Code Section 711.4(c)). General Requirements PL-2. The applicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards, judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim, action, or proceeding to which this condition is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. PL-3. The permittee shall obtain City approval for any modifications or revisions to the approval of this project. PL-4. This approval shall be used within two years of the approval date; otherwise, it shall become null and void. By use is meant the beginning of substantial construction contemplated by this approval within the two year period, which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. PL-5. The Planning Director may, upon an application being filed prior to expiration, and for good cause, grant a time extension of up to 3 one-year extensions of time, one year at a time. PL-6. A separate building permit shall be required for all signage. PL-7. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. PL-8. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. PL-9. Other than stormwater, it is illegal to allow liquids, gels, powders, sediment, fertilizers, landscape debris, and waste from entering the storm drain system or from leaving the property. Spills and leaks must be cleaned up immediately. Do not wash, maintain, or repair vehicles onsite. Do not hose down parking areas, sidewalks, alleys, or gutters. Ensure that all materials and products stored outside are protected from rain. Ensure all trash bins are covered at all times. PL-10. The applicant shall paint a three-foot by three-foot section of the building for Planning Department inspection, prior to commencing painting of the building. PL-11. The applicant shall submit to the Planning Department for permanent filing two 8" X 10" glossy photographic color prints of the approved color and materials board and the colored architectural elevations. All labels on the color and materials board and Elevations shall be readable on the photographic prints. PL-12. The Conditions of Approval specified in this resolution, to the extent specific items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staff's prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent of that required by the Conditions of Approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal, the decision to the Planning Commission for its decision. MATERIAL Building Body (sprayed finish) Window trim, cornice anc Roof tile COLOR fine aggregate "Russian White" ICI Dulux # 20YY 68- building base Window frames and windows Wooden trellis, wooden rafter tails/eaves and wooden doors Wrought iron balcony elements Wall sconce Decorative Ceramic tile accents 102 "Song Porcelain" ICI Dulux # OONN 83- 000 US Tile — 60% "Old World Blend"/ 40% "Newport" Tinted "solarbronze" glass w/ bronze anodized aluminum window frames "Cottage Chocolate" ICI Black Black 6" x 6" Arizona Tile "Madrid Red" and "Madrid Brown" PL-13. Solid covered trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan PL-14. Parking for the project shall be shared across the site, including parking spaces in all lots that are a part of the project. If the project involves multiple lots, the applicant shall submit to the Planning Department a copy of a recorded Reciprocal Use Agreement, which provides for cross -lot access and parking across all lots. PL-15. The developer shall contact the City's franchised solid waste hauler for disposal of construction and demolition debris. Only the City's franchisee may haul demolition and construction debris. Prior to Issuance of Grading Permit(s) PL-16. Professional Archeological and Pechanga Tribal monitoring shall occur during all earthmoving activities in which grading depths below seven feet are encountered and during all utility trenching including storm drain, sewer and water. PL-17. Prior to issuance of grading permit, the Project Applicant shall retain a Riverside County qualified archaeological firm to monitor ground -disturbing activities. PL-18. Pechanga Tribal monitors shall be allowed to monitor all grading, excavation and groundbreaking activities as described in PL-16. Prior to issuance of grading permit, Project Applicant must submit a fully executed Cultural Resources Treatment and Monitoring Agreement, by and between the Pechanga Tribe the Project Applicant, and the landowner. The Agreement shall address the treatment of cultural resources on the Project property, the designation, responsibilities, and participation of Pechanga Tribal monitors during grading, excavation and ground disturbing activities; project grading and development scheduling; terms of compensation for the monitors; and treatment and final disposition of any cultural resources, sacred sites, and human remains discovered on the site. PL-19. Prior to issuance of grading permit, the Project Applicant shall file a grading plan with the City, and a copy to the Pechanga Tribe, which sets forth the plan and methodology for grading activities, including a timeline, locations and nature of grading, details concerning the observation of grading activities by the archaeological firm and the Pechanga Tribe. Said plan or methodology shall include the requirement for a qualified archaeological monitor and Pechanga Tribal monitor to be present and to have the authority to stop and redirect grading activities. At least seven business days prior to project grading, the Project Applicant shall contact the Pechanga Tribe to notify the Tribe of grading, excavation and the monitoring program/schedule, and to coordinate with the Tribe on the monitoring work schedule. In accordance with the Agreement required in PL-17, the archaeological monitor's authority to stop and redirect grading will be exercised in consultation with the Pechanga Tribe in order to evaluate the nature and significance of any archaeological resources discovered on the property. Such evaluation shall include culturally appropriate temporary and permanent treatment pursuant to the Cultural Resources Treatment and Monitoring Agreement, which may include avoidance of cultural resources, in -place preservation and/or re -burial on Project property so they are not subject to further disturbance in perpetuity. Any reburial shall occur at a location predetermined between the landowner and Pechanga, details of which to be addressed in the Cultural Resources Treatment and Monitoring Agreement in PL-18. PL-20. If human remains are encountered, California Health and Safety Code Section 7050.5 states that no further disturbance shall occur in the vicinity of the find(s) until the Riverside County Coroner has made the necessary findings as to origin. Further, pursuant to California Public Resources Code Section 5097.98(b) remains shall be left in place and free from disturbance until a final decision as to the treatment and disposition has been made. If the Riverside County Coroner determines the remains to be Native American, the Native American Heritage Commission must be contacted within 24 hours. The Native American Heritage Commission must then identify the "most likely descendant(s)", which parties agree will likely be the Pechanga Band based upon the Tribe's ancestral ties to the area and previous designation as MLD on projects in the geographic vicinity. The landowner shall engage in consultations with the most likely descendant (MLD). The MILD will make recommendations concerning the treatment of the remains within 48 hours as provided in Public Resources Code 5097.98 and the Treatment Agreement described in PL-18. PL-21. The landowner shall relinquish ownership of all cultural resources, including sacred items, burial goods and all archaeological artifacts that are found on the project area to the Pechanga Tribe for proper treatment and disposition pursuant to the Agreement required in PL-18. PL-22. All sacred areas, should they be encountered within the project area, shall be avoided and preserved. PL-23. It is understood by the Applicant, the City and the Tribe that this Project area is located in the vicinity of and possibly contains components of a culturally significant Pechanga/Luiseno village, known as Yamiinga and/or associated cultural properties, including a Traditional Cultural Property (TCP). The Project area and TCP contain not only archaeological components, but also resources with cultural values, including, but not limited to ceremonial components. If inadvertent discoveries of subsurface archaeological or cultural resources are discovered during grading, the Developer, the project archaeologist, and the Tribe shall assess the significance of such resources and shall meet and confer regarding the mitigation for such resources, which may include avoidance of cultural resources, in -place preservation and/or re -burial on Project property so they are not subject to further disturbance in perpetuity. Any reburial shall occur at a location predetermined between the landowner and Pechanga, details of which to be addressed in the Cultural Resources Treatment and Monitoring Agreement in PL-18. Pursuant to Calif. Pub. Res. Code § 21083.2(b) avoidance is the preferred method of preservation for archaeological resources and cultural resources. If the landowner and the Tribe cannot agree on the significance or the mitigation for the archaeological or cultural resources, these issues will be presented to the City Planning Director for decision. The City Planning Director shall make the determination based on the provisions of the California Environmental Quality Act with respect to archaeological resources and shall take into account the cultural and religious principles and practices of the Tribe. Notwithstanding any other rights available under the law, the decision of the City Planning Director shall be appealable to the City Planning Commission and/or City Council. PL-24. Provide the Planning Department with a copy of the underground water plans and electrical plans for verification of proper placement of transformer(s) and double detector check prior to final agreement with the utility companies. PL-25. Double detector check valves shall be installed at locations that minimize their visibility from the public right-of-way, subject to review and approval by the Planning Director. PL-26. The following shall be included in the Notes Section of the Grading Plan: "If at any time during excavation/construction of the site, archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of cultural or archaeological resource are discovered, the property owner shall immediately advise the City of such and the City shall cause all further excavation or other disturbance of the affected area to immediately cease. The Planning Director at his/her sole discretion may require the property owner to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/ cultural resource, the Planning Director shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Planning Director shall notify the property owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Planning Director." Prior to Issuance of Building Permit(s) PL-27. The applicant shall submit a photometric plan, including the parking lot to the Planning Department, which meets the requirements of the Development Code and the Palomar Lighting Ordinance. The parking lot light standards shall be placed in such a way as to not adversely impact the growth potential of the parking lot trees. PL-28. All downspouts shall be internalized. PL-29. Building Construction Plans shall include detailed outdoor areas (including but not limited to trellises, decorative furniture, fountains, hardscape (choose or add to as appropriate) to match the style of the building subject to the approval of the Planning Director. PL-30. The developer shall provide the Planning Department verification of arrangements made with the City's franchise solid waste hauler for disposal of construction and demolition debris. PL-31. Prior to the first building permit or installation of additional streetlights, whichever occurs first, the developer shall complete the Public Works application, submit an approved Edison Streetlight Plan, and pay the advanced energy fees. Prior to Release of Power, Building Occupancy or Any Use Allowed by This Permit PL-32. The applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of- ways. If upon final inspection it is determined that any mechanical equipment, roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening reviewed and approved by the Planning Director. PL-33. All required landscape planting and irrigation shall have been installed consistent with the approved construction plans and shall be in a condition acceptable to the Planning Director. The plants shall be healthy and free of weeds, disease, or pests. The irrigation system shall be properly constructed and in good working order. PL-34. Performance securities, in amounts to be determined by the Planning Director, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final Certificate of Occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Planning Director, the bond shall be released upon request by the applicant. PL-35. Each parking space reserved for the handicapped shall be identified by a permanently affixed reflectorized sign constructed of porcelain on steel, beaded text or equal, displaying the International Symbol of Accessibility. The sign shall not be smaller than 70 square inches in area and shall be centered at the interior end of the parking space at a minimum height of 80 inches from the bottom of the sign to the parking space finished grade, or centered at a minimum height of 36 inches from the parking space finished grade, ground, or sidewalk. A sign shall also be posted in a conspicuous place, at each entrance to the off-street parking facility, not less than 17 inches by 22 inches, clearly and conspicuously stating the following: "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed by telephoning (951) 696-3000." PL-36. In addition to the above requirements, the surface of each parking place shall have a surface identification sign duplicating the Symbol of Accessibility in blue paint of at least three square feet in size. PL-37. All site improvements including but not limited to parking areas and striping shall be installed. PL-38. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. BUILDING AND SAFETY DIVISION General Conditions/information B-1. All design components shall comply with applicable provisions of the 2010 edition of the California Building, Plumbing and Mechanical Codes; 2010 California Electrical Code; California Administrative Code,2010 California Energy Codes, 2010 California Green building Standards, California Title 24 Disabled Access Regulations, Temecula Municipal Code. B-2. 2010 California Green Building Standards Provide 10% Voluntary Measures on project. B-3. Provide van accessible parking located as close as possible to the main entry B-4. Show path of accessibility from parking to furthest point of improvement B-5. Show path of travel from public right way to all public areas on site ( club house, trash enclose tot lots and picnic areas B-6. Submit at time of plan review, a complete exterior site lighting plan showing compliance with Ordinance Number 655 for the regulation of light pollution. All streetlights and other outdoor lighting shall be shown on electrical plans submitted to the Division of Building and Safety. Any outside lighting shall be hooded and aimed not to shine directly upon adjoining property or public rights -of -way. B-7. Trash enclosures, patio covers, light standards, and any block walls will require separate approvals and permits. B-8. Project to comply with the City of Temecula shell building policy. FIRE PREVENTION General Requirements F-1. Final fire and life safety conditions will be addressed when building plans are reviewed by the Fire Prevention. These conditions will be based on occupancy, use, the California Building Code (CBC), California Fire Code (CFC), and related codes which are in force at the time of building plan submittal. F-2. Fire Prevention is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix B. The developer shall provide for this project, a water system capable of delivering 4000 GPM at 20-PSI residual operating pressure for a 4-hour duration (CFC Appendix B and Temecula City Ordinance 15.16.020). F-3. Fire Prevention is required to set minimum fire hydrant distances per CFC Appendix C. A combination of on -site and offsite 6" x 4" x 2-2 Yz' outlets on a looped system shall be located on fire access roads and adjacent to public streets. Hydrants shall be spaced at 350 feet apart, at each intersection and shall be located no more than 210 feet from any point on the street or Fire Department access road(s) frontage to a hydrant. The required fire flow shall be available from any adjacent hydrants in the system (CFC Appendix C and Temecula City Ordinance 15.16.020). F-4. As required by the California Fire Code, when any portion of the facility or building hereafter constructed or moved into or within the jurisdiction is more than 400 feet from a hydrant on a fire apparatus road, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains shall be provided where required by the fire code official (CFC Chapter 5). Prior to Issuance of Grading Permit(s) F-5. Fire apparatus access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be with a surface to provide all-weather driving capabilities. Access roads shall be 80,000 lbs. GVW with a minimum of AC thickness of .25 feet. In accordance with Section 1410.1, prior to building construction, all locations where structures are to be built shall have fire apparatus access roads (CFC Chapter 5 and City Ordinance 15.16.020). F-6. Fire Department vehicle access roads shall have an unobstructed width of not less than 24 feet and an unobstructed vertical clearance of not less than 13 feet 6 inches (CFC Chapter 5 and City Ordinance 15.16.020). F-7. The gradient for fire apparatus access roads shall not exceed 15 percent (CFC Chapter 5 and City Ordinance 15.16.020). F-8. Dead end roadways and streets in excess of 150 feet which have not been completed shall have a turnaround capable of accommodating fire apparatus (CFC Chapter 5 and City Ordinance 15,16.020). Prior to Issuance of Building Permit(s) F-9. The developer shall furnish three copies of the water system plans to Fire Prevention for approval prior to installation for all private water systems pertaining to the fire service loop. Plans shall be signed by a registered civil engineer, contain a Fire Prevention approval signature block, and conform to hydrant type, location, spacing and minimum fire flow standards. Hydraulic calculations will be required with the underground submittal to ensure fire flow requirements are being met for the on -site hydrants. The plans must be submitted and approved prior to building permit being issued (CFC Chapter 14 and Chapter 5). F-10. Fire sprinkler plans shall be submitted to Fire Prevention for approval. Three sets of sprinkler plans must be submitted by the installing contractor to Fire Prevention. These plans must be submitted prior to the issuance of building permit. F-11. Fire alarm plans shall be submitted to Fire Prevention for approval. Three sets of alarm plans must be submitted by the installing contractor to Fire Prevention. The fire alarm system is required to have a dedicated circuit from the house panel. These plans must be submitted prior to the issuance of building permit. Prior to Issuance of Certificate of Occupancy F-12. Hydrant locations shall be identified by the installation of reflective markers (blue dots) (City Ordinance 15.16.020). F-13. New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Commercial, multi -family residential and industrial buildings shall have a minimum of 12-inch numbers with suite numbers being a minimum of six inches in size. All suites shall have a minimum of 6-inch high letters and/or numbers on both the front and rear doors. Single family residences and multi -family residential units shall have 4-inch letters and/or numbers, as approved by Fire Prevention (CFC Chapter 5 and City Ordinance 15.16.020). F-14. A "Knox -Box" shall be provided. The Knox -Box shall be installed a minimum of six feet in height and be located to the right side of the fire riser sprinkler room (CFC Chapter 5). F-15. The applicant shall prepare and submit to the Fire Prevention for approval, a site plan designating fire lanes with appropriate lane painting and/or signs (CFC Chapter 5). F-16. A simple plot plan and a simple floor plan, each as an electronic file of the .DWG format, must be submitted to Fire Prevention. Contact Fire Prevention for approval of alternative file formats which may be acceptable. POLICE DEPARTMENT General Requirements PD-1. Applicant shall ensure any landscaping surrounding buildings is kept at a height of no more than three feet or below the ground floor window sills. Plants, hedges and shrubbery shall be defensible plants to prevent would-be intruders from breaking into the buildings utilizing lower level windows. PD-2. Applicant shall ensure any trees surrounding building rooftops be kept at a distance to prevent roof accessibility by "would-be burglars." Since trees also act as a natural ladder, the branches must be pruned to have a six-foot clearance from the buildings. PD-3. Any berms shall not exceed three feet in height. PD-4. Applicant must comply with the standards of Title 24 Part 6, of the California Code of Regulations. PD-5. All parking lot lighting shall be energy saving and minimized after hours of darkness and in compliance with Title 24, Part 6, of the California Code of Regulations. PD-6. All exterior lighting shall be in compliance with Riverside County Mount Palomar Lighting Ordinance 655, low pressure sodium lighting preferred. PD-7. All exterior doorways shall be illuminated with a minimum of one foot candle illumination at ground level, evenly dispersed. PD-8. All lighting affixed to the exterior of buildings shall be vandal resistant if mounted less than 8 feet from the ground. PD-9. All doors, windows, locking mechanisms, hinges, and other miscellaneous hardware shall be commercial or institution grade. PD-10. Any graffiti painted or marked upon the buildings must be removed or painted over within 24 hours of being discovered. Report all such crimes to the Temecula Police 24-hour dispatch Center at (951) 696-HELP. PD-11. Upon completion of construction, each building or business shall have an alarm system that is monitored by a designated private alarm company to notify the Temecula Police Department of any intrusion. All multi -tenant offices/suites/businesses located within a specific building shall each have their own alarm system. This condition is not applicable if the business is opened 24/7. PD-12. Any roof hatches shall be painted "International Orange." PD-13. Any public telephones located on the exterior of the buildings shall be placed in a well -lit, highly visible area, and installed with a "call -out only' feature to deter loitering. This feature is not required for public telephones installed within the interior of the buildings. PD-14. All disabled parking stalls on the premises shall be marked in accordance with Section 22511.8 of the California Vehicle Code. PD-15. Employee training regarding credit cards, theft, citizens' arrest procedures, personal safety, business security or any other related crime prevention subject is available free of charge through the Crime Prevention Unit. To schedule an appointment call (951) 506-5132. PD-16. The Temecula Police Department affords all retailers the opportunity to participate in the "Inkless Ink Program." At a minimal cost for inkless inkpads, retailers can take a thumbprint of every customer using a personal check to pay for services. A decal is also posted on the front entry of the business advising customers of the "Inkless Ink Program" in use. If the business becomes a victim of check fraud, the Police Department will be able to track the suspect with the thumbprint. PD-17. Crime prevention through environmental design as developed by the National Crime Prevention Institute (NCPI) supports the concept that "the proper design and effective use of the built environment can lead to a reduction in the fear and incidence of crime and an improvement in the quality of life." The nine primary strategies that support this concept are included below: a. Provide clear border definition of controlled space. Examples of border definition may include fences, shrubbery or signs in exterior areas. Within a building, the arrangement of furniture and color definition can serve as a means of identifying controlled space. b. Provide clearly marked transitional zones. Persons need to be able to identify when they are moving from public to semi-public to private space. c. Gathering or congregating areas to be located or designated in locations where there is good surveillance and access control. d. Place safe activities in unsafe locations. Safe activities attract normal users to a location and subsequently render the location less attractive to abnormal users due to observation and possible intervention. e. Place unsafe activities in safe locations. Placing unsafe activities in areas of natural surveillance or controlled access will help overcome risk and make the users of the areas feel safer. f. Redesign the use of space to provide natural barriers. Separate activities that may conflict with each other (outdoor basketball court and children's play area, for example) by distance, natural terrain or other functions to avoid such conflict. g. Improve scheduling of space. The timing in the use of space can reduce the risk for normal users and cause abnormal users to be of greater risk of surveillance and intervention. h. Redesign space to increase the perception of natural surveillance. Abnormal users need to be award of the risk of detection and possible intervention. Windows and clear lines -of -sight serve to provide such a perception of surveillance. i. Overcome distance and isolation. This strategy may be accomplished through improved communications (portable two-way radios, for example) and design efficiencies, such as the location of restrooms in a public building. PD-18. The Crime Prevention and Plans Unit of the Temecula Police Department offers free business security surveys, to schedule an appointment contact the unit at (951) 506- 5132. PD-19. Any questions regarding these conditions should be directed to the Temecula Police Department Crime Prevention and Plans Unit at (951) 506-5132. PUBLIC WORKS DEPARTMENT General Requirements PW-1. Unless otherwise noted, all conditions shall be completed by the developer at no cost to any Government Agency. It is understood that the developer correctly shows on the site plan all existing and proposed property lines, easements, traveled ways, improvement constraints and drainage courses, and their omission may require the project to be resubmitted for further review and revision. PW-2. A Grading Permit for precise grading, including all on -site flat work and improvements, shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City -maintained street right-of- way. PW-3. An Encroachment Permit shall be obtained from the Department of Public Works prior to commencement of any construction within an existing or proposed City right- of-way. PW-4. A grading plan shall be coordinated for consistency with adjacent projects and existing improvements contiguous to the site and shall be submitted on standard 24" x 36" City of Temecula mylars. PW-5. The project shall include construction -phase pollution prevention controls into the design of the project to prevent non -permitted runoff from discharging off site or entering any storm water conveyance system or receiving water during all field - related activities. PW-6. A conceptually -accepted Water Quality Management Plan (WQMP) must be submitted to the Department of Public Works as part of the initial grading plan submittal package. Permanent landscape and irrigation plans shall be consistent with the accepted WQMP. PW-7. All onsite drainage and water quality facilities shall be privately maintained. Prior to Issuance of Grading Permit(s) PW-8. The WQMP must receive final acceptance by the Department of Public Works. PW-9. The project shall submit a completed WQMP Operation and Maintenance (O&M) Agreement that must include the owner's notarized signature, proof of recordation with the County Recorder's Office, and all maintenance procedures for each of the structural treatment control Best Management Practices (BMPs) outlined in the WQMP. PW-10. A grading plan shall be prepared by a registered civil engineer in accordance with City of Temecula standards, and shall be reviewed and approved by the Department of Public Works prior to the commencement of grading. The grading plan shall include all necessary erosion control measures needed to adequately protect the site (public and private) and adjoining properties from damage due to erosion. PW-11. The developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works in accordance with the Construction, Grading and Encroachment Ordinance Section 18.24.140. PW-12. A Soils Report shall be prepared by a registered soil or civil engineer and submitted to the Department of Public Works with the initial grading plan check. The report shall address all soil conditions of the site, and provide recommendations for the construction of engineered structures and pavement sections. PW-13. A Geological Report shall be prepared by a qualified engineer or geologist and submitted to the Department of Public Works with the initial grading plan check. The report shall address special study zones and the geological conditions of the site, and shall provide recommendations to mitigate the impact of ground shaking and liquefaction. PW-14. The developer shall have a Drainage Study prepared by a registered civil engineer in accordance with City Standards identifying storm water runoff expected from this site and upstream of this site. The study shall identify all existing or proposed public or private drainage facilities intended to discharge this runoff. The study shall also analyze and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the developer. PW-15. Construction -phase pollution prevention shall be consistent with the Temecula Municipal Code Chapter 18.15 and associated technical manual and the City's standard notes for Erosion and Sediment Control. PW-16. The project shall demonstrate coverage under the State NPDES General Permit for Construction Activities by providing a copy of the Waste Discharge Identification number (WDID) issued by the State Water Resources Control Board (SWRCB), the project's Risk Level (RL) determination number, and name, contact information, and certification number of the Qualified SWPPP Developer (QSD). A Stormwater Pollution Prevention Plan (SWPPP) shall be available at the site throughout the duration of construction activities. PW-17. As deemed necessary by the Department of Public Works, the developer shall receive written clearance from the Planning Department, or other affected agencies. PW-18. The developer shall comply with all constraints which may be shown upon an Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the subject property. PW-19. Permanent landscape and irrigation plans shall be submitted to the Planning Department for review and approval. PW-20. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that ordinance or by providing documented evidence that the fees have already been paid. PW-21. The developer shall obtain letters of approval for any off site work performed on adjoining properties. The letters shall be in format as directed by the Department of Public Works. Prior to Issuance of a Building Permit PW-22. Plans shall conform to applicable City of Temecula Standards subject to approval by the Department of Public Works. The following design criteria shall be observed: a. Landscaping shall be limited in the corner cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. PW-23. A construction area Traffic Control Plan shall be designed by a registered civil or traffic engineer and reviewed by the Department of Public Works for any street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. PW-24. The building pad shall be certified to have been substantially constructed in accordance with the approved Precise Grading Plan by a registered civil engineer, and the soil engineer shall issue a Final Soil Report addressing compaction and site conditions. PW-25. The developer shall obtain an easement for ingress and egress over the adjacent property. PW-26. The developer shall pay to the City the Public Facilities Development Impact Fee as required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.06. PW-27. The developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.08. Prior to Issuance of Certificate of Occupancy PW-28. The project shall demonstrate that all of the structural water quality facilities outlined in the WQMP have been constructed and installed in conformance with approved plans and are ready for immediate implementation. PW-29. As deemed necessary by the Department of Public Works the developer shall receive written clearance from Rancho California Water District, Eastern Municipal Water District, or other affected agencies. PW-M The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Department of Public Works. PW-31. All necessary certifications and clearances from engineers, utility companies and public agencies shall be submitted as required by the Department of Public Works. Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map �A � � ':-�• 7dY, pz' 1ti ,E - r`?,% y.��lY,-:- ti O * y�{1 � . ;� O' ACU/ 1` . - • Y • _., 1. . � � �JN ^I yS �'�1 �4r :_i� g� � ;1. � - 1'. =0��0 •-i 411�t O. D3 ]aft 1 �o � � SZ � � I f"�r'c P �+I �, 4, •'-, �i Erna •'�! 4 � , - ;.� 9`C4 O� I •��*a y�r� s ao RECEIVING WATER MAP 7 1 D N A lwr 4A,r .. ..,,t ••hh�� JLLJ mr'/Y . i .: "4....,.,R 4�5 J I 1 if n W --+i-refit •,w �,,":-CAMP.. - �_r,� ., ^r' RENOLESON �Y•F r s, e^ , � _ •.iMl'V„ i >I - - _ ..o-..�M�y'... i n1- �Z I 1 MJIN �1 +' - -t", "w:+ "�•_, S AB E R�IZ. A R iJ l N.A '1 1 4 N A L FYO R E S 1 1 I.n.- v•• T -� - - ��vA \� '1 '„..,%. `r- ' - .. �� _ �!• Mil, t.V4irOr�1'` - ".M' "If „aN,Illµ ao 1 wevwiF `�4 fL Yk4 -M g^�1'14 FO�(L51 i Gm. j k Y I:.Y I v.1gx , RYAIORY� - U 'l1.� 5rl d� Mr • '� ., "11 cla!rn'�o yam `, y • T{ [ eml 'Ile _' F I� /:r T !,77 - - - - - - - - - - - LU p WATER QUALITY MANAGEMENT PLAN WALK 0 Qz O � Gzjz� C WQMP INFILTRATION SWALE PER DETAIL A PACEL LLA NO. INST. NO. 3 REC'D 1l —. O.R. RIV. CO. SECTION OA NTS SCALE: 1" = 20' J a �EX. GROUND 23.02' EXIST. n 8.55' LANDSCAPE SLOPE ail LANDSCAPE II 1 wll 2•� i i WQMP INFILTRA SWALE PER DE 0 A 16, Irl PARKING STALL EXIST. SIDEWALK U lLl PARKER MEDICAL CENTER PARCEL 2, PARCEL MAP 29132 PA12-0178 3 5' AVENIDA DE MISSIONS Z ADA RI Es m SEX GROUND SECTION NTS 24' DRIVEWAY - - - - EX. GROUND ----------��---- --------------- SECTION OD NTS 5.5' 7.5' 16' 15' EX"DRIVEWAY PLANTER __j C U � W U 2q 1.57 SECTION NTS 7.5' 5' PAR ALL Lu SIDEWALK LANDS_... _ U mcn m — — — — — — — — — — — — — v--1.5Z- %--2.6-- ----- 16' KING ST ol F � rf4Oo,, a i \. a R • 1 Few•]•«' •- a a Jc. �--RITE F r VICINITY MAP FF FINISHED FLOOR ELEVATION FS FINISHED SURFACE HP HIGH POINT CF CURB FACE FL FLOW LINE TC TOP OF CURB PE PAD ELEVATION ETATION N _CH LAYER CORA TI ?OCK S� ONG DES VEGETATION MULCH LAY 4:1 IMPERVIOUS FABRIC ALONG TRENCH SIDES \_6" NON -COMPACTED SAND LAYER INFILTRATION SWALE DETAIL —A NOT TO SCALE LAND USE SF AC HARDSCAPE AREA 5,579 SF 0.13 AC PAVEMENT AREA 23,415 SF 0.54 AC BUILDING ROOF AREA 14,787 SF 0.34 AC DUS AREA 43,781 SF 1.01 AC LANDSCAPE 14,084 SF 0.32 AC DISTURBED AREA 58,080 SF 1.33 AC LEGAL DESCRIPTION WQMP LEGEND LANDSCAPE AREA BUILDING STRUCTURE PAVEMENT 0 CONC. HARDSCAPE WQMP INFILTRATION SWALE jjiim-ii� �Jii�� DRAINAGE BOUNDARY FLOW DIRECTION ® ROOF DRAIN LOCATION Q10=1.41cfs 100 YEAR STORM RUNOFF Q100=2.07Cfs 10 YEAR STORM RUNOFF ODISCHARGE POINT PARCEL 2 OF PARCEL MAP 29132 AS PER MAP FILED IN BOOK 199, PAGES 78 THROUGH 80, INCLUSIVE, OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY HLCivil En_aineerina 39281 VIA CADIZ MURRIETA CA 92863 (961) 640-0967 ASSESSOR'S PARCEL NUMBERS 961-290-002 SITE ADDRESS 44605 AVENIDA DE MISSIONS FEMA MAPPED FLOODPLAIN PROPERTY SITE IS NOT LOCATED WITHIN MAPPED 100 YEAR SPECIAL FLOOD HAZARD AREA STATE WATER RESOURCES CONTROL BOARD PERMIT NO. WDID # 9 332368509 TOPO SOURCE AUGUST 2013 FIELD SURVEY BY DJI SURVEY INC. PROPERTY AREA 63,432 SF 1.46 AC APPLICANT PARKER 215, LLC 27989 HOLLAND ROAD MENIFEE, CA 92584 ATTN: DON PARKER, PRESIDENT TEL: (951) 377-2125 FAX. (951) 246-9010 Appendix C Supporting Detail Related to Hydraulic Conditions of Concern DRAINAGE REPORT PARKER MEDICAL CENTER PREPARED FOR: PARKER 215, LLC 27989 Holland Road Menifee, CA 92584 Attn: Don Parker (951) 377-2125 PREPARED BY: HLC CIVIL ENGINEERING 39281 Via Cadiz Murrieta, CA 92563 (951) 640-09571 October 10, 2013 Hector L. Correa, RCE 36306 Expire 6/30/14 HECTOR LUCIO CORREA No.363C6 CIVIL TABLE OF CONTENT PAGE INTRODUCTION I GENERAL LOCATION & DESCRIPTION I METHODOLOGIES I PRE -DEVELOPED CONDTIONS 2 POST -DEVELOPED CONDTIONS 3 PRE -DEVELOPED HYDROLOGY CALCULATIONS APPENDIX A POST -DEVELOPED HYDROLOGY CALCULATIONS APPENDIX B PRE -DEVELOPED HYDROLOGY MAP APPENDIX C POST -DEVELOPED HYDROLOGY MAP APPENDIX D INTRODUCTION Drainage design has been done in accordance with the Riverside County Flood Control and Water Conservation District Hydrology Manual (Reference 1). This report details existing conditions and developed conditions used in the analysis GENERAL LOCATION AND DESCRIPTION Location The site is Parcel 2 of Parcel Map No. 29132, and is located on Avenida de Missions in the City of Temecula, Riverside County, California. The total site acreage is approximately 1.48 acres. The site is bordered by existing commercial Credit Union Bank to the north (Parcel 1), an existing residential subdivision to the west, Avenida de Missions to the east, and existing Church Parking Lot (Parcel 3) to the south. Existing Site Description The site is currently a rough graded parcel (poor cover). The site drains to a low spot located just west of Avenida de Missions. Hydrologic Soils Group Map for Pechanga, the site is made up of Visalia fine sandy loam, which falls into hydrologic soil group B. The site is within the Santa Margarita major watershed. According to FEMA Community Panel Number 060742 0010 B revised August 28, 2008, the site lies outside of the Zone A 100 year delineated floodplain. METHODOLOGIES This drainage study has been designed in accordance with the Riverside County Flood Control and Water Conservation District Hydrology Manual. Due to the site being less than 300 acres in size, the Rational Method was used to quantify the peak runoff. The rational method and the unit hydrograph computations were performed using Civileadd/Civildesign Engineering Software Version 7.1. Intensity, runoff coefficients, and discharge were calculated at each node by the software, based on user input of rainfall, soil type, acreage, and land use parameters. The existing and developed 2-year, 10-year, and 100-year storm periods were studied in this report, for both the I hour and 24 hour return frequencies. Due to the site being less than 300 acres in size, the Rational Method was used to quantify the peak runoff. The rational method and the unit hydrograph computations were performed using Civilcadd/Civildesign Engineering Software Version 7.1. Intensity, runoff coefficients, and discharges were calculated at each node by the software, based on user input of rainfall, soil type, acreage, and land use parameters. The existing and developed 2-year, 10-year, and 100-year storm periods were studied in this report, for both the 1 hour and 24 hour return frequencies. PRE -DEVELOPED CONDTIONS The following is a brief description of each historic basin (Refer to Historic Drainage Exhibit and historic basin calculations located in Appendix B): Basin 111 [0.09 Acres]: Located in the northern portion of the site, Historic Basin HI is made up of half of the shared access drive that has been built as part of the exist commercial development. Runoff from this basin sheet flows to the east, via a drainage pan, towards a 24" x 24" water quality inlet. From there, runoff is piped to a curb outlet and drains into the curb and gutter of Avenida de Missiones. See table below for Basin Hl drainage flows. Basin 1-12 [1.31 Acres]: Located in the central portion of the site, Historic Basin H2 is undeveloped land, consisting of dirt and stone. Runoff from this basin sheet flows to the east, to the curb and gutter of Avenida de Missiones. See table below for Basin H2 drainage flows. Basin H1 & H2 [1.40 Acres]: Consists of the entire site east of the Temecula Creek Village Masonry and Stucco Screen Wall. This basin represents the routed runoff that, in the historic condition, is flowing down the curb and gutter of Avenida de Missiones at the southern property line. See table below for Basin Hl & H2 drainage flows. Basin H3 [0.08 Acres]: Located in the western portion of the site, Historic Basin H3 is landscaped, consisting of sparse grass and shrubs. Runoff from this basin sheet flows to the west, towards an existing residential subdivision. This basin will be left as existing due to the location of a Temecula Creek Village Masonry & Stucco Screen Wall, which leaves this portion of the site inaccessible. See table below for Basin H3 drainage flows. Below is a table summarizing all historic drainage basin flows: HISTORI C BASIN ID ACREAG E (ACRES) DESIGN POINT Q2 (cfs) Q10 (cfs) Q100 (cfs) 1-HR 24-HR* 1-HR 24-IIR* 1-11 24-HR* H1 0.09 2 0.160 - 0.248 - 0.368 H2 1.31 4 1.058 - 2.167 - 3.362 - H1 & H2 1.40 6 1.178 0.055 2.351 0.323 3.633 0.713 H3 0.08 7 0.120 0.003 0.224 0.024 0.342 0.052 * Note: 24-hour flows have been analyzed for Basin H1 & H2 and Basin H3 only. These two basins give the overall historic drainage flows leaving the site. 2 POST -DEVELOPED CONDTIONS The following is a brief description of each developed basin (Refer to Developed Drainage Exhibit and developed basin calculations located in Appendix C): Basin D1 [0.49 Acres]: Located in the northern portion of the site, Developed Basin D 1 consists of a portion of the proposed office building, a portion of the west parking area, the north parking area, and the southern half of the existing shared access drive. Runoff from this basin is captured in the curb and gutter of the west parking area, and conveyed to the existing drainage pan located along the southern side of the shared access drive. From there runoff flows east in the existing drainage pan to an existing 2' x 2' water quality inlet, where runoff is then piped to an existing curb outlet and out into the curb and gutter of Avenida do Missiones. See table below for Basin DI drainage flows. Basin D2 [0.42 Acres]: Located in the southwestern portion of the site, Developed Basin D2 consists of the southwestern portion of the proposed office building, a portion of the west parking area, and the southern grass Swale. Runoff from this basin is captured in the curb and gutter of the west parking area, and conveyed south to the southern grass Swale. From there, runoff flows east through the southern grass swale to a 3' x 2' water quality inlet, where runoff is then piped through an 8" pvc storm pipe to a curb outlet and out into the curb and gutter of Avenida de Missionies. See table below for Basin D2 drainage flows. Basin D3 [0.49 Acres]: Located in the eastern portion of the site, Developed Basin D3 consists of a portion of the proposed office building, the east parking area, and the eastern grass Swale. Runoff from this basin is captured in the eastern grass Swale and conveyed south to a 3' x T water quality inlet, where runoff is then piped through an 8" pvc storm pipe to a curb outlet and out into the curb and gutter of Avenida de Missiones. See table below for Basin D3 drainage flows. Basin D1, D2, & D3 [1.40 Acres]: Consists of the entire site east of the Temecula Creek Village Masonry and Stucco Screen Wall. This basin represents the routed runoff that, in the developed condition, is flowing down the curb and gutter of Avenida de Missiones at the southern property line. See table below for Basin D1, D2, & D3 drainage flows. Basin D4 [0.08 Acres]: Located in the western portion of the site, Developed Basin D4 is undeveloped land, consisting of sparse grass and shrubs (same as Historic Basin H3). Runoff from this basin sheet flows to the west, towards an existing residential subdivision. This basin will be left undeveloped due to the location of a Temecula Creek Village Masonry & Stucco Screen Wall. This basin has been left undeveloped due to the location of a Temecula Creek Village Masonry & Stucco Screen Wall, which leaves this portion of the site inaccessible. See table below for Basin D4 drainage flows. (Due to the fact that Basin D4 is being left undeveloped and in the same condition of Historic Basin 1-13, calculations have not been included. Refer to Historic Basin H3 calculations located in Appendix B.) Below is a table summarizing all developed drainage flows: HISTORIC BASIN ID ACREAGE (ACRES) DESIGN POINT Q2 (cfs) Q10 (cfs) Q100 (cfs) 1-HR 24-HR* 1-HR 24-HR* 1-HR 24-IIR* Dl 0.49 2 0.793 1.226 1.824 D2 0.42 5 0.706 1.092 1.624 D3 0.49 7 0.876 1.354 - 2.013 - D1,D2, &D3 1.40 8 1.953 0.221 3.058 0.543 4.603 0.938 D4 0.08 10 0.120 0.003 0.224 0.024 0.342 0.052 Note: 24-hour flows have been analyzed for Basin DI, D2, & D3 and Basin D4 only. These two basins give the overall developed drainage flows leaving the site. CONCLUSIONS The Parker Medical Center development, in both historic and developed conditions, drains as two basins. Basins H1 and DI are draining to the curb and gutter along Avenida de Missiones, where the flows are then conveyed south via the curb and gutter to a wash located at the end of Avenida de Missiones. The amount of flow increase in the 100-year stone event from historic to developed is equal to 0.90 cfs. Therefore, no detention has been provided for this basin. 4 APPENDIX A PRE -DEVELOPED HYDROLOGY CALCULATIONS Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational hydrology Study Date: 01/04/08 File: 6011overall. out GATEWAY PLAZA HISTORIC DRAINAGE BASINS H1 & H2 PRE -DEVELOPMENT CONDITIONS 2YR - 1HR FLOWRATE ********x Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 4099 -------__._-_ ------------------ --------------------------------- Rational Method Hydrology Program based on Riverside County flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity -duration curves data (Plate D-4.1) For the f Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 1..000 to Point/Station 2.000 **** INITIAL AREA EVALUATION *^** BASIN H1 Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = L047.000(Pt.) Bottom (of initial area) elevation = 1041.620(Ft. Difference in elevation = 5.380(Ft.) Slope = 0.02110 s(percent)= 2.11 TC = k(0.300)*I(l.engeh^3)/(elevation change)]^0.2 Init.i.al area time of concentration = 5.9SS min. Rainfall. intensity = 2.089(In/Hr) for a. 2 COMMERCIAL subarea type Runoff Coeff:i.cient = 0.852 Decimal fraction soil group A = 0.000 0 year storm Decimal fraction soil group 8 = 2.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 RI index for soil(AMC 1) = 36.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.160(CFS) Total initial stream area = 0.090(Ac,) Pervious area fraction = 0.100 -f�;.}++}+1-+}++++++++4+1}++++}.4+++++++}++i+}+++}+i++++++}+}++++}++++i+++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***H Upstream point/station elevation = 1040.950(F't.) Downstream point/station el.evation = 1040.840(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = i Required pipe flow = 0.160(CFS) Given pipe size = 8.00(in.) Calculated individual pipe flow = 0.160(CFS) Normal flow depth in pipe = 2.65(In.) Flow top width inside pipe = 7.53(ln.) Critical Depth = 2.20(In.) Pipe flow velocity = 1.59(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 6.32 min. }}++}}+++++++}H+441++}++++++++++++4+++}+++++F++++++♦}++}++++++++i.++++ Process from Point/Station 3.000 to Point/Station 4.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME +*** Depth of flow = 0,070(Ft.), Average velocity = 1.301(Ft/s) *****•* Irregular Channel Data *********** -------------------- --------------------------------------------- Information entered for subchannel number I : Point number 'X' coordinate 'Y' coordinate 1 0.00 0,50 2 0.00 0.00 3 2.00 0.02 Manning's 'N' friction factor = 0,013 Sub -Channel flow = 0.160(CFS) flow top width = 2.000(Ft.) velocity= 1.301(Ft/s) area = 0.123(Sq.Ft) Froude number = 0.924 Upstream point elevation = 1040.840(Ft,) Downstream point elevation = 1040.550(Ft,) Flow length = 52.000(Ft.) Travel time = 0.67 min. Time of concentration = 6.99 min. Depth of flow = 0.070(1°t.) Average velocity = 1.301(F't/s) 'Dotal irregular channel flow = 0.160(CFS) irregular channel normal depth above invert, elev. = 0.070(Ft.) Average velocity of channel(s) = 1.301(Ft/.$) +t+}}i'1'F1+t+4+++i++++}}+++++++++++++++i}+++1++++i+++i'+}++++++.++i'++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1. -- Stream flow area = 0.090(Ac.) Runoff from this stream = 0.160(CFS) Time of concentration = 6,99 min. Rainfall intensity = 1.913(In/Hr) {.++i4++++}+++++1-+++4i.+}++}}++++++++++++ F+++}++++++a.++i. i+++}++}+4++++++ -- Process from Point/Station 5.000 to Point/Station 4,000 **** INITIAL AREA EVALUATION **** BASIN H2 Initial area flow distance = 286.000(Ft.) Top (of initial area) elevation = 1045.020(Ft.) Bottom (of initial area) elevation = 1040.550(Ft.) Difference in elevation = 4.470(Ft.) Slope = 0,01552 s(percent)= 1.55 TC = k(0.530)*((length^3)/(elevation change))AO.2 Initial area time of concentration = 11.745 min. Rainfall intensity = 1.438(In/Hr) for a 2..0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0,562 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal. fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 60.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.058(CFS) Total initial stream area = 1.310(Ac.) Pervious area fraction = 1.000 ++.++++++}+++}+++++++}4+++++++}}+++++i++++.1 .+++++++++++++++4+'1 +}}++++++} Process from Point/Station 5.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.310(Ac,) Runoff from this stream = 1.058(CFS) Time of concentration = 11.74 min. Rainfall intensity = 1.438(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 0.3.60 6,99 1.91.3 2 1.058 11.'/4 1.438 Largest stream flow has longer time of concentration Qp = 1.058 + sum Of Qb Ia/Ib 0.1,60 * 0.752 = 0.120 Qp = 1.178 Total of 2 streams to confluence: Flow rates before confluence point: 0,160 1.058 Area of streams before confluence: 0.090 1.310 Results of confluence: Total flow rate = 1.178(CFS) Time of concentration = 11.745 min. Effective stream area after confluence = 1.400(Ac.) +++++++++++++++++.+++++++4++++T+++++1T+++++++++++++++i++++1++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** IRREGULAR CEANNEL FLOW TRAVEL TIME **** Depth of flow = 0.305(Ft:.), Average velocity = 2.658(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 2.00 0,17 Manning's 'N' friction factor = 0.013 ------------------------------------ .._________-___-__________-___ Sub -Channel flow = 1.178(CFS) flow top width = 2.000(Ft.) velocity= 2.658(F't/s) area = 0.443(Sq.Ft) Froude number = 0.995 upstream point elevation = 1040.550(Ft.) Downstream point, elevation = 1039.860(FL.) Flow length = 141.000(Ft.) Travel time = 0.88 min. Time of concentration = 12.63 min. Depth of. flow = 0.305(Ft.) Average velocity = 2.658(Ft/s) Total irregular channel flow = 1.178(CFS) Irregular channel. normal depth above invert elev. = 0.305(Ft.) Average velocity of channel(s) = 2.658(Ft/s) End of computations, total study area = 1.40 (Ac.) The following figures may be used for a unit hydrograph study of: the same area. Area averaged pervious area fracti.on(Ap) = 0.942 Area averaged RI index number = 76.6 Sq U n i t H y d r o g r a p h A n a l y s i s Copyright (C) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 01/05/08 File: 6011overallhi.s2242.out +i'+44+4+4+4++++i-+++1++++++44+++i'i'+4+++++'F+fA++++++++++++++4+++++++4+++++ -----------------------------------------_.__--__-_-_--_----._----____---- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4099 ----------------------------------------------------------------.-__.._ English (in -lb) Input Units Used English Rainfall Data (Inches) Input values Used English Units used in output format GATEWAY PLAZA HISTORIC BASINS H1 & H2 PRE -DEVELOPMENT CONDITION 2YR - 24HR FLOWRATE _...----------------.___-__--_ Drainage Area = 1.40(Ac,) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 1.40(Ac.) _ Mi. USER Entry of lag time in hours Lag time = 0.117 Hr. Lag time = 7.03 Min. 25% of lag time = 1.76 Min. 40% of lag time = 2.81 Min, Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)fl) Rainfall(In)[2) weighting[1"2) 1.40 2.00 2.80 100 YEAR Area rainfall data: Area(AC.)[].) Rainfall(In)[2] Weight.i.ng(112) 1.40 5.50 - 7.70 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.000(ln) Area Averaged 100-year Rainfall = 5.500(In) Point: rain (area averaged) = 2, 000(In) 0.002 Areal adjustment factor = 100.00 % Adjusted average point rain = 2.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 1.400 76.60 0.058 Total Area Entered = 1.40(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.,%) (In/Hr) (Dec.) (In/Hr) 76.6 58.9 0.481 0.058 0.456 1,000 0.456 Sum (F) = 0.456 Area averaged mean soil loss (F) (In/Hr) = 0,456 Minimum soil loss rate ((In/Hr)) = 0.228 (for 24 hour storm duration) Soil low loss rate (decimal) 0.854 -------------`-------------------------------------------------- U n i t H y d r O g r a p h VALLEY S-Curve Unit Hydrograph Data --------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) _ _____ Graph % (CFS) _______________ 1 0.083 71.104 10.908 0.154 2 0.167 142.207 40.667 0.574 3 0,250 213.311 22.770 0.321 4 0.333 284.414 8.911 0,126 5 0.417 355.518 5.417 0.076 6 0.500 426.621 3.573 0.050 7 0.583 497.7Z5 2.410 0.034 8 0.667 568.828 1.864 0,026 9 0.750 639.932 1,312 0.019 10 0,833 711.035 0.918 0.013 11 0.917 782,139 0,714 0.010 12 1.000 853.242 0.534 0.008 ------------------------------------------------------------------------ Sum = 100.000 Sum= 1.411 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.08 0.07 0,016 0.808 0.014 0.OD 2 0.17 0.07 0.016 0.805 0.014 0.00 3 0.25 0.07 0.016 0.802 0.014 0.00 4 0.33 0.10 0.024 0.799 0.020 0.00 S 0.42 0.10 0.024 0.796 0.020 0.00 6 0.50 0.10 0.024 0.793 0.020 0.00 7 0.58 0.10 0.024 0.790 0.020 0.00 8 0,617 0.10 0.024 0.786 0. 020 0.00 9 0.75 0.10 0.024 0.783 0.020 0.00 10 0.83 0.13 0.032 0.780 0.027 0.00 11 0.92 0.13 0,032 0. 7'77 0.027 0.00 12 1,00 0.13 0.032 0.774 0.027 0.00 13 1.08 0.10 0,024 0.771 0,020 0.00 14 1.17 0.10 0.024 0.768 0,020 0.00 1.5 1.25 0.10 0.024 0.765 0.020 0,00 16 1.33 0.10 0.024 0.762 0.020 0.00 17 1,42 0.10 0.024 0.759 0.020 0.00 18 1.50 0.10 0.024 0.756 0.020 0.00 19 1.58 0.10 0.024 0.753 0.020 0.00 20 1.67 0.10 0,024 0.750 0.020 0.00 21. 1.75 0.10 0.024 0.74'7 0.020 0.00 22 1.83 0.13 0.032 0.744 0.027 0.00 23 1.92 0.13 0.032 0.741 0,027 0.00 24 2.00 0.13 0.032 0.738 0,027 0.00 25 2.08 0.13 0.032 0,735 0.027 0.00 26 2.17 0.13 0.032 0,732 0,027 0.00 27 2.25 0.13 0.032 0.729 0.027 0.00 28 2.33 0.13 0.032 0,726 0,027 0.00 29 2.42 0.13 0.032 0.723 0.027 0.00 30 2.50 0113 0.032 0.720 0.027 0.00 31 2.58 0,17 0.040 0,717 0.034 0.01 32 2.67 0.17 0,040 0.714 0.034 0.01 33 2.75 0.17 0.040 0,711 0.034. 0.01 34 2.83 0,17 0,040 0,708 0,034 0.01 35 2.92 0117 0.040 0.705 0,034 0.01 36 3.00 0,17 0.040 0.702 0.034 0.01 37 3.08 0.17 0.040 0.700 0,034 0.01 38 3.17 0.17 0.040 0.697 0.034 0.01 39 3.25 0,17 0.040 0.694 0.034 0.01 40 3.33 0.17 0,040 0.691 0.034 0.01 41 3.42 0,17 0.040 0.688 0.034 0.01 42 3.50 0.17 0.040 0.685 0.034 0.01 43 3.58 0.17 0.040 0.682 0.034 0.01 44 3.67 0.17 0.040 0.679 0.034 0.01 45 3.75 0.17 0.040 0,676 0.034 0.01 46 3.83 0.20 0.048 0.674 0.041 0.01 47 3.92 0.20 0,048 0.671 0,041 0.01 48 4.00 0,20 0,048 0.668 0,041 0.01 49 4.08 0.20 0.048 0.665 0.041 0.01 50 4.17 0.20 0.048 0.662 0.041. 0.01 51 4.25 0.20 0,048 0-659 0,041 0.01 52 4.33 0.23 0.056 0.657 0.048 0.01. 53 4.42 0.23 0.056 0.654 0-048 0.01 54 4.50 0.23 0.056 0-651 0.048 0.01 55 4.58 0,23 0.056 0.648 0.048 0.01 56 4.67 0.23 0.056 0.645 0.048 0.01 5'7 4.75 0.23 0.056 0.643 0.048 0.01 58 4.83 0.27 0.064 0.640 0.055 0,01 59 4.92 0.27 0.064 0,637 0.055 0.01 60 5.00 0.27 0.064 0.634 0.055 0.01 61 5.08 0.20 0,048 0,632 0,041 0.01 62 5.17 0.20 0.048 0.629 0.041. 0,01 63 5.25 0.20 0.048 0.626 0,041 0.01 64 5.33 0.23 0.056 0.623 0.048 0.01 65 5,42 0.23 0.056 0.621 0.048 0.01 66 5.50 0.23 0.056 0.618 0.048 0,01 67 5.58 0.27 0.064 0.61.5 0,055 0,01 68 5,67 0.27 0.064 0.613 0.055 0.01 69 5.75 0.27 0,064 0.610 0.055 0.01 70 5.83 0.27 0.064 0,607 0.055 0.01, 71 5.92 0.27 0.064 0.604 0.055 0.01 72 6.00 0.27 0.064 0,602 0.055 0.01 73 6,08 0,30 0.072 0,599 0.061 0.01 74 6.17 0.30 0 072 0.596 0.061 0.01 '75 6.25 0.30 0.072 0,594 0.061 0.01 76 6.33 0.30 0.072 0.591 0.061 0.01 77 6.42 0.30 0.072 0,588 0.061 0.01 '78 6.50 0.30 0.072 0.586 0.061 0.01 79 6.58 0.33 0.080 0.583 0.068 0.01 - 80 6,67 0.33 0.080 0.581 0.068 0.01 81 6.75 0.33 0,080 0.578 0.068 0.01 82 6.83 0.33 0.080 0.575 0.068 0,01 83 6.92 0.33 0.080 0.573 0.068 0.01 84 7.00 0.33 0.080 0.570 0.068 0.01 85 7.08 0.33 0.080 0,568 0,068 0.01 86 7,1'1 0.33 0.080 0.565 0.068 0.01 87 '7.25 0.33 0.080 0,562 0.068 0.01 _ 88 7.33 0.37 0.088 0.560 0.0175 0,01 89 7.42 0.37 0.088 0.557 0.075 0.01 90 7.50 0.37 0.088 0.555 0.075 0.01 91 7.58 0.40 0.096 0.552 0.082 0.01 92 7.67 0.40 0.096 0.550 0,082 0.01 93 7.75 0.40 0.096 0.547 0.082 0.01 94 7.83 0.43 0.104 0.545 0.089 0.02 95 7,92 0.43 0.104 0.542 0,089 0.02 96 8.00 0.43 0.104 0.540 0.089 0.02 97 8.08 0.50 0.120 0.537 0.102 0.02 98 B.17 0.50 0,120 0.535 0.102 0.02 _ 99 8.25 0.50 0.120 0.532 0.102 0.02 100 8.33 0.50 0,120 0.530 0.102 0.02 101 8.42 0.50 0.120 0.527 0.102 0.02 102 8.50 0.50 0.120 0.525 0.102 0.02 103 8.58 0.53 0.128 0.522 0.109 0.02 104 8.67 0.53 0.128 0.520 0.109 0.02 105 8.75 0.53 0.128 0.517 0.109 0.02. 1.06 8.83 0.57 0,136 0,515 0.116 0.02 101) 8.92 0.5'7 D.136 0.512 0.116 0.02 108 9.00 0.57 0.136 0.510 0.116 0.02 109 9.08 0.63 0.152 0.508 0,130 0.02 110 9.17 0.63 0-152 0,505 0.130 0.02 111 9.25 0.63 0.152 0.503 0.130 0.02 112 9.33 0.67 0.160 0.500 0.137 0.02 113 9.42 0.67 0.160 0.498 0.137 0.02 114 9.50 0.67 0,160 0,496 0.137 0.02 115 9,58 0.70 0.168 0.493 0.143 0.02 126 9.67 0.70 0,168 0.491 0.143 0.02 117 9,75 0,70 0.168 0.488 0.143 0.02 118 9.83 0.73 0.3.176 0.486 0.150 0.03 119 9.92 0.73 0.176 0.484 0.150 0.03 120 10.00 0.73 0.176 0.481 0.150 0.03 _ 121 10.08 0,50 0.120 0.479 0.102 0,02 122 10.17 0.50 0.120 0.477 0.102 0.02 123 10.25 0.50 0.120 0,474 0.102 0.02 124 10.33 0.50 0.120 0.472 0.102 0.02 125 10.42 0,50 0.120 0.470 0. 3.02 0.02 3.26 10.50 0.50 0.120 0.468 0.102 0.02 127 10.58 0.67 0.160 0,465 0.137 0.02 128 3.0.67 0.67 0.160 0,463 0.3.37 0.02 129 10.75 0.67 0. 160 0.461 0.13') 0.02 130 10.83 0.67 0.160 0.459 0.137 0.02 131 10.92 0.67 0.160 0,456 0.137 0,02 132 11.00 0,67 0.160 0.454 0.137 0.02 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7,1 Rational hydrology Study Date: 01/04/08 F.ile:6011overall.out GATEWAY PLAZA HISTORIC DRAINAGE BASINS H1 & H2 PRE -DEVELOPMENT CONDITIONS 1OYR - 1HR FLOWRATE •******** Hydrology study Control Information *****r * English (in -lb) units used in input data file ------------------------------------------------- .._------_._--____---____ Program License Serial Number 4099 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the ( Murri.eta,Tmc,Rnch Callorco area used. 10 year storm 10 minute intensity = 2,360(in/Hr) 10 year storm 60 minute intensity = 0. 880 (In/lfr) 100 year storm 10 minute intensity = 3.480(in/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1. hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 .1,++++++++++i'A+++a-{.+++++i'+++++++++++.+{..F+++}++++++++'I.i A+i'++i'+++'F+++ 4+ Process from Point/Station 1.000 to Point/Station 2.000 **"* INITIAL AREA EVALUATION **** BASIN H1 I niCial area flow distance = 255.000(ft.) Top (of initial area) elevation = 1047.000(ft.) Bottom (of initial area) elevation = 1047..620(Ft .) Difference in elevation = 5,380(Ft.) Slope = 0.02110 s(percent)= 2.11 7'C = J<(0.300)*[(lengthA3)/(elevation change) ]A0.2 Initial. area time of concentration = 5-955 min. Rainfall intensity = 3.1.35(ln/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient: = 0.877 Decimal fraction soil group A = 0,000 Decimal fraction soil group a = 1..000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 0.000 RI index for soil(AMC 2) n 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.248(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.100 +i+++++i}t+++}++.F}+}.I++i++}}+i+++++{++++++}}+}+++++++}i-+}+}+++}+}+}+++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.950(Ft.) Downstream point/station elevation = 1040.840(Ft,) Pipe length - 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.248(CFS) Given pipe size = 8.00(ln.) Calculated individual. pipe flow = 0.248(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 7.89(In.) Critical Depth = 2.75(In.) Pipe flow velocity = 1.79(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 6,28 min. {++++++++++}}++++++++++++++++4+++++++{+i++++++++++++++++++4++++++4++++ Process from Point/Station 3.000 to Point/Station 4.000 **°* IRREGULAR CHANNEL, FLOW TRAVEL TIME **** Depth of flow = 0.089(Ft.), Average. velocity = 1.543(Ft/s) ******* Irregular Channel Data *********** —----------�------------------------------------------------------ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 2.00 0,02 Manning's 'N' friction factor = 0.013 Sub -Channel flow = 0.248(CFS) flow top width = 2.000(Ft.) velocity= 1.543(Ft/s) area = 0.160(Sq.Ft) Froude number = 0.960 Upstream point elevation = 1040.840(Ft.) Downstream point elevation = 1040.550(Ft.) Flow length = 52.000(Ft.) Travel time = 0.56 min - Time of concentration = 6.84 min. Depth of flow = 0.089(Ft.) Average velocity = 1.543(Ft/s) Total irregular channel flow = 0.248(CFS) Irregular channel normal depth above invert elev. = 0.089(Ft.) Average velocity of channel(s) --1.543(Ft/s) ++++i+++i++++++++++i1+++i-+1144-++++++}++}.1-+i+1+++++++i++++++++++4++iI-++ Process from Point/Station 3.000 to Point/Station 4.000 **°* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.248(C1'S) Time of concentration = 6.84 min. Rainfall intensity = 2.905(In/Hr) }}+}}+}i+++++++++i+++++++4+++++}+}}+4++++i++++++i.+++++-1-+i-+44+II+i+i+}} Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION BASIN HZ Initial area flow distance = 2.88.000(Ft.) Top (of initial area) elevation = 1045.020(Ft.) Bottom (of initial area) elevation = 1040.550(Ft.) Difference .in elevation = 4.470(Ft.) Slope = 0.01552 s(percent)= 1.55 TC = I<(0.530)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 11.745 min. Rainfall intensity = 2.1S8(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.766 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil. group C = 0.000 Decimal fracti.on soil group D = 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.167(CFS) Total initial stream area = 1.310(Ac.) Pervious area fraction = 1..000 ++++++++4-+}}+++++4++++1++i+i++++++++4iF++iI++++++iI+++++++++++i-14+i1++ Process from Point/Station 5.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.310(Ac.) Runoff from this stream = 2.16'7(CFS) Time of concentration = 11.74 min. Rainfall .intensity = 2.158(ln/Hr) Summary of stream data: Stream Flow rate TC Rai.afall. Intensity No. (CFS) (min) (In/11r) 1 0.248 6.84 2.905 2 2.167 11..74 2.158 Largest stream flow has longer time of concentration Qp = 2.167 + sum of Qb la/lb 0.248 ' 0.743 = 0.184 Qp = 2.351 Total of 2 streams to confluence: Flow rates before confluence point: 0.248 2.167 Area of streams before confluence: 0.090 1,310 Results of confluence: Total flow rate = 2.351(CFS) Time of concentration = 11.745 min. Effective stream area after confluence = 1.400(Ac.) ++++++++t++++++++4+++++++++44++++++i'++4+++++++++++++++1-++++++++++++++i Process from Point/Station 4.000 to Point/Station 6.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.426(Ft.), Average velocity = 3,434(Ft/s) *`****• Irregular Channel Data #****^**^** ---------------------------------------------- - -- - ----------.. information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 2.00 0,17 Manning's 'N' friction factor = 0.013 _________________________________________________________________ Sub -Channel flow = 2,351(CFS) flow top width = 2.000(Ft.) velocity= 3.434(Ft/s) area = 0.685(Sq.Ft) Froude number = 1.034 Upstream point elevation = 1040.550(Ft.) Downstream point elevation = 1039.860(Ft.) Flow length = 141.000(Ft.) Travel time = 0.68 min. Time of concentration = 12.43 min. Depth of. flow = 0.426(Ft,) Average velocity = 3.434(Ft/s) Total irregular channel flow = 2.351(CF5) Irregular channel normal depth above invert elev. = 0.426(Ft.) Average velocity of channel(s) = 3.434(Ft/s) End of computations, total study area = 1.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0,942 Area averaged RI index number = 76.6 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 01/04/08 File:601loverall.out GATEWAY PLAZA HISTORIC DRAINAGE BASINS H1 & H2 PRE -DEVELOPMENT CONDITIONS 100YR - 1HR FLOWRATE ***+**** Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 4099 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the I MUrrieta,Tmc,Rnch Callorco ] area used. SO year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour .intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++.+++++++i.+++++1.++++1++++++-+++++++++++++1.1+++++++i++++++++++++ Process from Point/Station 1.000 to Point/St.ation 2.000 **** INITIAL AREA EVALUATION **'* BASIN H1 Init,.al area flow di. stance = 25S.000(1-t ) Top (of initial area) elevation = 1047.000(Ft.) Bottom (of initial area) elevation = 1041.620(Ft.) Difference in elevation = 5.380(Ft.) Slope = 0, 02110 s(percent)= 2.11 TC = )((0.300)*((lenoth^3)/(elevation change)110.2 Initial area time of concentration = 5.955 mi.n. Rainfall. intensity = 4.632(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil croup 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0,100; Impervious fraction = 0.900 Initial. subarea runoff = 0.368(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++k++++++++++++++++++++++i.+++++++++++++4.+++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 "*"* PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 3.040.950(Ft.) Downstream point/station elevation = 1040.840(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.368(CFS) Given pipe size = 8.00(In.) Calculated individualpipe flow = 0.368(CFS) Normal flow depth in pipe = 4.21(In.) Flow top width inside pipe = 7.99(In.) Critical Depth = 3.38(In.) Pipe flow velocity = 1.98(Pt/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 6.25 min. ++++++++++++i.++++++++++++++++++++++++++++++++F++++++++++++++++++++i++++ Process from Point:/Station 3.000 to Point/Station 4.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.111(Ft.), Average velocity = 1.801(Ft/s) ******* Irregular Channel Data ********** -------------- .,__._____..--------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 2.00 0.02 Manning's 'N' friction factor = 0.013 Sub -Channel flow = 0.368(CFS) flow top width = 2.000(Ft.) velocity= 1.801(Ft/s) area = 0.205(Sq.Ft) Fronde number = 0.992 Upstream point elevation = 1040.840(Ft.) Downstream point elevation = 1040.550(Ft:.) Flow length = 52.000(Ft.) Travel time = 0.48 min. Time of concentration 6.73 min. Depth of flow = 0.111(Ft.) Average velocity = 1.801(Ft/s) Total irregular channel flow = 0.368(CFS) Irregular channel. normal depth above invert elev. = 0.111(F't.) Average velocity of channels) = 1.801(Ft/s) +++++I}++1.++4++++4+4+++++4++4+4F++}++++++++4++}++++il-+++++441++++4+++4 Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **"** Along Main Stream number: 1 in normal stream number 1 Stream flow area = .0.090(Ac.) Runoff from this stream = 0.368(CFS) Time of concentration = 6.73 min. Rainfall intensity = 4.330(ln/Hr) +++++4F}+++4++++4.++4++++++4++++++}+++.1}++++++++++44++1+++++++++++++44.+. Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** BASIN H2 Initial. area flow distance = 288.000(Ft,) Top (of initial area) elevation = 1045.020(Ft.) Bottom (of initial area) elevation = 1040.550(Ft.) Difference in elevation = 4.470(Ft.) Slope = 0.01552 s(percent)= 1.55 TC = 1((0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11,745 min. Rainfall intensity = 3,188(In/F(r) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.805 Decimal fraction soil group A = 0.000 Decimal fraction soil group 9 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for Soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.362(CFS) Total initial stream area = 1.310(Ac.) Pervious area fraction = 1,000 I++A+++++++++++}++++++++++44+4++4+i+++++++++++++4+++1�4-++4+41-++++++++} Process from Point/Station 5.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS '*'* Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 1.310(Ac.) Runoff from this stream = 3,362(CFS) Time of concentration = I1.74 min. Rainfall intensity = 3.188(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No, (CF'S) (min) (In/fir) 1 0.368 6.73 4.330 2 3,362 11.74 3.188 Largest stream flow has longer time of concentration Qp = 3,362 + sum of pb la/lb 0.366 * 0.736 = 0.2'il Op = 3.633 Total of 2 streams to confluence: Flow rates before confluence point: 0.368 3.362 Area of streams before confluence: 0.090 1.310 Results of confluence; Total flow rate = 3.633(CFS) Time of concentration = 11.745 min. Effective stream area after confluence = 1.400(Ac.) ++4.++++}}4-++}4++141+4}}++}I++++++}++++tr+}ki'}}}}+}}{+++}}+k}}+++}i}}+++ Process from Point/Station 4.000 to Point/Station 6.000 **** IRREGULAR CHANNEL FLOW 'TRAVEL TIME **** Depth of flow = 0.533(Ft.), Average -velocity = 4.038(9t/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data __-_--_.._.________________________________________________________ Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 2.00 0.17 Manning's 'N' friction factor = 0.013 ------------------------------------------------------------------- Sub-Channel flow = 3.633(CFS) flow top width = 2,000(Ft.) velocity= 4.038(Ft/s) area = 0.900(Sq.Ft) Froude number. = 1.061 Upstream point elevation = 1040.550(Ft.) Downstream point elevation = 1039.860(Ft.) Flow length = 141.000(Ft.) Travel time = 0,58 min. Time of concentration = 12.33 min. Depth of flow = 0.533(Ft.) Average velocity = 4.038(Ft/s) Total irregular channel flow = 3.633(CFS) irregular channel normal depth above invert elev. = 0.533(Ft Average velocity of channel(s) = 4.038(Ft/s) !!warning: Water is above left or right bank elevations End of computations, total study area = 1.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.942 Area averaged RI index number = 76.6 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 12/30/07 File:6011basinh2.out GATEWAY PLAZA HISTORIC BASIN H3 PRE-DEVELOPME-NT CONDITION 2YR - 1HR FLOWRATE ------ ---- -------- ----------- --------- ---- ---- _------------- ------ ---- -_--__ ********* Hydrology Study Control Information English (in -lb) Units used in input data file Program License Serial Number 4099 Rational Method Hydrology Program based on Riverside County Flood Control. & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard .intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) SO year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 2.0 Calculated rainfall. intensity data: 1 hour intensity = 0.586(ln/Hr) Slope of intensity duration curve = 0.5500 4.+++++++++++++++++++++++++4++++++++++++4+++++4+++++++e++++++++++++++++ Process from Point/Station 1.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 15.000(Ft.) Top (of initial area) elevation = 104'7.000(Ft.) Bottom (of initi.al area) elevation = 1041.000(Pt.) Difference in elevation = 6.000(Ft.) slope = 0.40000 s(percent)= 40.00 TC = k(0.530)*[(length13)/(elevation change) ] AO. 2 Warning: TC computed to be less than 5 mi.n.; program is assuming the time of: concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 2.300(ln/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 12/30/07 F'ile:6011basinh2.out GATEWAY PLAZA HISTORIC BASIN H3 PRE -DEVELOPMENT CONDITION 10YR - 1HR FLOWRATE -_-.._________________ Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 4099 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0,880(In/11r) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of .intensity duration curve = 0.5500 +++++++++++++++L+++++++4-++++11++++++++-I1++1':++++++++++++++++i-++++++++i.+ Process from Point/Station 1.000 to Point/Station 7.000 ** INITIAL AREA EVALUATION **** ___. __�_.._._—.—__.—_._.___ Z nit ial area flow distance. = 9.5,000(Pt.) Top (of initial area) elevation = 1047. 000(Ft.) Bottom (of initial area) elevation = 1041.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.40000 s(percent)= 40.00 TC = k(0.530)*[(lengthA3)/(elevation change)]A0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall. intensity = 3.452(1n/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.812 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; impervious fraction = D.000 Initial subarea runoff = 0.224(CF5) Total initial stream area = 0.080(AC.) Pervious area fraction = 1.000 End of computations, total study area = 0.08 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 1.000 Area averaged R1 index number = 78,0 APPENDIX B POST -DEVELOPED HYDROLOGY CALCULATIONS PropDl_2.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 200S version 7.1 Rational Hydrology Study Date: 06/09/12 ------------------------------------------------------------------------ GATEWAY PLAZA DEVELOPED CONDITION D1 and D2 2YR - 1HR FLOWRATE ----------------------------------------------------------------------- - **** Hydrology Study Control information English (in -lb) units used in input data file Program License serial Number 4099 ----------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside county Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity 1.300(in/Hr) storm event year = 2.0 calculated rainfall intensity data: 1 hour intensity = 0.586(in/Hr) slope of intensity duration curve = 0.S500 ++++++++++++t++++++++++++++++++++++++++++++++++++++++t++++++++++i ++}t+ Process from Point/Station 1.000 to Point/station 2.000 ***` ' INITIAL AREA EVALUATION ***- initial area flow distance = 205.000(Ft.) Top (of initial area) elevation = 104S.900(Ft.) Bottom (of initial area) elevation = 1044.100(Ft.) Difference in elevation = 1.800(Ft.) slope = 0.00878 s(percent)= 0.88 TC = k(0.300)x[(lengthA3)/(elevation change)]A0.2 initial area time of concentration = 6.503 min. Rainfall intensity = 1.991(in/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 36.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 PropDl_2.out initial subarea runoff = 0.915(CFS) Total initial stream area = 0.540(Ac Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** To of natural channel elevation = 1044.100(Ft.) End of natural channel elevation = 1043.000(Ft.) Length of natural channel = 120.000(Ft.) Estimated mean flow rate at midpoint of channel = 0.983(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft/s) _ (7 + 8(q(English Units)A.352)(slopeA0.S) velocity using mean channel flow = 1.43(Ft/s) correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0092 corrected/adjusted channel slope = 0.0092 Travel time = 1.40 min. 7C = 7.90 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff coefficient = 0.606 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 60.60 Pervious area fraction = 1.000; impervious fraction Rainfall intensity = 1.789(in/Hr) for a 2.0 subarea runoff = 0.087(CFS) for 0.080(AC.) Total runoff = 1.002(CFS) Total area = 0. End of computations, total study area = 0. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.216 Area averaged RI index number = 58.8 Page 2 = 0.000 year storm 620(Ac.) 62 (AC.) PropD1_D2_10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering SOftware,(C) 1989 - 200S version 7.1 Rational Hydrology study Date: 06/09/12 ----------------------------------------------- --------- ********* Hydrology study Control Information English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License serial Number 4099 Rational Method Hydrology Program based on Riverside County Flood Control & Water conservation District 1.978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture condition = 1 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1. hour intensity = 0.880(In/Hr) slope of intensity duration curve = O.SS00 +++++++++++++++++++++it-i_a....+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 205.000(Ft,) Top (of initial area) elevation = 104S.900(Ft.) Bottom (of initial area) elevation = 1044.100(Ft.) Difference in elevation = 1.800(Ft.) Slope = 0.00878 s(percent)= 0.88 TC = k(0.300)"C(lengthA3)/(elevation change)]A0:2 initial area time of concentration = 6.503 min. Rainfall intensity = 2.987(in/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 36.00 Pervious area fraction - 0.100; Impervious fraction = 0.900 Initial subarea runoff - 1.388(CFS) Total initial stream area = 0.540(Ac.) Pervious area fraction = 0.100 Page 3 PropD1_D2_10.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/station 3.000 •*** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 1044.100(Ft.) End of natural channel elevation = 1043.000(Ft.) Length of natural channel = 120.000(Ft.) Estimated mean flow rate at midpoint of channel = 1.490(CFs) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English units)A.352)(5lopeA0.5) Velocity using mean channel flow = 1.55(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0092 corrected/adjusted channel slope = 0.0092 Travel time = 1.29 min. TC = 7.79 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.682 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 60.60 Pervious area fraction = 1.000; impervious fraction Rainfall intensity = 2.704(In/Hr) for a 10.0 Subarea runoff = 0.147(CFS) for 0.080(Ac.) Total runoff = 1.535(CFs) Total area = 0. End of computations, total study area = 0. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.216 Area averaged Ri index number = 58.8 Page 4 = 0.000 year storm 620(Ac.) 62 (AC.) PropD3—D2_100.out Riverside County Rational Hydrology Program CIVILCADD/cIVILDESIGN Engineering Software,(C) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/09/12 ---------------------------------- ------- -------- Hydrology study Control Information - s English (in -lb) units used in input data file -------------------------------------------------------------------------- Program License serial Number 4099 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside county Flood control & water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 1 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(in/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(in/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++-f+++++++++++t++++++++ Process from Point/station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION n" Initial area flow ptstance = LUS.uuu(Ft.) Top (of initial area) elevation = 1045.900(Ft.) Bottom (of initial area) elevation = 1044.100(Ft.) Difference in elevation = 1.800(Ft.) slope = 0.00878 s(percent)= 0.88 TC = k(0.300)',[(lengthA3)/(elevation change)]A0.2 initial area time of concentration = 6.503 min. Rainfall intensity = 4.413(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0-869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 36.00 Pervious area fraction = 0.100; impervious fraction = 0.900 initial subarea runoff = 2.070(CFs) Total initial stream area = 0.540(AC.) Pervious area fraction = 0.100 Page 5 PropDl_D2_100.out Process from Point/Station 2.000 to Point/Station 3.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1044.100(Ft.) End of natural channel elevation = 1043.000(Ft.) Length of natural channel = 120.000(Ft.) Estimated mean flow rate at midpoint of channel = 2.223(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft/s) = (7 + 8(q(English Units)A.352)(slopeA0.5) velocity using mean channel flow = 1.68(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0092 Corrected/adjusted channel slope = 0.0092 Travel time = 1.19 min. TC = 7.69 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff coefficient = 0.740 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1.) = 60.60 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 4.024(In/Hr) for a 100.0 subarea runoff = 0.238(CFS) for 0.080(Ac.) Total runoff = 2.308(CFS) Total area = 0. End of computations, total study area = 0. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.216 Area averaged RI index number = 58.8 Page 6 = 0.000 year storm 620(Ac.) 62 (AC.) PropD3_2.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology study Date: 06/09/12 ------------------------------------------------------------------------ GATEWAY PLAZA DEVELOPED CONDITION D3 2YR - 1HR FLOWRATE --------------------------------------- --------------------------------- ********* Hydrology study control information English (in -lb) units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4099 ------------------ ------------ -------------------------- Rational Method Hydrology Program based on Riverside county Flood Control & water conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture condition = 1 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(in/Hr) 100 year storm 60 minute intensity = 1.300(in/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = O.S500 +++++++++++.+-F+i-++++t++-h.+++++++-F}+...+t-F+++++++i--F++++++.t+++.i-+. i.++++++ Process from Point/Station 4.000 to Point/Station 5.000 ****" INITIAL AREA EVALUATION e.--" initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 1045.200(Ft.) Bottom (of initial area) elevation = 1041.100(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.02050 s(percent)= 2.OS TC = k(0.300)*[(lengthA3)/(elevat1on change)]A0.2 initial area time of concentration = 5.435 min. Rainfall intensity = 2.197(in/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff coefficient = 0.853 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) - 36.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 initial subarea runoff = 1.069(CFS) Page 7 PropD3_2.out Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.57 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 56.0 Page 8 PropD3_10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/09/12 ---------------------------------- --- ------ *'"^ Hydrology study control Information English (in -lb) Units used in input data file Program License Serial Number 4099 Rational Method Hydrology Program based on Riverside county Flood Control & water conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) slope of intensity duration curve = 0.5500 +++++++-F+++++ F+++++++++++++++++++++++++++++++++++++i++-++++++++++++++++ Process from Point/Station 4,000 to Point/Station 5.000 °"` INI7IAL AREA EVALUATION **** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 1045.200(Ft.) Bottom (of initial area) elevation = 1041.100(Ft.) Difference in elevation = 4.100(Ft.) slope = 0.02050 s(percent)= 2.05 TC = k(0.300) [(lengthA3)/(elevation change))A0.2 initial area time of concentration = 5.435 min. Rainfall intensity = 3.297(ln/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 36.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Initial subarea runoff = 1.621(cFs) Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.57 (AC.) The following figures may Page 9 PropD3_10.out be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 56.0 Page 10 PropD3_100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 version 7.1 Rational Hydrology study Date: 06/09/12 ------------------- --------------------------------------------- *F''*-* Hydrology Study Control Information English (in -lb) units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4099 ------------------------------------- ------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture condition = 1 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch callorco ] area used. 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(in/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) slope of intensity duration curve = 0.5500 +++++-i-++++++++++++++++++++++++++++++-r+++++++++++-++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 -" INITIAL AREA EVALUATION Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 1045.200(Ft.) Bottom (of initial area) elevation = 1041.100(Ft.) Difference in elevation = 4.100(Ft.) slope = 0.02050 s(percent)= 2.05 TC = k(0.300)"[(len thA3)/(elevation change)]A0.2 initial area time of concentration = 5.435 min. Rainfall intensity = 4.871(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 36.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.417(CFS) Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.57 (Ac.) The following figures may Page 11 Propo3_100.out be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = S6.0 Page 12 Hr'YDR'OLIGUT RRAF APPENDIX C EXISTWO CONDI OM PRE -DEVELOPED HYDROLOGY MAP "AZ:gA ,aF � MT ONIONA aE v590NES I/ 1 1 _ / Eps'fNGWILONG �� S LEGEND I vllll Illii it I I [�a y o � /i I III , , I I + I 1_J � , V`~•-...,,C��•_ __--M--.— ._A.--" � �...Y k�fBlc alW ii III I j I �� II eASNm 041 I i*19 I t Y l to m. mo-ntatrr ml I I I\\\\ r— 0a A2' I I I 31 9B W A. GGETfla!NT � ANFA IN AflES i t 1 1 1 I l l i l Ht MONO I 10 .0x 3 y / aTFDIT UNION I i I l l; l j jIjII / 1- I 0.09 0.88 I i !•. 3 0.88 / I ' ' I nnw Away f LARNO 'A' ± I I 11 i I 1 ' µ0 `� / 11 it / �,': AA N. SOJJ INSf. N0. 392tK2 ', I I I I I I \ ti-__. I 1 1 / \ , NKv. „-2-Bs I IIIII li II `\ 11 1. toa7 1 o.N. ay. � nroE MuerA/elevAnoN 1\ I I I 111I II I I � � ��„` ` j i I( ��.' i \�, / • H3 0.81 / III II,II 1 I N \ / 0.08 i l l I I I I I I ; ,O i Imo. ,w0.55•a \\ \\ I // 0.84 ` I_4 I \\ 1 NEMOW. 1 III IIIIi a4E11 I I `\ 11 I 1 `\ % I Y,\B,SNccO 1 I I ' I1..f' I+Y \ I II I IIII Illil o H2 II' III IIIIi 1 1 0.76 CI 1 1 I IF7 1`\ I 1.31 0.80 11111 / III Jill R/ (; Jill 41 f ;i;ii I Ii1ii i.'lii i ; 11 w i 1 0 111`.I 1 j j I, lu I\i liii IIIII i �' 1 \\\ z I�lill Ijlil � \ I�) 1039.%' Q I;i;i I Il u' a anNG I l l I i 1 l 1 1 1 I 11 1 1 Oµ I r 1 IRJMI it k II1 I I DOING MIEGULA I i \ BUILDING 1 1 1 1 1 1 I NASCMY h GNCCa / I I I, l I o SCM MAIL 1 o I i xo o ,o xo w I I I i� AI enw ,� (Aa64) w.sw AT'T ax (as> mo (rt97 aloe ca:l I -Mt ,-NR i-HR Nt Qa1 1 61L0 421N OJW NS __ 1.A 4 1.0Y 21� YMS N} _ 40! ) 411a 4221 a312 �.. 61212012_� r-a9 HYDRGL GGY �! to P DEVELOPED G® NMITION 1 L PARQ,. I Of f I 7 I C , ALIURA T UNION M 15 A\ A OE WSSP'ES i'. I � I I D1 I II 0.54 0 86 I 0.87 I I i I , I I I I I EIN D3 0.57 0.86 D.67 n 1 e• v �FPE f. I.. c i f� CURB a1\I PROPOSED EASTERN SIMILE #2 PRD•2r II II WATER WWT� . I' 9EE i I v 91aRN � KR,UIRB RET DRAINS IN I�I I TD:wGI Pe' sroRE I I I I•� I� �1041. * 5 �- CU w I" • I,i1 Q I I vCUi APPENDIX D POST -DEVELOPED HYDROLOGY MAP BLEGzENDD ASIN 10 *AR—EA. 0 YR. COEFFICIENT 100 YR. COEFFICIENT S www—_d — DRAINAGE BASIN OMITS FLOW ARROW PR PROPOSED 1045 9 NODE NUMUER/FLEVADCN NOT TRIBUTARY TO SITE EAS11NC CONTOUR PROPOSED CONTOUR - MAJOR PROPOSED CONTOUR - MINOR BASN AREA (ACRES) DESGN POINT 02 (CES) DID ((Fs) 0100 (CFS) 1-HR 1-HR 1-HR D1 0.54 2 0.91 1.39 2.D7 D2 0.08 3 0.09 0.15 0.24 D3 0.57 5 1.07 1.62 242 20 0 10 20 40 ORIGINAL SCALE e a 0/7J2012 Appendix D Educational Materials EMPLOYEE EDUCATION LOG NAME NAME DATE WQMP (Signature) Materials Provided Mo/Day/Yr) TENANT EDUCATION LOG TENANT NAME TENANT DATE WQMP MATERIALS UNIT PROVIDED riteraMod in other FREE pollution prevention information? CAI 1-800-506-2555 to order any of the following malerialsoi prescintotions: Materials: A Home Gorden Gaie Guide. Outdoor Activitios Biodwro Environmental Calendai (when available) House,hold I laz"10("Lis 11jhqti2 colicclion Scheifillo Classroom Pre,"omfioms K- 12 CiviclRotaiy/F1on,er Chili Presentations Group Activities LOCAL SEWERING AGENCIES IN RIVERSIDE COUNTY: City of Beaumont (909i 769 8520 City of lbi-inintl r (.fly of Blythe yrn-owl City of Coachella (760) 391-5008 Coachella Valley Water (160) 3918-265 1 City of Corona (WUI) 736-2.e59 Dejei( Contei, CSA 4451 (760) 227 3'Cj? f-astem) Mmilomif vWAml (909) 928-3777 Elsinoro Volley NANO (909) 674 311W: Farm Muluwl VVaAer Co (909) 24 4 1 98 dyll:-vild Paler District (1309) 659 14 3 julopi Coll'immiltv Solv:(-e (909) f)59 7 1:4 Like i einct MWD 658 3241 Luo I kc VV,itoi Disitjwt 27 '- ld Ill (,1amfiAir Reserve Bast. (909) ff,(; 700f) flvlissicn Springs f/Vatol !760) 32(1 0418 City of Patin Springs (/60) 312'1 £' 242 ,'am ho C;Ihaflero (909) M 92 ?2 P,ancilo California I 101 Riolev. CSA462 GItll 0; Rivol siC4, W[)) 86:1 i,:A 1 Sit rd V;jlioy Clot', Inc.IbO 1 V"Aev S,mit;zty t itidrir (71i)to 347 VV(,steln fv1m1]G1;mj VwitE, (9WI) 7W) 110 Ston-nWater A "W m Frirrrrrr�ri Do you know , ..''where the water should go? A Riverside County has two drainage systems -sanitary ✓ �/ sewers and storm drains. The storm drain system is y designed to prevent flooding by carrying excess �Y��pp'� /_ rainwater awayfrostreets... it's not designed to be a " Iltl m { waste disposal system. Since tine storm drain system does not provide for water treatment, it often serves the unintended function of transporting pollutants directlyto ourwaterways. Non-stormwater discharges such as washwatei generated from outdoor cleaning projects oaten transport harmful pollutants into storm drains and our local waterways. Polluted runoff contaminates local waterways and poses a threat to groundwater resources. tlidike! scj Ir1 IIonic r ai,>. not t 7 illeGt4 i'tt tid3.l t l ,.i%?lit rh �i(vv'< P: Zaiv loos: Soaps, degreasers, automotive fluids, litter, and a host of other materials washed off buildings, sidewalks, plazas, parking areas, vehicles, and equipment can all pollute our waterways. e Cities and County of Riverside tor` oter/Cleao ater Protection Program -rin..i . o . , d: � � �, a3 u c , ni7ty : r , . , .,ir; .. <r,tiol, ,.� ardin;. � . , �r�t s o ❑�t��,(e!� r i� �.0 ,:n?:..1. and i"i 11 il' 'ar in`4�1� zl Pla-till `!JK 1 irlol:ili.`ii .,. .., Airs 1h414_�',5 PLEASE NOT,E. The (fis itiiqu of pollutants into the strOai, gutteis, storm drain system, or waterways - without r, Flogion �I Miler Quality Control Board per)iif or waiver - is strictiy prohibited by local ordinances anti ::+tale anal fedr-oral Irev. Everyday activities in our communities can affect the quality of water in our wat waterrunoff, the combined effect of an entire community within the watershed c Car Washing and Repair Wash cars on a lawn or unpaved surface that will absorb and help filter the water. Don't allow polluted waste water to flow into the street, gutter of storm drain inlet. Repair leaking vehicles promptly. Use absorbents like cardboard, cat litter, cloths, etc, to safely catch spills. Sweep up used absorbent materials and place in the trash. Never dump oil or any auto fluids onto the ground or into a storm drain inlet. If you change your own oil or antifreeze, be sure to recycle it! Call 1-800-CLEANUP for the nearest disposal location. (TIPS',) ise a conlineicial car wash. Car wash [1)(,, (jerjUlnoci to i:r'iriture aH tl✓<:'stU. wa . it ara auto Service. cente+'changes the oil, or-e they div rlw fet,lono avildy fiornt I _,el S <L", .>`.JL,? C(P ;il lnlel5; Concrete, Masonry and Asphalt Repair ® Set up and operate small mixers on heavy tarps ordropcloths to (;ontain material spills. Hose down mixers, tools, and trailers in a dirt area where rinse water won't flow into the street gutter of stornn drain system. (9 Clean up with a broom, NOT A HOSE! Fine particles may be washed into a dirt area — but x>t info the sfi eetgutter or storm drain system. iS Carpet/Upholstery Cleaning Dispose of dirty cleaning solution down a sink or toilet. Do not dispose of it in the street gutter or storm drain system. (TIPS) Make sure the professionals don't use file storm ci ain to erhrpCy their tanks. far;?,e.sslorrafs sj orjlcr Nispose of the cleaning s«?r✓bons Qown a sip i< or toilet, crreturrh to tire!, co,,epany for disposal to the sanitary sewer. filkike sure they don't use the storm drain! Lawn and Yard Care • Don't use chemical pesticides or herbicides unless you have a major problem and never apply if rain is forecasted. Read labels carefully, and apply sparingly. • Limit lawn treatment applications of chemical weed killers and feit!lizers. Be sure that your lawn is appropriately watered mowed, thatched, and aerated. Tiy less -toxic alternatives for the yard and garden. Call 1-800-506-2555 for FREE copy of a Home Garden Care Guide to Help Protect Our Environment. Don't blow of rake yard waste into the street or gutter. Sweep up the leaves and clippings in a trash can or start a compost pile. If you are renovating your landscaping, think erosion control. Pie vent diet and debris from washing into storm drains. Pick up net waste and dispose of it in trash cans. Always remember to pick tip after your dog when you take it for a walk. ershed. While individual homes might contribute only minor amounts of polluted an seriously affect ourrivers, lakes and streams. Send dirty cleaning water down a sink of toilet, not into the street gutter, or stone drain system. Try non -toxic alternatives_ Call 1-800-506-2555 to order a FREE brochure on environmentally friendly cleaning alternatives for the home. Never clean brushes or rinse paint containers nfo the street, gutter or storm drain inlet. Clean latex paint from brushes in a sink. Filtar and reuse thirnlers and solvents for oil based paints. Dispose of urutsable paints, thinners, thinner residue, and cleaning products at a collection event. Call 909-358 5256 or www.rivecoeh.org for tho date and location of the next Ilousehold HazardoUs Waste Collection Event. Innlply or dr i paint coins rtx+v c,o in wi h t;nkiga b �t u J'V r or' I11�, i-rs:°, tcforo disloosaf, %.(Void Mends Ichoir/E2" IIild Re r�r:re,Sln<,v,f,zrst lof_di;e,wf I(,, fo sl ravels olses and :;h r vsirhoo;' t t s) : n', t`, tl .-f: n`!SA U +_ t.' 3 9 , n rlc If Pool/Spa Maintenance Control algae, by regulating chloitoo levels. Do u rl use e oltl r base r �'daec<»�;iol products. If you n: e.d to drain your pool w l;(.-r, call your )cA se ^,erne auency fo find outif connechrrl to tl'rc errtard stwor tin= ..- �rllowed. (tJulre informafionon the rev<ise side) C if your : c v"ol roil agency will not ru::;ept pool '�1fl161 InIc1 ti �C.Jt SVsti'm youof4 ]i1 isol-til .an'sys,t_��.follow nr ;eguidc'rnc.,, Deplete the chemicals in the pool neater, use your home pool chemistry test kit to verify the pool water is free of all chemicals. Drain pool water to landscaped areas, lawns, yards, or any area that will absorb most of the water. You may have to drain the pool water over a period of a few days to allow the landscape areas to absorb mostofthewater. Avoid discharging pool water into the gutter or storm drain. Divert filter lrisev✓ater and backwash into landscaped or absorbent areas. If you use a septic system, make sure it is functioning properly_ Overflowing septic systems release raw sewage that can flow to rivers, Takes and ground wator, c4orsing serious contamination. 40 How often your tank will need pumping dopenos largely on tha sip: of the tank the; number of people in the household, and the kind, of w,istraw ter discharging aplllf-�n<. y0U I t.Nher r.plictanl cr u;ea r ipani;zs,i:Iairer iu pi.r lip out the rr,;r[_c 'he put aor<. L-r<=y rr u.,!. rlispo of cont nisi ;it disposal slits. t. all 909 W6 F <Yti for I `rime law tiac , For infon-nation on "closed -loop' suppliers and recycling/disposal vendors, confract: Count+ of River9ide. Flealth Services Agency Ociparfineni of Environmental Health at (909) 358-5055. SPILL RESPONSE AGENCY: HAZ-MAT: (909) 358-5055 AFTER 5:00 P.M.: (909) 358-5245 OR 911 HAZARDOUS WASTE DISPOSAL: (909) 358-5055 RECYCLING INFORMATION: 1-800-366-SAVE To REPORT ILLEGAL DUMPING OR A CLOGGED GATORM DRAIN: 1-800-506-2555 To order additional brochures or to obtain inform�,Ition on other pollution prevention activities, call: (909) 955-1 i'i. The Cities and County of Riverside StormWater/Clean Water Protection Program 1-800-506-2555 StwowmWater S� PROTECTION PROGRAM Id �i .:uW � r r�a9ill;� ..l�n .i rrl^ .an4? il!ain Va II I.� i�x*ln ��uco k'olli f� i (,c �rli of r , n_ ;-tisr ietla fiu n I fi, �<u t ,rn n� r iop.-.r� n m:a6 i i srl u� ii�ss llir�,iw2. ruff- ... ter pollution e t What You Should Know I - zive!side, Col 1 n ty DEs Wjcj (It ai I) y 's nvv( a 1 s ,ter' j z a i 11 S . I d i 1 y s, t I l'� is ci(,5 1( to I e0 1) rcw(�Di iloodh q, by fion-, "i Since m),( I'lovi;10 Um, Unlike sanitary sewers, storm drains are not connected to a treatment plant - they flow directly to our local streams, rivers and lakes. Stormwater pollution causes as much as 60% of our water pollution problem. Itjeopardizes the quality of our waterways and poses a threat to groundwater resources if pollutants percolate through soil. ce !jI ('vul Ji! I" 0 n .,I� v.--I ;on ;I,M;, PLEASE NOTE: Cleanin' It Right ... Poul, mop mid, Wit V"�;kll odo or down flool draws, i kA 10 alleys, parking lots 0!, a storm chain. Was[ I creasy easy equip Im,A)( ninly In v" as I I are—, which are connected iv file SEMCI-I SYS'l"3M WMI ;J1 oil/water sepmalci. Also, avol'I kitchen mats, gaihge cnnl I ullwl items In \Allhc'if, Vvl;!:'r flow ill"cl a s'tol lit (li Watch Out For Spills... i'is fl- JWM'M ' MA4 i, . Disposal o 1 v e, I I i s zd abols cai,' ujh/ iid . U0. I ttit ')mk; mlo 1hi, t ot- stoffn diali), To 11-1-joit toxic, z'pill call C"! I o I- I n f i) I nia 11 o I -I on vv�isio Pick-up 1 l ld, lis I �ose of girease PI ope! ly. Save J qr(as(-' wd oil for recycling III I. fILta 11 - I\IOVel' POW hnk, 'ioai (':i�;hi, dilrnp-stor oi Sit)I I i I C: -1i ®umpster. .. . K o o 1 tl i;'!);:1;,`„l.t i( j to t 141j7 i:iCC It ?:; Cl Bflll. iro:i41'ol idle! by . wait:,Ii'i t, - doii i Fete dov"I'l the,I t iC-i� 2,C ctaky arld kCt,(l1) (Ids dosed IO lit, dD (" rmnwpdoi, Ell Products ... till. f i 11 tr,G 4 i 'J rn.GG c;t Il,:) l0 ClR. Lt lot Ic '.-(i `IIOH COXIC 'U i 'tfi )Ili i f � (, atI0 lu i� nt _ � �pJ'i'VdlI4lE� rcrAiM r s,,, eeo i till iciod pz3,iiclrls, ciga t'Ue butts. P:il(1 iu)"Sh 4owl nl,#dooi (nuuni an bF>forc or deLelge i. vVl"It311 yo171'JIC 4i3tC 1Ng,i �tl o4 L oot (fling 01 aln-ol)iillma sidevf-jl., YOU ftt8y%� %ilrceaa`y unplerneru,4;g inane of ilte f311i11 5 lllc s(;flnC'rj rn d is /;icu .ure. llmNovel; if voli UI cov(," any pohi"r6el p-c"I:Ven-1 cle 18, J)I'%dt)St3 CoI'7shfu( 4ISt11G one of AS3O,,,il ( ilwe it i filet RCISIC.ie o77tiv 4R; oo I 1 i'dl !Bill/ill Dtr v riiI)r'n wall JI lh U7 ,) (GI tdl fIP CE S iU!'i7P�✓ !O,` l iti ! K)il R vftie t'ld/ tC -Ct HIV h l !lE (Y om rn I rt_d t r+ I4 ui fl k ,lt'i7 O O3 t=7(lti sfaff o,bsoivu )( NiU68 VVhi ll It }/ i t t'17it1 tdit l� 7r) siormml g(, toaollit l0fi, sty,/G S(`F)fr V"Ill /")e pawit/ed ,ildloi" use of 1IV{ <: 431eo' in i1"iS bIUCI)Ute i"lih, -. :Ir 1. R y, NO DU PING ONLY RAIN IN THE DRAIN VVATER AGENCY LIST in Riverside Countv City of Banning (951) 922-3130 City of Beaumont (951) 769-8520 Cily of Blythe (760) 922-6161 City of Coachella (760) 398-3502 Coachella Valloy Water District (760) 398-2661 City Of Corona (951) 736-2259 Desert Center, GSA Ot51 (760) 227-3203 Eastern Municipal Water District (951) 928-3777 Elsinore Valley MWD (951) 674-3146 Farm Mutual Water Company (951) 244-4198 City of Hornet (95 1) 765-37'12 Idyllwild Water District (951) 659-2"143 Jundpa Community Services District (951) 360-8705 Lake Hemet MWD (951) 658-3241 Lee Lake Water District (951) 277-1414 lurch Air Force Base (951) 656-7000 Mission Springs Water District (760) 329-6448 City of Palm Springs (760) 323-8253 Rancho Cahallero (951) 780-9272 Rendho California Water District (95'1) 2966900 Ripley CSAiX2 (760)9224951 City of Riverside (96'1) 351-6170 P,ubidoux Community Services District (951) 684-7580 Silent Valley Club, inc (951) 849-4501 Valley Sanitary District (760) 347-2356 WeSter n Municipal Water District (951) 789 5000 Yucaipa Valley Wotol District (909) 797-5117 r:aho rt i!lcg'aI ci l:rn;>i r;g irBo :-'zor!n d. raii �s or o ;ic=r:a <i in pf o. 1-600-506-2555 Riverside County Flood Conhcl Disillcl outreach mat vials rage. ,let. _-� California Stone Water Qe rlity Association State Water Re.owces Contfol Board, Water Quailly U S. Environmental Protection Agency 7 What you should know forr. OUTDOOR CLEANING ACTIVITIES NIIMIIOWPOINT DISOPP' , i for disposal of wash water from:, < d h 1'h. )� rye 5,' Ib P ., -N.+e u.� PCic �?x' `"a, ail•'' { , i£y ;e Sji ;„ yh; r t J I ::: A'i 13r {i%I �i- �S rip 1r` Ya IQ i�' ty3 'i t �G l ..S J.. ,1� 1 rr �..r, lo= )h..,. ,. r..: �Wr '+ 4.t. �,a > ..A <3 dispose of water containing soap or any other type of cleaning agent into a storm drain or water body. This is a direct violation of state and/or local regulations. Because wash water from cleaning parking areas may contain metallic brake pad dust, oil and other automotive fluids, litter, food wastes and other materials, if should never be discharged to a street, gutter or storm drain. J`EU dispose of small amounts of wash water from cleaning building exteriors, sidewalks or plazas onto landscaped or unpaved surfaces, provided you have the owner's permission and the discharge will not cause nuisance problems orflow into a street or store drain. check with your sanitary sewer agency's policies and requirements concerning wash water disposal. Wash water frorn outdoor cleaning activities may be acceptable for disposal to the sanitary sewer with specific perrnission. See the list on the back of this Flyer for phone numbers of the sanitary sewer agencies in your area. . .Understand that mobile auto detailers should divert wash water to landscaped or dirt areas. Be aware that soapy wash water may damage landscaping. Residual wash wate may remain on paved surfaces to evaporate. Residues should be swept up and disposed of. ' _' Dispose of leftover cleaning agents into the gutter. storm drain or sanitary sewer. )..f?:% ,. understand that wash water (without soap) used to remove dust from a clean vehicle may be discharged to a street: or drain. Wash water from sidewalk, plaza, and building surface cleaning may go into a street or storm drain IF ALL of the following conditions are met: The surface being washed is free of residual oil, debris and other materials by using dry cleanup methods (i.e., sweeping, and cleaning any oil or chemical spills with rags or other absorbent materials before using water). Washing is done with water only, not with soap or other cleaning materials. You have not used the water to remove paint from surfaces during cleaning. jp V 10 Ur waterwaysm, 1 10 AVs10113es and Wash, ��{�yt3cn�£�re„fs fe1� t�4'h 4s� to Np., Cs 11`L_" iRNG AGENT"3' If you must use soap, use biodegradable/ phosphate -free cleaners. Although the use of nontoxic cleaning products is strongly encouraged, do understand that these products can degrade water quality. The discharge of these products into the street, gutters, storm drain system or waterways is prohibited by local ordinances and the State Water Code. Avoid use of petroleum -based cleaning products. When cleaning surfaces with a high-pressure washer or steam cleaning methods, additional precautions should be taken to prevent the discharge of pollutants into the storm drain system. These two methods of surface cleaning, as compared to the use of a low-pressure hose, can remove additional materials that can contaminate local waterways. Is A thorough dry cleanup before washing exterior surfaces such as building and decks without loose paint, sidewalks, or plaza areas, should be sufficient to protect receiving waters. HOWEVER, if any debris (solids) could enter storm drains or remain in the gutter or street after cleaning, wash water should first pass through a "20 mesh" or finer screen to catch the solid materials, the mesh should then be disposed of in the trash. f ''R3af hl(rT OF lVdI"H .sP,:c." Sand bags can be used to create a barrier around storm drain inlets. Plugs or rubber mats can be used to temporarily seal storm drain openings. Containment pads, temporary berms or vacuum brooms can be used to contain and collect wash water. Special materials such as absorbents, storm drain plugs and seals, small sump pumps, and vacuum booms are available from many vendors. For more information, check catalogs such as New Pig (800-468-4647, www.newpig.com), Lab Safety Supply (800- 356-0783), C&H (800-558-9966), and W.W. Grainger (800-994-9174); or call the Cleaning Equipment Trade Association (800- 441-0111) or the Power Washers of North America (800-393-PWNA). Do you know , . , where the water actually does? <18rrs i o . ..,St � v w' v. tar o"J hr, G;i �� t'&-T.l{ui z The primary purpose of storm drains is to carry rain water aw,:ay f'roill developed areas to prevent flooding. Pollutants discharged to storm drains are conveyeci directly into rivers, lakes and streams. Soaps, degreasers, automotive fluids, litter and a host of other materials washed off buildings, sidewalks, plazas, parking areas, vehicles and equipment must be properly managed to prevent the pollution of rivers, lakes and streams. Preventing pollution is the best way to protect the environment. In addition, it is much easier and less costly than cleaning up"afiterthe fact." The Cities and rOr 01Riverside Regional A WATERSHED is an area of land that catchos rain and snow, then drains or seeps into a marsh, stream, river. lake or groundwater Watersla,: d . come ur Al strap< .and sizr <, c ossing county, state. and national boundaries, therefore many of our nctivitie., at home, work or 1)1-ay affect the qualify of our watersheds. In accordance wilh state and federal law to pml("cd our watersheds, the CITIES AND COUNT`( OF RIVERSIDL= have adopted ordinances for stormwater manag(-'_in)onl and discharge control to prohibit the discharge of wastes into the stone drain system or local surface vat is. this INCLUDES discharge of wash wafer from outdoor cleaningl octivitits vriiich r7rty contain polluhsnts such as oil, PLEASE NOTE: Greek with your Regional Water duality Control Board, local munu,ipal government andwatei aclen(JosonW1lot the lustinctio,sale inynurarea. M Appendix E Soils Report T.H.E. Soils Co., Inc. Phone: (951) 894-2121 FAX: (951) 894-2122, 1548 Gasnnan Drive, Unit G • Murrieta, CA 92562 January 17, 2008 Mr. Don Parker Parker 215, LLC. P.O. Box 1235 Temecula, California 92593 SUBJECT: REVIEW OR WATER QUALITY SITE PLAN Proposed Gateway Plaza -Two-Story Office Building APN 961-290-002 Avenida De Missions City of Temecula, Riverside County, California Work Order No. 461702.01A lianail: thesoilsco(n)aol.com REFERENCES: Jel-IN Engineering, 2008, "Gateway Plaza, Water Quality Site Plan", Sheet 1 of 1, Scale: 1" = 20', Job No. 1747/206-011.05, dated January 7, 2008, T.I-I.E. Soils Company, Inc., 2007, "Percolation Investigation, Proposed Two -Story Office Building, APN 961-290-002, Avenida De Missions, City of Temecula, Riverside County, California, Work Order No. 461702.01A", dated September 21, 2007. Dear Mr. Parker: In accordance with the request of your civil engineer, JcHN Engineering, we have reviewed both the referenced "Water Quality Site Plan" and the "Percolation Investigation" for the subject site. The purpose of our review was to evaluate percolation test results and location in regards to the location of the proposed grass infiltration trenches along the easterly and southerly boundaries of the subject site. Owing to the homogeneous nature of the underlying silty sands and the consistent percolation rates, we anticipate that the obtained percolation rates of 32 and 35-inches-per-hour are applicable to the proposed location of the grass infiltration trenches. An appropriate safety factor should be applied, by the design engineer prior to use, to account for any subsoil inconsistencies, possible compaction related to site grading, and potential silting of the proposed infiltration systems. The safety factor should be determined with consideration to other factors in the design (particularly storm water volume estimates) and the safety factors associated with those design components. TJLE, Soils Company, luc. W.O. No. 461702.01A Mr. Don Parker Parker 215, LLC. January 17, 2008 Page 2 Should conditions be encountered during construction that appear to be different than indicated by this report, please contact this office immediately in order that we might evaluate their effect. Additionally, accumulated silt should be removed from any proposed storm water systems on a periodic basis to help extend their life. The findings of this report are valid as of the report date. However, changes in the conditions of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. We look forward to being of further assistance to you as construction begins. If you have any questions, please call. "e'- Very truly yours, T.H.E. Soils Company, Inc. A J)9� n P. hley Iect Geologist ls011 Jame��s R I-Iarrtson Project Manager s•m,arr9.31"m % Johri T. Reinhart, RCE, 23464 Civil Engineer, Expires 12/31/09 'f.H.B. Soils Company, Inc. V O. No. 461702.0IA T.H.E. Soils Co-. Inc. 11hone:(951)894-2121 RA: (951)894-2122 ' 548 Eastman Drive, Unit G - Murricta, CA 92562 i September 21, 2007 Mr, Don Parker Parker 215 P.O. Box 1235 Temecula, California 92593 ij SUBJECT: PERCOLATION INVESTIGATION Proposed Two -Story Office Building APN 961-290-002 Avenida De Missions City of Temecula, Riverside County, California Work Order No. 461702.01 E-mu1: thesorlsco(n>aol.com Dear Mr, Parker: In accordance with your authorization, we have conducted a percolation investigation for the proposed two-story office building to be located on the subject site. The purpose of our investigation was to obtain and evaluate percolation test results and to provide percolation rates for the proposed onsite stonnwater detention and treatment. It is our understanding that the subject site will be used for the construction of a two-story office building with associated improvements and bioswales (see Plate 1), The subject site is currently an undeveloped graded building pad. It is anticipated that minor cut and fill grading will be necessary i to establish design grade. Site Description The subject site consists of a rectangular -shaped ±1.5-acre parcel of land located on the west side of Avenida De Missions Road just south of State Highway 79 S, in the city of Temecula, Riverside County, California. The site is located in an area of interspersed residential development and conunercial uses, The geographical relationships of the site and surrounding area are shown on our Site Location Map, Figure I. I Vegetation consists of a low very sparse growth of dried amival weeds and grasses. Sobs company, Ina. W. O. No. 461702.01 Y` - � t ,l , r � NN l` �j �`�� \ J4) l,OpoQb3ds CoPSrigltl 8) 1M DpLorme Y:vmouth, dN; Vow ..... ...... — FIGURE I Mr. Don Parker Parker 215 September 16, 2007 Page 2 Percolation Investigation The subsurface portion of our percolation investigation was conducted on August 30, 2007, Two B-61 truck mounted drill rig equipped with 6-inch percolation borings were drilled utilizing a CMB hollow stem augers as shown on Plate 1. The percolation borings were advanced to a depth of 30- ft bgs. The percolation boring logs are presented in Appendix A. Soils were visually classified according to the Unified Soil Classification System. Classification was supplemented by index tests, such as particle size analysis, and the test results are presented Appendix B. To obtain the design rates for the proposed dry wells, the borings were backfilled to 16 feet bgs to provide ten feet of separation to groundwater. Measurements were performed every half hour for the first hour and then every ten minutes for one additional hour until three consecutive readings were obtained that did not vary by 10%. An average rate in inches per hour was obtained. Conclusions The exploratory borings generally exposed medium dense to dense engineered fill to the maximum depth tested of 1641 bgs. Percolation rates were 32-inches-per-hour (B-1) and 35-inches-per-hour (B-2). An appropriate safety factor should be applied, by the design engineer prior to use, to account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of the proposed stormwater systems. The safety factor should be determined with consideration to other factors in the dry well design (particularly stonnwater volume estimates) and the safety factors associated with those design components. A summary of our percolation test results is presented on 'fable 1, m�rzr r, � crrnann e>zv nr'rr..c'r RR.�TIr:rS Earth Depth Percolation ,Lest ENo Material of Test Rate 'rested (feet) (inches -per -hour) B-1 Silty Sand 0 to 16 32 B-2 Silty Sand 0 to 16 35 CLOSURE Should conditions be encountered during construction that appear to be different than indicated by this report, please contact this office immediately in order that we might evaluate their effect. T.N.G. Sons Company, inc. W. O. No. 461702.01 Mr. Don Parker Parker 215 September 16, 2007 Page 3 Additionally, accumulated silt should be removed from any proposed storm water systems on a periodic basis to help extend their life. LIMITATIONS The findings of this report are valid as of the report date. However, changes in the conditions of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. hz addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. We look forward to being of further assistance to you as construction begins. If you have any questions, please call, Very truly yours, ii.. ...Vjii T.H.E. Soils Company, Inc. J l P. Frey Reinhart, RCE 23464 oject Geologist Crvil Engineer, Expires 12/31/07 ars !L. HY Project Ma A'I'TACHMT NTS Figure 1 - Location Map Plate 1 - Percolation Boring Location Map Appendix A - Percolation Boring Logs Appendix B - LaboratoryTest Results T.111" Soils Company, 610. W. O. No. 46I702.01 APPENDIX A Percolation Boring Logs Soils COMP,111Y, 111c, W. D. No. 46 1702.01 ............ ........ _ __ _ _ _. SBNPISSIYV 3P tlIPNdAN - -.. I I. �I a. E 3' w LOGGE➢ 8Y: SAH METHOD OF EXCAVATION: MOBILE #8-61 TRUCK MOUNTED DRILL RIG DATE OBSERVED: 08/30/07 EQUIPPED WITH B" HOLLOW STEM AUGERS ELEVATION: LOCATION: SEE GEOTECHNICAL MAP s s �6 BORING LOG NO. 1 6 DESCRIPTION SOIL TEST P �T.�rl. o w ' D ENGINEERED FILL SILTY SAND (SM). YELLOWISH BROWN. FINE TO COARSE GRAINED, WELL GRADED, MEDIUM OENSEE%(�U2b 12i11 U✓jx a CAl.1FOQ�\ X _____________... ____--_ ___ SIEVE ANALYSIS tl 10 y A SANDY SILT (ML): DARK BROWN, FINE TO MEDIUM GRAINED, POORLY GRADED, MEDIUM SIEVE ANALYSIS DENSE, SLIGHTLY MOIST, MICACEOUS 15 SANDY SILT (MIL); DARK DROWN, FINE TO MEDIUM GRAINED, POORLY SORTED, MEOMM x DENSE, SLIGHTLY MOIST, MICACEOUS SIEVEANALYSIS 20 SILTY SAND(SM): AS ABOVE X SIEVE ANALYSIS 25 SILTY SAND (SM): AS ABOVE, OARK OLIVE GRAY, MOIST X SIEVE ANALYSIS v:. 20 yy X SANDY SILT ML: ASABOVE DARK OLIVE. GRAY. MOIST SIEVE ANALYSIS TOTAL DEPTH = 30.0' BACKFILL TO 16.0' GROUNDWATER AT 27.0' as no JOB NO.461702.01 LOG OF BORING FIGURE: B-I LOGGED BY: SAH METHOD OF EXCAVATION: MODULE 9B•61 TRUCK MOUNTED BRILL RIG DATE OBSERVED: 08/30107 EQUIPPED WITH 6" HOLLOW STEM AUGERS ELEVATION: LOCATION: SEE GEOTECHNICAL MAP a BORING LOG NO. 2 SOIL TEST DESCRIPTION u _ ENGINEERED FILL SILTYSAND($M): YELLOWISH BROWN,PINETO COARSEGRAwED, WELL GRADED,^��0'1n I,de �w"}�'• MEDIUM DENSE ` ;NO?E{G�) � - ` Expilas 12.31•�% G 9OFCAw\�GP -------------------------- ---- -- - 10 SANDY SILT (ML): DARK BROWN, FINE TO MEDIUM GRAINED, POORLY GRADED, MEDIUM DENSE, SLIGHTLY NiOI$T. MICACEOUS t5 i� S SANDY$ILT(ML): AS ABOVE 20 SANDY SILT(MQ: AS ABOVE, 25 SANDY $ITS UAL): AS ABOVE, DARK OLIVE GRAY, MOIST I� 30 SANDY SILT Ml : AS ABOVE TOTAL DEPTH = 30.0' _ BACKFILL TO 16.0' GROUNDWATER AT 26.0' DL io JOB R NO: 461702.01 — LOG OF BORING FIGURE; D-2 APPENDIX B Laboratory Test Results "1'.I LE. Soils Company, Inc. W. 0. No. 461702"01 Particle Size Distribution Report SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 3/4 in. I 0 U2 in. 99.3 3/8 in. 98.4 H4 95.4 R10 8.3.6 00 53.8 #50 34.6 N 100 22.6 9200 19.4 Material Description Atterbera Limits PL= L.L= Pl= Coefficients D85= 2.15 DBO= 0.747 DJ0= 0.526 D30= 0.244 C15= D10= cc - Classification USCS= AASHTO= (no specificatiml provided) Sample No.: B-1 Source of Sample: Location: T.H.E. Soils Company, Inc. rppor'nient lent: DON PARKER p Yr oject: llOiJ PARK.C:R Murrieta, CA No: 461702.01 Remarks Date: 9/17/07 Elev./Depth: 5 100 Particle Size Distribution Report �0 D ) F Pf9 i .. - j iIf SIEVE SIZE PERCENT ._FINER SPEC." PERCEN! PASS? (X=NO) 3/4 in. 100.0 112 in. 99.0 3/8 in. 98.1 IN 97 4 P10 93.9 930 84.9 N50 73.8 8100 5611 trs00 48,5 Material Descriptlon Atterbera Limits PL= LL= P1= Coefficients D85= 0.606 D60= 0.178 D50= 0.0931 D30= C15= D10= u- O= Classification USCS= AASH'f0= (no spcuif�c'ution proviAc<I) Sample No.: t3-1 Source of Sample: Location: Client: DON PARKER~ T.H.Q. Soils Company, inc�� t' Y� Project: DON PARKER Murrieta, CA ProinvfNot 461702.01 Remarks Date: 9/17/07 Elev./Depth: 10 Particle Size Distribution Report .pF�'"'"n awl m �ry� , d i ,i ��r� j�I'�•��ii.��' le ii �V �• ` I �� I I I' 1 I I v' I ill xZ 6 .i fl 1, , !. I ..L... � 1 I ! -- 4 I 1 I I L_I. IIII -; I I�!I'!' 1 I ��I i(�► ! I ;ICI , L ,I ,!_III i;..' � �,}I, , ; SIEVE SIZE PERCENT j FINER SPEC.' PERCENT PASS? (0NO) 314 In. 100.0 112 in. 99.6 ! M in. 99.1 1i4 98.4 ill 96.7 1150 69.3 000 48.2 14200 39.2 Material Description Atterbera Limits PL= - 1.1 = PI= Coefficients D&6= 0.543 D80= 0.231 D50= O. f 62 D30' D15= D10= CUM Cc= Classlflcatlon USCS,- AA3 T'O= (no SPC6111CR0011 ryoviAary SampleNo,: B-1 Source of Sample: Location: T.H.E. Soiis`Com an � C. [rp-Ir lent: DON PARKER p y �ojects DONPARKER Murrieta, CA miocf Nnt 46170201 Remarks Date: 9/17/07 Elev./Depth: 15 Particle Size Distribution Report _ i I; •��II:LI_, ,;I.j.Is j ,._._.. r`I ;'1 IIr�;.i.. j I I I '�I I- �j I'li�' I'I �I it j l II11i1 I�� Illill f� I ,.I I�+ 1 i 'I UUU lvv iv SIEVE SIZE PERCENT FINER SPEG," PERCENT PASS? (X=NO) 3/4 in, 100.0 1/2 in. 100.0 3/8 in. 99.8 114 98.9 II10 30 83.'7 650 62.3 4100 36.0 8200 34.9 i I SIZE - mm Material Description Atterberq Limits PL= LL= PI-, Coefficients Dam 0.638 D80= 0.284 D50= 0.225 D30= D15= D10' cu- Cc= Classification USCS= AASHTO= (Ilk) speciticatim provided) Sample No,: 13-1 Source of Sample; Location: T.H.E. Soils Company, Inc. client; DON PARKBRProject: DON PARKER Murrieta, CA Project No; 461702.01 Remarks Date: 9/11/07 Elev./Depth: 20 100 90 60 7c sc V 4( Particle Size Distribution Report 64 I I, J; 1 .fI}.' , . ....! I 1 .. LLI I.....;.._. ��I �I 1'. I L 1' I , SIEVE SIZE PERCENT FINER SPEC,' PERCENT PASS? (X=NU) 314 in. IWO 1/2 in. 100.0 3/8 in, 100.0 tt4 99.3 #10 96.2 930 33.2 00 66.9 MO 41.2 200 32.1 I Material DescrinYion Atterbera Limits PL= LL= Pl= Coefficients D55= 0,673 D60= 0,250 D50= 0.194 C30= C15= 0107 u- c- Classification USCS= AASHTO= (no speclllontion providcd) Sample No.: S-I Source of Sample: Location: Client: DON PA2KFR T.H.E. Soils ColnR Yanr Inc. Project: DON PARKER Murriel GA Prnieot No: a(., 70) A Remarks Date: 9/11/07 Elev./Depth: 25 particle Size Distribution Report SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 100.0 3/8 in. 100,0 114 100.0 q10 99.9 q30 98.7 N60 93.4 11100 79.1 11200 69.2 Material Desorlotion imits Atterber Limits PL= LL= PI= Coefficients 0£15= 0.198 Dw D50'' D30= DI5= D10= CU= CC= Classification USCS= AASHTO= Remarks ., (no speuMiution provided) Sample No.: B-1 Source of Sample: Date: 9117/07 Location: Elev./Depth: 30 T.H.E. Soils Company, inC. Client; DONPARKER Project: DON PARKER Murrieta, CA pro ccf No LG 1702.0L Fi UrP Appendix F Treatment Control BMP Sizing Calculations and Design Details PARKER MEDICAL CENTER GRASS INFILTRATION SWALE NO. III QBMP and QBMP Worksheets These worksheets are to be used to determine the required Design Capture Volume {VBMP} or the Design Flow Rate (QBMP) for BMPs in the Santa Margarita Watershed To verify which watershed your project is located within, visit www.rcflood.org/nPdes and use the 'Locate my Watershed' tool If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit www.rcflood.org/npdes/develo2ers.aspx To access worksheets applicable to your watershed Use the tabs across the bottom to access the worksheets for the Santa Margarita Watershed Design Procedure Form for Grassed Swale I ECTOR CORREA Designer: , I C cL In ENGINEERING Company: Date: III! It Project: CENTER 149IN Ne I PARKERAIEDICA1 Location: TEMEC LA 1. Determine Design Flow (Use Worksheet 2) QBMP = I JA I cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = z = s = ft % 3. Design flow velocity (Manning n = 0.2) v = :_A ft/s 4. Depth of flow (D) D = I_L] I ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 G 1.11 1 H_III I IIL L = ft 6. Vegetation (describe) GRASSI SWALE 8. Outflow Collection (check type used or describe "other") _ Grated Inlet' _ Infiltration Trench Underdrain _Other C11L01 III!I Notes: FMCSWALENO.IIS III'LF WITi '.FT I OTTOM111'LFREI lI ]RED! TI EREFORE 1.11 (GREATERTI ANREI II. !IRED, 55 Santa Maraarita Watershed Legend: Required Entries BMP Design Volume, V BMP (Rev. 03-2012) Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name HLC CIVIL ENGINEERING Date Designed by H. Correa County/City Case No PA 12-0178 Company Project Number/Name PARKER MEDICAL CENTER- GRASS INFILTRATION SWALE Drainage Area Number/Name DRAINAGE AREA 1 Enter the Area Tributary to this Feature AT= 0.51 acres 85th Percentile, 24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township Range Section Enter the 85th Percentile, 24-hour Rainfall Depth D85 = 0.95 Determine the Effective Impervious Fraction Type of post -development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction If= 0.76 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C-0.8581f-0.781f +0.774If+0.04 C. 0.55 Determine Design Storage Volume, VgMP Calculate Vu, the 95% Unit Storage Volume Vu= D85 x C Vu = 0.53 (in*ac)/ac Calculate the design storage volume of the BMP, VSMp. VaMP (fe)= Vu (in-aclac) x AT (ac) x 43,560 (felac) VBMP= 981 fit, 12 (in/ft) Notes: Santa Mar arita Watershed Legend: Required Entries BMP Design Flow Rate, QBMP (Rev. 03-2012) Calculated Cells Company Name HLC CIVIL ENGINEERINC Date Designed by H. Correa County/City Case No PA12-0178 Company Project Number/Name PARKER MEDICAL CENTER Drainage Area Number/Name DRAINAGE AREA 1 Enter the Area Tributary to this Feature AT = 0.51 acres Determine the Effective Impervious Fraction Type of post -development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ie = 0.76 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858If-0.781f2+0.774If+0.04 C= 0.55 BMP Design Flow Rate QBMP = C x I x AT QBMP — Oa ft3/s Notes: Effective Impervious Fraction � - � � - i • � ^ ' ��'i��t,�l[=I+i11'L�I111!la�*Il�l�b'f_r.Ci*1�,�:j�� Roofs 1.00 Concrete or Asphalt 1.00 Grouted or Gapless Paving Blocks 1.00 Compacted Soil (e.g. unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/ Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete / Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural (A Soil) 0.03 Natural (B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the VBmp and QBmp calculation sheets PARKER MEDICAL CENTER GRASS INFILTRATION SWALE NO.2 Santa Margarita Watershed VBMP and QBmp worksheets These worksheets are to be used to determine the required Design Capture Volume (Vamp) or the Design Flow Rate (QBMP) for BMPs in the Santa Margarita Watershed To verify which watershed your project is located within, visit www.rcflood.org/npdes and use the 'Locate my Watershed' tool If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit www.rcflood-org/npdes/developers-aspx To access worksheets applicable to your watershed Use the tabs across the bottom to access the worksheets for the Santa Margarita Watershed Design Procedure Form for Grassed Swale l LECTOR CORREA Designer: L C CL I FNGINFERING Company: Date: n,1 Project: SWAI E NO 3 .K ,.-„�.'n'D,-QonNTER Location: TFMrci LA 1. Determine Design Flow (Use Worksheet 2) QBMP = _':.i cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = z = I 1 s = I_' ft % 3. Design flow velocity (Manning n = 0.2) v = I LLt ft/s 4. Depth of flow (D) D = ft 5. Design Length (L) L= (7 min) x (flow velocity, ft/sec) x 60 L Ll LI 111111 L= II L ft 6. Vegetation (describe) GRASS ;I SWALE 8. Outflow Collection (check type used or describe "other") _ Grated Inlet' _ Infiltration Trench _ Underdrain Other 01 11!]11 DLLLII_ Notes: PMC SWALE NO. I'.IS I I I1LF WITi IFT i OTTOMI 1 I.LF RE] '.I IREDI 'rl EREFORE 2.11'. GREATER'rl AN REI I [RED. 55 Santa Mar arita Watershed Legend: Required Entries BMP Design Volume, VBMP (Rev. 03-2012) Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name HLC CIVIL ENGINEERING Date Designed by H. Correa County/City Case No PA 12-0178 Company Project Number/Name PARKER MEDICAL CENTER -GRASS SWALE NO. 2 Drainage Area Number/Name DRAINAGE AREA 2 Enter the Area Tributary to this Feature AT = 0.61 acres 85B' Percentile, 24-hour Rainfall Depth, from the Isoh etal Map in Handbook Appendix E Site Location Township Range Section Enter the 85`1' Percentile, 24-hour Rainfall Depth D85 = 0.95 Determine the Effective Impervious Fraction Type of post -development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction If = 0.76 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C = 0.858If - 0.78If + 0.7741f+ 0.04 C — 0.55 Determine Design Storage Volume, VBMP Calculate Vu, the 85% Unit Storage Volume Vu= D85 x C V„ = 0.53 (in*ac)/ac Calculate the design storage volume of the BMP, VsMP. VBMP 00)= VLj (in-ac/ac) x AT (ac) x 43,560 (ftz/ac) VBMP= 1,174 W 12 (in/ft) Notes: Santa Margarita Watershed Legend: Required Entries BMP Design Flow Rate, QBMP (Rev. 03-2012) Calculated Cells Company Name HLC Date 1/30/2014 Designed by H. Correa County/City Case No Company Project Number/Name PARKER MEDICAL CENTER Drainage Area Number/Name DRAINAGE AREA 2 Enter the Area Tributary to this Feature AT = 0.61 acres Determine the Effective Impervious Fraction Type of post -development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction If= 0.76 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C = 0.858If3 - 0.78If + 0.774If+ 0.04 C = BMP Design Flow Rate QBMP = C x I x AT QBMP - .1' ft3 /s Notes: Effective Impervious Fraction Develo ed Cover Tyi2es Effective Im ervious Fraction Roofsi0 Concrete or Asphalt li Grouted or Gapless Paving Blocks 1,00 Compacted Soil (e.g. unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/ Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete / Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural (A Soil) 0.03 Natural (B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the VBmp and QBMP calculation sheets Vegetated Swale TC-30 Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about 10 inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages ■ If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. Design Considerations ■ Tributary Area ■ Area Required ■ Slope ■ Water Availability Targeted Constituents 0 Sediment Q Nutrients • Q Trash • Q Metals CQ Bacteria • Q Oil and Grease El Organics Legend {Removal Effectiveness) • Low ■ High ♦ Medium kAIJIi NIAL WFNM%IFk January 2003 California Stormwater BMP Handbook 1 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale ■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations ■ Can be difficult to avoid channelization. ■ May not be appropriate for industrial sites or locations where spills may occur ■ Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. ■ A thick vegetative cover is needed for these practices to function properly. ■ They are impractical in areas with steep topography. ■ They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. ■ In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. ■ Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines ■ Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. ■ Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. ■ Longitudinal slopes should not exceed 2.5% ■ Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. ■ Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. ■ A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. ■ The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 1.3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations ■ Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. ■ Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. ■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. ■ Use a roller on the sod to ensure that no air pockets form between the sod and the soil. ■ Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 50 percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only g studies have been conducted on all grassed channels designed for water quality (Table 1). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 grassed channel Seattle Mehra and Washington Department of Ecology 1992 60 45 - -25 2-16 -25 grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 29 - -25 46-73 -25 grassed channel Wang et A, 1981 80 - - - 70-80 - dry swale Dorman et al., 1989 98 18 45 37-81 - dry swale Harper, 1988 87 83 84 80 88-90 dry swale Kercher et al., 1983 99 99 99 99 99 - dry swale Harper, 1988. 81 17 40 52 37-69 - wet swale Koon, 1995 67 39 - 9 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than io acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection Criteria (NCTCOG,1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres ■ Availability of water during dry periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 The topography of the site should permit the design of a channel with appropriate slope and cross -sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed io feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than too feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo-year storm if it is located "on-line." The side slopes should be no steeper than 3:1(H: V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 9) Swales must be vegetated in older to provide adequate treatment of runoff. It is important to maximize water contact vrith vegetation and the soil surface. For general purposes, select fine, close -growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: ■ Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. ■ Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. ■ Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. ■ Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. ■ Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per ft2, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com a v rn x d 0 tl+ fn[n[n cn 00 MOT GOT Om = Cv_ K B . 0 2 m 6 m y � � �ym O mu,�oi �m arR Cb aa ui Am IN b w w �90 m C � s m O ��aa� �EAw ar 0 0 0 O C m � 00 0000 5' A W tT O di dl fp �2 T T p O a 0 e S� rg E E + E + C 'm -9'ri -9 pp O p O y MN L Q O O O O ,C � S7 lV IO N lV C l0 d C E GI ,� lfl � �)jl t w G E a m 48 m o d LZ $ o $ N w N po© In m T� h E a S a U o 0 ci O A ci n en m L c N $ ` �_O+ L U a C E o W r U Om yd E c ym m�y O N 1 m cc (7 a U) o TC-30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SF.WRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. 11, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid -Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow_for Pollutant Removal From Highway Stormwater Rwloff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993• Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55• Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.Oakland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, ICY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383• Seattle Metro and Washington Department of Ecology. 1992. Biofrltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). i99i. Costs of Urban Norrpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832-F-99-o06 http://www.epa.gov/owm/mtb/vegswale.pdf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Horner. 198r. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-Rr6. Virginia Transportation Research Council, Charlottesville, VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual. www.mde.state.rnd.us/environment/wma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993• Guidance Specifying Management Measures_for Sources of Nonpoint Pollution in Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California StormwaterBMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 c-T`il I I Provide "'I scour NU Cross section ofsvaie nitb cheek Amn. pro2clion. Notation: L = (b) Dinwnsionnl rimv of et4nlc impmuulmtvti urcfl. Ds = Dopth of chock dam (it) SS = Potions SIPQ of Swale jflift) W = Top Mill of check Aim (it) Wa = Bottom McIth of check cant (it) Zisa = Ratio of heiizontal to v011c31 chanyo in swate side slope (fift) January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment www.cabmphandbooks.com Appendix G AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP RECORDING REQUESTED BY: PARKER 215 LLC (Property Owners Name) AND WHEN RECORDED MAIL TO: PARKER 215, LLC 27989 Holland Road Menifee, CA 92584 DOG # 2014-0140896 04/17/2014 02:53P Fee:51.00 Page I of 13 Recorded in Official Records County of Riverside Larry W. Ward I-E 1050 5 I R I U I PAGE1 SIZE DA I MISC LONG RFD COPY 13 `� M A L 465 426 PCOR NCOR SMF NCHG T: I CTY UNI SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT PARKER MEDICAL CENTER PARCEL 2 OF PARCEL MAP 29132 Property Owner Name: PARKER 215, LLC Property Owner Mailing Address: PARKER 215 LLC 27989 Holland Road Menifee CA 92684 Project Address or Location: 44606 Avenida de missions —Temecula. Ca 92692 Project's Assessor Parcel Number: 961-290-002 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) PARKER 215, LLC (Owner), this (insert day) 07,—,of (insert month and year) Jan. 2014 WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and depicted in Exhibit "B", each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals issued by the City and other agencies having jurisdiction over the Property; WHEREAS, at the time of initial approval of the development project (Project) known as(insert name of project) PARKER MEDICAL CENTER within the Property, the City required the Project to generate a Water Quality Management Plan (WQMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non -storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as "Best Management Practices" (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise locations) of these BMPs are depicted in the WQMP, on file with the City; WHEREAS, the Owner signed and certified the WQMP and accepted the requirement to routinely inspect, clean, maintain, repair, reconstruct, and replace the BMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement is transferable onto subsequent owners, heirs, executors, administrators, representatives, and assigns (collectively "Successors") of this Property, Project, and all associated BMPs; WHEREAS, the Owner and Successors are aware that such operation and maintenance requirements are in accordance with, and enforceable under, the City's Municipal Code and State and Federal environmental laws regulating the discharge of pollutants in storm water and non-stormwater runoff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods in effect at the time such maintenance occurs; IIIII III III III IIIII III I IIII it II III III I IIII III 0111?,4. f f12 r=F NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be accompanied by a copy of an 'Operation and Maintenance Manual', included in Exhibit "C", providing detailed instructions on how and when each treatment BMP proposed for construction, or installation, or implementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (collectively "Maintained") in order to retain their original intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the removal of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the inspections, maintenance activities, material(s) and quantity(ies) removed, and disposal destinations. 3. Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPs, their immediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of emergency as determined by the City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner's use of the Property during these inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to the City, including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also opt to use the proceeds from any securities posted for the project, or place a lien on the Property in such amount as will fully reimburse the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an interest in all or part of the Property. III 11111 I III w 120 9144R ah,, IN WITNESS THEREOF, the Owners hereto have affixed their signatures as of the date first written above. OWNER 1:'` ,Pne Signature Title OWNER 2: Name Signature A notary acknowledgement is required for recordation (attach appropriate acknowledgement) IIIlI� �III�I' I�� II�IIII ��I �IIIII I�I��I (�I'�III II I Ilrl r'a. i ' 4-F�a{4fi<9F.N CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of I Califo{rrnia County of ^ I ��r—G - � I 1 - On � 7 before me, 1- �C.�'ey'4 I `� 0TarlgL �t Dale Mara Insetl Nama antl Title of the OHlcer personally appeared O. 21 Gommissionon 72027508 Notary Public - California Riverside County My Comm. fires Jun 5, 2017 ~ Place Notary Seal Above r who proved to me on the basis of satisfactory evidence to be the person(e) whose name(&) is/are subscribed to the within instrument and acknowledged to me that he/sheM"y executed the same in his/herkherc authorized capacity(iesj-and that by his/herllheir signature(e) on the instrument the person , or the entity upon behalf of which the person(4acted, 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 nd�o��ial� Signature )�(f/`1Z� � Signature of Notary Publa OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document Date: Signers) Other Than Named Above: Number of Pages: Capacity(ies) Claimed by Signer(s) Signer's Name: Ll Individual ❑ Corporate Officer — Title(s): ❑ Partner —❑ Limited El General IJ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: RIGHTTHUMBPRINT OF SIGNER Top of themb here 02007 National Notary Aa iallMP 93E50 De Salo Ave, P.O.EIox 24U2•ChabworM, CA 9131324021 v Nallcnarlolaryorg Hom66907 eaorler.Cell Toll Free i-SM87G 27 Signer's Name:__.._._ _,__ ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner — CJ Limited O General ❑ Attorney in Fact Ll Trustee Cl Guardian or Conservator ❑ Other: Signer Is Representing: 1111111III11111I8111111l111111111l 111l 11111 N4.4;f1f4=giae a :;I. EXHIBIT A 1Leaal Description of Property) PARCEL 2 OF PARCEL MAP 29132, IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN ON PARCEL MAP BOOK 199 PAGES 78 TO 80 INCLUSIVE OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA (IIIIIIIIIIIIIIIIIIIIIlII IIIIIIilI IIIIIIIIlIIIIII 04.'1?I F,14 A �E';l EXHIBIT B `; .,,r •l::, \\\p, » ƒ/ \ P \{ \ .. .... §SNOISSIN _ WV ❑ (\ \!\\� § 20 1 4-W 40396 � � � EXHIBIT C (Operation and Maintenance MantW 111111 II II I 1111111111111111111111111111111111111III PARKER MEDICAL CENTER WQMP OPERATION AND MAINTENANCE MANUAL 1. Purpose of the Vegetated infiltration Swale Maintenance Manual The purpose of this manual is to provide maintenance instructions for PARKER MEDICAL CENTER infiltration trenches. The infiltration trenches is a pollution control device designed to treat urban runoff before it enters in to the storm drain systems located on the project site. Regular maintenance will help to ensure that the infiltration trenches functions as it has been designed. This manual will serve as a reference guide and filed manual to assist the property owner with: • An overview of the Vegetated infiltration swale and how it functions • A description of the location of infiltration trenches • An understanding of the procedures required to effectively maintain the infiltration trenches on a regular basis • Reproducible copies of the forms, logs and guidance sheets necessary for recording maintenance activities associated with the Infiltration trenches. 2. General Description and function of the Vegetated infiltration swale The Vegetated infiltration swales are long, narrow swale comprised of layers of porous materials that allow collective urban runoff to infiltrate into the ground. From the top of the swale to the bottom, the porous materials consist of. Varying depth layer of mulch (minimum depth of 3") River Rock Layer • 3' Layer of 1.5"-2.5" Dia. Washed Gravel Impermeable Liner on the sides of the Basin Pollution is mitigated through Infiltration of runoff into the porous materials within the trenches and ultimately through infiltration in to the ground below the trench. 3. Maintenance Responsibility The property Owner is ultimately responsible for maintaining the Vegetated infiltration swale. The goal in maintaining the swale is to ensure that infiltration is occurring. Regular inspection and replacement of materials within the swale trenches once they become ineffective in performing as designed are the major components in the maintenance program, in order to achieve this, the following general procedures shall be followed: • Qualified maintenance personnel should periodically inspect the swale at least twice a year. The first Inspection should happen prior to August 1 and the subsequent 11111111111111111111 N 1111 nn �iai {M1 inspection should happen during the period between February 1 and March 31. If a problem is identified, it should be rectified as soon as possible to ensure that the Swale trench functions as designed. Regular removal of trash and debris should occur as needed. Trash and debris, visible along the surface of the trench shall be promptly removed. Detailed maintenance procedures are outlined in section 5. 4. Maintenance Indicators and Activities Functional Maintenance: Regular functional maintenance is required to ensure that the vegetated infiltration Swale perform in an effective manner functional maintenance consists of both preventative and corrective activities. Logs and guidance sheets are contained herein to use in recording vital information while performing operation Inspection and other infiltration trench maintenance activities. Maintenance records shall be maintained by the property owner for a minimum of five years. The proper use and subsequent storage of these records will assure the City of Temecula that the infiltration trenches are functioning as designed. Preventative Maintenance: Preventative maintenance shall be performed on a regular basis. Checklists are included herein to track and record preventative maintenance activities. These activities include trash and debris removal and sediment management. Trash and debris removal shall be performed to ensure that runoff has adequate surface area to infiltrate through the various layers that comprise the cross section of the trench. Sediment management will occur when testing indicates that the infiltration rate has diminished below the stated acceptable rate. Corrective Maintenance: Corrective maintenance will be required on an emergency or non -routine basis to correct problems and restore the intended operation and safe function of the infiltration trench. Vegetated Infiltration Swale Maintenance: • Inspect a minimum of twice a year, before and after the rainy season, after large storms or more frequently as needed. • Clean the trench when the loss of infiltrative capacity is observed. When the standing water is present for a period of time in excess of 72 ours, removal of sediment may be necessary. This is an expensive activity and the need for it may be minimized through the prevention of upstream erosion. • Control mosquitoes as necessary. • Remove litter and debris from surface as required. 111111111 INn4. 014-` 14O296 r 5. Vegetated Infiltration Swale Maintenance Plan PARKER MEDICAL CENTER Project Address: 4(g D_K AVCM t�a (Ai a w-.tswcws Assessors Parcel No.: 961-290-002 Property Owner. 'V" r S- L.Lc. Phone No.:USI—,2�( -qOQ;_ Designated Contact: —1?'4sfiA;J Phone No.: QCL—_&Q —2GdO The property contains two vegetated infiltration swales, located as described below and as shown in the WQMP site plan. • Vegetated inffitration swale No. 1 is located at the east property line adjacent to Avenida Missions. • Vegetated infiltration swale No. 2 is located adjacent to the south property line. 1. Routine Maintenance Activities The principal maintenance objective is to prevent sediment buildup and clogging, which reduces pollutant removal efficiency and may lead to trench failure. Routine maintenance activities, and the frequency at which they will be conducted, are shown in Table 1. Table t Routine Maintenance Activities for vegetated infiltration swale No. Maintenance Task Frequency of Task 1 Remove obstructions, debris and trash from infiltration Monthly, or as needed after storm trench and dispose of property. events 2 Inspect swale trench to ensure that it drains between Monthly during wet season, or as storms, and within 5 days after rainfall. Check observation needed after storm events well 2-3 days after stone to confirm drainage. _ 3 Inspect filter fabric for sediment deposits by removing a Annually small section of the top layer. 4 Monitor observation well to confirm that trench has Annually, during dry season drained during dry season. 5 Mow and trim vegetation around the trench to maintain a _ As needed neat and orderly appearance. 6 Remove any trash, grass clippings and other debris from As needed the trench perimeter and dispose of properly. 7 Check for erosion at inflow or overflow structures. As needed 8 Confirm that cap of observation well is sealed. Al every inspection 9 Inspect infiltration trench using the attached inspection Monthly, or after large storm events, checklist. and after removal of accumulated debris or material Prohibitions Standing water shall not remain in the treatment measures for more than five days, to prevent mosquito generation. Should any mosquito issues arise, contact the Riverside County Vector Control Program (RCVCP), as needed for assistance. Mosquito larvicides shall be applied only when absolutely necessary, as indicated by the RCVCP, and then only by a licensed professional or contractor. Contact information for RCVCP is provided below. IIIIli �� Ill 111118 Ilf �� 111111111 IN 04.1 VI "ffVI , III. Mosquito Abatement Contact Information Riverside County Vector Control Program 800 South Sandersen Ave. Hemet, CA 92545 (951) 766 - 9454 (951) 766 - 7874 FAX IV. Inspections The attached vegetated infiltration swale Inspection and Maintenance Checklist shall be used to conduct inspections monthly (or as needed), identify needed maintenance, and record maintenance that is conducted. 11111111111111Ill IlilliIli 1111II11 llIIIIIIl11 fi.191�,f',-f f. 5 T O D p W W N W o g¢Eo'SSa�a v oc�n o� 6 v$'D W E$�,r5 o NB+ 2� °�3 ao mid aoo ao � �o NdyVOW� D N� Nc Nc,O v_ic� C= i0tOO O O m Wa E o dC M2' Otmp^O- pD 2� c C wo spy �QL (p m 2 g'_ �ct myp �g=ao� �« n yq �c EOayiy��i W W C L c O Q a C =p N TO m'a iUtW mt W� ,� Np0=1r N�•.0 r�,W a=i �i� o. ucS a'nci CpiN� .L. m V A aa`>aw9 cE W i . LC O Y6 O O °: N O O YO O O a a i w N N C a �u6zD p d'2o n � c c d �E E15 E3 u a e78 c a v m�a N N G E m o E Q`v E ` p 08 30,0 C P p 10 & � z 'E .o cE 7aE a= L" C 75 O y O>G O o o� D N« C �pN 10 YNw C N C_ C E N ` NC W a C a 200 N T T T a d a > E D C W Vi 0 0 awE �=y 0 w� c :a aro ya' �a m ppY s. 3p U1Ny N` NO ^i4.A �D C aaC C�•!j 3 WIE 4 m wyD iaur �c m� a>=aE OZ Em = 5'� =o= am_ am_ aD cyc ,c� y"'DN og Wa coEti N 8Dd od 3= m y�Nffi pD op 50 ca�i �'�o Q cdtin N N« Q= 3 ac = mE E o� 'D w .c E N m A j'a C •- N M V ih �O 1� `i 14, Ea1A6'' i , Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS NOT CONDUCTED