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HomeMy WebLinkAboutParcel Map 21383 Parcels 2-5 WQMP Winchester Gilchrist For: WINCHESTER GILCHRIST Water Quality Management Plan PARCEL 2-5, PM21383 PA05-0096 OFFICE/INDUSTRIAL BUILDINGS Prepared for: ROBERT GILCHRIST 988 S. ANDREASEN SUITE A ESCONDIDO, CA 92029 (858) 759-1922 (858) 795-4705 FAX Prepared by: HECTOR CORREA, RCE HLC CIVIL ENGINEERING 28465 Old Town Front Street SUITE 315 TEMECULA, CA 92590 (951) 506-4869 VOICE (951) 506-4979 FAX WQMP Preparation Date: March 22, 2007 WATER QUALITY MANAGEMENT PLAN CHECKLIST a` Public Works Department _s = NPDES Program d 43200 Business Park Drive, Temecula, CA. 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 WOMP REQUIREMENTS (PLEASE LIST THE FOLLOWING INFORMATION) Section 1. Watershed and Sub-Watershed: Santa Margarita River and MURRIETA CREEK Section 11. Land-Use Category(from Initial Checklist): LIGHT INDUSTRIAL Section 111. Pollutants(expected and potential): SEDIMENTITURBIDITY, NUTRIENTS, TRASH & DEBRIS, OXYGEN DEMANDING SUBSTANCES, BACTERIA&VIRUSES,OIL,GREASE AND PESTICIDES. Section IV. Exemption Category(A, B, C, or Not Exempt): NOT EXEMPT Section V. Treatment BMP Category(ies): GRASS SWALES AND INFILTRATION BASIN Section VI. Party(ies) responsible for BMP maintenance: OWNER Section VII. Funding source(s)for BMP maintenance: OWNER NOTES: (a) The WQMP will NOT be accepted unless all of the items requested above and throughout this checklist are completed. (b) Section VI must be accompanied by notarized proof of the entity(ies) assuming direct responsibility or oversight for the long-term maintenance of the BMPs. (c) Section Vll must be accompanied by notarized proof demonstrating the funding mechanism(s) proposed(i.e. Assessments, Homeowner Association,Property Management, etc.) for the BMP maintenance. Page 1 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST z; Public Works Department = NPDES Program A• ° 43200 Business Park Drive, Temecula, CA. Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Title Page Name of project with Tract,Parcel,or other I.D.number 0 Owner/Developer name,address&telephone number 0 0 0 Consulting/Engineering firm,address&phone number 0 0 0 Pr arer's Registered Professional Engineers' Stamp and Signature 0 0 0 Date W MP was prepared 0 0 0 Owner's Certification Signed certification statement 0 0 Table of Contents Complete and includes all figures,Appendices A-H ,and design worksheets 0 0 0 Section 1. Project Description in narrative form Project location 0 Project size to the nearest I/10 acre 0 0 0 Standard Industrial Classification SIC Code 0 0 0 Description and location of facilities 0 0 0 Activities,locations of activities,materials and products to be used and stored for each 0 0 0 activity and at each facility,delivery areas,and what kinds of wastes will be generated Project watershed and sub-watershed 0 0 0 Formation of a Home Owner's Association or Property Owner's Association 0 0 0 Additional permits/approvals required for the project including: • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resources Control Board, Clean Water Act(CWA)section 401 0 0 0 Water Quality Certification; • US Army Corps of Engineers,CWA section 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion; • Municipal Conditions of Approval(Appendix A). Section II. Site Characterization in narrative form Land use designation or zoning 0 0 0 Current and proposed property use 0 0 0 Soils report(Appendix E). (Note: A soils report is required if infiltration BMPs are 0 0 0 utilized Phase 1 Site Assessment or summaries of assessment or remediation(Appendix 0 0 0 Identification of Receiving waters(including 303(d)listed waters,Designated 0 0 0 beneficial uses,and any RARE beneficial use waters)and their existing airments Page 2 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST Public Works Department � F NPDES Program a' a 43200 Business Park Drive, Temecula, CA. 1\4 Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Section III. Pollutants of Concem(in narrative form) Potential and expected pollutants from the proposed project Q O O Presence of legacy pesticides,nutrients,or hazardous substances in the site's soils as a O O O result of past uses Section IV.Hydrologic Conditions of Concern in narrative form Conditions A,B,or C exempt the WQMP from this section 0 O O If the project is not exempt, evaluation of impacts to downstream erosion or stream habitat discharge flow rates, velocities, durations, and volumes from a 2-year and 10- 0 O Q year,24-hour rainfall event is included Section V.Best Management Practices V1. Site Design BMPs Table 1. Site Design BMPs is complete O O O Narrative describing the site design BMPs proposed for the project Q O O Narrative describing the site design 13MPs that were not applicable and why they O O O cannot he implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, Q O O inspection criteria,and the responsible entity or party Site Design BMPs shown on the WQMP Site Plan(Appendix B) Q O O V2. Source Control BMPs Table 2. Source Control BMPs is complete O O Q Narrative describing the source control 13MPs proposed for the project Q. Q O Narrative describing the source control BMPs that were not applicable and why O O O they cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained,including inspection and maintenance frequency, ) Q Q inspection criteria,and the responsible entity or party Structural source control BMPs shown on the WQMP Site Plan(Appendix B) O O Q Copies of Educational Materials(Appendix D) O Q V3. Treatment Control BMPs Table 3.Treatment Control BMPs is complete QQ Q Q Page 3 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST ¢-_ Public Works Department �;- NPDES Program ` 43200 Business Park Drive, Temecula, CA. Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Narrative describing the treatment control BMPs of medium or high effectiveness O O O proposed for the project Narrative describing how each individual treatment control BMP proposed for the project will be implemented and maintained,including locations, sizing criteria, O O O inspection and maintenance frequency,inspection criteria,long-term O&M,and the responsible entity or party Treatment Control BMPs shown on the WQMP Site Plan(Appendix B) l� O Copy of the property/project soils report(Appendix E). (Note: This requirement O O O applies only if infiltration-based Treatment Control BMPs are utilized) Calculations for Treatment Control BMPs(Appendix F) Q O Q V4. Equivalent Treatment Control Alternatives Narrative describing equivalent treatment control alternatives O O Q Calculations for Equivalent Treatment Control Alternatives(Appendix F) Q O Q VS.Regionally-Based Treatment Control BMPs Narrative describing regionally-based treatment control BMPs O O Q Calculations for Regionally-Based Treatment Control BMPs(Appendix F) O O Q Section A.Operation and Maintenance(O&M)Responsibility for Treatment Control BMPs BMPs requiring O&M are identified 0 O 0 Description of O&M activities, the O&M process, and the handling and placement of O O O any wastes BMW start-up dates Q O O Schedule of the frequency of O&M for each BMP Q O Q Parties responsible for O&M Q O 0 Notarized proof of the entities responsible for O&M(Appendix G) O O Q Inspection and record-keeping requirements for BMPs including responsible parties. 0 O O Description of water quality monitoring, if required Q O O Section VII.Funding Notarized proof of the funding source(s)for the O&M of each Treatment Control BMP Q O 0 Appendix (Section1) Complete copy of the final Municipal Conditions of Approval Q O O Appendix B (Sections I and V) Vicinity Map identifying the project site and surrounding planning areas 0 O O Page 4 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST '` '` {• Public Works Department �= NPDES Program A' d 43200 Business Park Drive, Temecula, CA. Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Site Plan depicting the following project features: Location and identification of all structural BMPs,including Treatment Control O O O BMPs. Landscaped areas. O' O O Paved areas and intended uses. Q' O O Number and type of structures and intended uses. (ie: buildings,tenant spaces, O O Q dwelling units,community facilites such as pools, recreations facilities,tot lots,etc.) Infrastructure(ie: streets,storm drains,etc.)that will revert to public agency O O O ownership and operation. Location of existing and proposed public and private storm drainage facilities including catch basins and other inlet/outlet structures. (Existing and proposed 0 Q 0 drainage facilities should be clearly differentiated.) Receiving Waters locations that the project directly or indirectly discharges into. Q 0 0 Discharge points where onsite or tributary offsite flows exit the site. Q' Q Proposed drainage areas boundaries, including tributary offsite areas, for each O O O location where flows exit the site. (Each tributary area should be clearly denoted.) Pre-and post-project topography. 0 Q Q Appendix C (Section IV) Supporting engineering studies,calculations,reports,etc. 1 Q 101 Q Appendix!) (Section V) Educational materials proposed in implementing the project-specific WQNP 1 Q Q Q Appendix E (Sections 11 and V) Summary of Soils Report information if infiltration BMPs are proposed Q Q p Appendix F (Section V) Treatment Control BMP sizing calculations and design details G Q O Appendix G (Sections I and VI) CC&Rs, Covenant and Agreements,or other mechanisms used to ensure the ongoing O O O operation,maintenance, funding,and transfer of the WQMP requirements Appendix H (Section II) Summary of Environmental Site Assessment, Remediation,and Use Restrictions. 1 Q Q O' (End of Checklist) Page 5 of 5 For: WINCHESTER GILCHRIST Water Quality Management Plan PARCEL 2-5, PM21383 PA05-0096 OFFICE/INDUSTRIAL BUILDINGS Prepared for: ROBERT GILCHRIST 988 S. ANDREASEN SUITE A ESCONDIDO, CA 92029 (858) (858) 795-4705 5-4705 FAX Prepared by: HECTOR CORREA, RCE HLC CIVIL ENGINEERING 28465 Old Town Front Street SUITE 315 TEMECULA, CA 92590 (951) 506-4869 VOICE (951) 506-4979 FAX WQMP Preparation Date: March 22, 2007 Water Quality Management Plan (WQMP) • ENGINEER'S CERTIFICATION "I certify under a penalty of law that this document and all attachments 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. CORREA Date RCE 36306 EXP 6/30/08 1 OV ESSIOpA HECTOR Gam` LUCID CORREA m No. 363C6 CIVIL EE EN NfEBIN6 • Water Quality Management Plan (WQMP) • OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for Parcels 2-5 of PM21383 by IILC CIVIL ENGINEERING for the project(mown as PA05-0096 located on the southerly side of Winchester Road, approximately 180 from the Winchester/Diaz Road intersection.The WQMP is intended to comply with the requirements of City of Temecula for development 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 certify under penalty of law that the provision of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner's Signs ure Date C,'/cr s� n Robert G4Whant Q() (/`c,lti2 Y- Owner's Printed Name Owner's Title/Position CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT - sYsr,�-�,cr.::<-aM� State of California County of On 31'�i 10_-_? before me, C,' r O- ice-�r car 2 � lr c m Date Nae antl Title d Officer(e.g.,..1�'ne Doe.Notary Putfllo') personally appeared �e�^� G� C4",'7 Names)of siryrerls) ❑ personally known to me A-f(or proved to me on the basis of satisfactory evidence) to be the personO whose name is/ore subscribed to the sms within instrument and acknowledged to me that oFFMIAL L he/�sl�e/t}fey executed the same in his/t)�r�r authorized CARMEN pONAHUE A caPaGtY , and that by his/hef/theifsignature(d) on the NOTARY PUBLIGCAL1wRNIP'y. instrument the rso entity p MD pe rt(5j, or the enti upon behalf of LMY COMM. :XP.,MN.6,20W which the perso9k4 acted, executed the instrument. WITNESS / /m�y�han�d and official seal. b Nola i P ?Seal Above (J�' t r J-"`�-- SyrlvNre of"my 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 Title or Type of Document 0 tA7 i'>`0/�� C-z��fl T-1 CO,- IY� Document Date: 3 [1 to-7 Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer —Title(s): ❑Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General _ ❑Partner— ❑ Limited ❑General ❑ Attorney in Fad Top of thumb here ❑Attorney in Fact Top of thumb here ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: 0 2006 National Notary Aswcialion-9359 De Sob Ave_P.O.t3oz 2402-ChaLSworlh.CA 913132402 tlem No.59gJ Reortler:Cafl Toll-Free 1-BW"5/6fi82r Water Quality Management Plan (WQMP) Contents Section Page I PROJECT DESCRIPTION 1 Il SITE CHARACTERIZATION 3III POLLUTANTS OF CONCERN 4 IV HYDROLOGIC CONDITIONS OF CONCERN 5 V BEST MANAGEMENT PRACTICES 6 V1 Site Design BMPs 7 V.2 Source Control BMPs 10 V.3 Treatment Control BMPs 14 VA Equivalent Treatment Control Alternatives 16 V.5 Regionally-Based Treatment Control BMPs 16 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs 17 VII FUNDING 19 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE PLAN 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 H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT- A Phase 1 Environmental Site Assessment was not performed on this property Page Water Quality Management Plan (WQMP) I. Project Description • Proiect Description The project consists of four single story light industrial (office and Warehouse) condominium building and designated Buildings A through D.The four buildings range in size from 15,0 L7 square feet to 20,478 square feet and are connected by a decorative pedestrian pathway. In the center of the development is a common area complete with a decorative water feature, trellis, tables and benches. Total impervious area is 3.03 acres consisting of buildings, hardscape and parking lot pavement with 0.92 acres of landscaping or existing earthen channel slope. At this time tenants are not known,but anticipated uses are general office and warehouse. Proiect Owner ROBERT GILCHRIST 988 S. ANDREASEN SUITE A ESCONDIDO, CA 92029 (858) 759-1922 VOICE (858) 795-4705 FAX WQMP Preparer HECTOR CORREA, RCE, PRINCIPLE HLC CIVIL ENGINEERING 28465 OLD TOWN FRONT STREET SUITE 315 TEMECULA, CA 92590 (951) 506-4869 VOICE (951) 506-4979 FAX Location of on-site facilities Building "A" will be located on the northwest side of the property, Building `B"and Building "C" will be located in the center of the property and Building "D" will be located on the northeasterly side of the property. The development will have grass infiltration located along the northeasterly, northwesterly and along a portion of the southwesterly boundary of the properly. Materials Storage and Delivery Areas Material deliveries, loading and unloading areas are proposed at the rear of each building for each unit. No outdoor storage will be allowed. Wastes generated by project activities Normal office and Light Industrial waste will be generated on-site. The project will have two large covered trash enclosures to service the site. Proiect Site Address: The proposed development is located on the southerly side of Winchester Road, approximately 180 from the Winchester/Diaz Road intersection in the City of Temecula, Riverside County. Street address has not been issued at this time. Planning Area/ Community Name: Westside Business Park, Industrial Park APN Number(s): APN 909-310-002, APN 909-310-003, APN 909-310-004, APN 909-310-005 Page 1 Water Quality Management Plan (WQMP) Thomas Bros. Map: Page 958, Grid F-3, (2005) Project Watershed: Santa Margarita River, Hydrologic Unit 902 Sub-watershed: Murrieta Creek, HAS 902.32 Project Site Size: 3.95 AC Standard Industrial Classification (SIC) Code: At this time Tenants are not known. But anticipated uses are general office and light industrial. 3900: Miscellaneous Manufacturing Industries Formation of Home Owners' Association (HOA) or Property Owners Association (POA): A Property Owners'Association will be formed to maintain all BMP described in this WQMP Additional Permits/Approvals required for the Project • AGENCY Permit required (yes or no) State Department of Fish and Game, 1601 Streambed No Alteration Agreement State Water Resources Control Board, Clean Water Act No (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit No US Fish and Wildlife, Endangered Species Act section 7 No biological opinion Other (please list in the space below as required) SWRCB General Construction Permit Yes City of Temecula (Grading & Building) Yes Riverside County Flood Control No Page 2 Water Quality Management Plan (WQMP) II. Site Characterization . Land Use Designation or Zoning: Light Industrial Current Property Use: Vacant Proposed Property Use: Light Industrial Availability of Soils Report: Yes, See Appendix E Phase 1 Site Assessment: Not Available Receiving Waters for Urban Runoff from Site 303(d) List Designated Beneficial Uses Proximity to Receiving Waters Impairments RARE Beneficial Use MURRIFTA CREEK PHOSPHORUS MUN, AGR, IND. PROC, RFC 1, REC2, WARM, NOT A RARE IIU 2.32,2.52 COLD, WILD WATER BODY SANTA MARGARITA PHOSPHORUS MUN, AGR, IND, REC], REC2, WARM, COLD, APPROXIMATELY RIVER WILD,RARE 3.5 MILES nu 2.52,2 22 SANTA MARGARITA PHOSPHORUS MUN, AGR, IND, REC 1, REC2, WARM, COLD, APPROXIMATELY RIVER WILD, RARE 9 MILES HU 2.21 SANTA MARGARITA NONE MUN, AGR, IND, RECI, REC2, WARM, COLD, APPROXIMATELY RIVER WILD,RARE 12 MILES IN 2.13 SANTA MARGARITA NONE MUN, AGR, IND, REC 1, REC2, WARM, COLD, APPROXIMAIELY RIVER WILD, RARE 16 MILES Hu 2.12 SANTA MARGARITA NONE MUN, AGR, IND, REC I, REC2, WARM, COLD, APPROXIMATELY RIVI?R WILD,RARE 30 MILES HU 2.11 SANTA MARGARITA EUTROPHIC REC1, REC2, EST, WILD, RARE, MAR, MIGR, APPROXIMATELY RIVER LAGOON SPWN 30 MILES Hu 2.211 PACIFIC OCEAN NONE IND, NAV, RECI, REC2, COMM, BIOL, WILD APPROXIMATELY RARE MAR,AQUA,MIGR, SPWN,SHELL 33 MR,ES Page 3 Water Quality Management Plan (WQMP) III. Pollutants of Concern • Urban Runoff Pollutants: This WQMP will use parking lots as the Landuse Category. As such, this office/Warehouse project can expect or potentially expect the following pollutants: POLLUTANT TYPE EXPECTED POTENTIAL LISTED FOR RECEIVING WATER SEDIMENT[TURBIDITY X NUTRIENTS X X ORGANIC COMPOUNDS X TRASH & DEBRIS X OXYGEN DEMANDING SUBSTANCES X PATHOGENS( BACTERIA&VIRUSES) X • OILS&GREASE X PESTICIDES X METALS X Past Uses: The project site has been vacant for over ten years and prior to that was pasture land. No known hazardous substances have been used on the property. Pollutants of concern: Phosphorus (Nutrients) is the pollutant of concern, since this site runoff will discharge into Murrieta Creek, and Murrieta Creek is listed on the 2002 303(d) list as impaired for phosphorus. Page 4 Water Quality Management Plan (WQMP) 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 is 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-Permittee. Condition B: The project disturbs less than 1 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-Permittee. This Project meets Condition A: Supporting engineering studies, calculations, and reports are included in Appendix C. DESCRIPTION 2YEAR-24FIR 10 YEAR-24HR 100 YEAR-24HR PRE POST PRE POST PRE POST RUNOFF-CFS 040 0.60 0.97 01.17 1.785 1.98 VELOCITY - FPS 021 026 0.35 0.39 0.50 6.53 VOLUME-CUBIC FT 4254 13,094 12,580 25,225 28,106 40,061 VOLUME-AC FT 0.10 0.30 029 0.58 0.65 0.97 DURATION-MIN 810 810 810 810 810 810 Page 5 Water Quality Management Plan (WQMP) V. Best Management Practices VA SITE DESIGN BMPS PROPOSED PROJECT BMPS The following BMP concepts will be used. 1. Walkways will be at the minimum width allowed by the City. 2. Driveways and parking lot aisles will be held at the minimum widths allowed by the City- 1 Vegetated/Sand Swale Infiltration Trench 4. Rooftops will drain into vegetated infiltration Swale or basin. s s Page 6 Water Quality Management Plan (WQMP) TABLE 1. SITE DESIGN BMPS Included . Design Technique Specific BMP yes no Concept Site Design Minimize Concept f Urban Runoff Maximize the permeable area (See Section Yes, minimizing 4.5.1 of the WQMP). building foot print. Incorporate landscaped buffer areas between Yes, vegetated sidewalks and streets. swale located between parking and sidewalk Maximize canopy interception and water Yes, new Trees conservation by preserving existing native and shrubs will trees and shrubs, and planting additional be planted. native or drought tolerant trees and large shrubs. Use natural drainage systems. No existing natural drainage system Where soils conditions are suitable, use Using infiltration perforated pipe or gravel filtration pits for low Swale or basin flow infiltration. Construct onsite ponding areas or retention Using infiltration facilities to increase opportunities for basin infiltration consistent with vector control objectives. Other comparable and equally effective site None design concepts as approved by the Co- proposed Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). Page 7 Water Quality Management Plan (WQMP) Included Design Technique Specific BMP yes no • Concept Site Design Minimize Concept 1 Impervious Footprint Maximize the permeable area (See Yes, Section 4.5.1 of the WQMP). Construct walkways, trails, patios, Not used 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. Construct streets, sidewalks and parking Walk way and lot aisles to the minimum widths Parking stalls necessary, provided that public safety and are minimum a walk able environment for pedestrians width or lengths are not compromised. allowed by Planning Department. Reduce widths of street where off-street Street is parking is available. existing. Minimize the use of impervious surfaces, Yes, only using • such as decorative concrete, in the walks where landscape design. required for ADA purposes Other comparable and equally effective None used site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Conserve Natural Areas Conserve natural areas (See WQMP None Section 4.5.1). existing Maximize canopy interception and water Planting native conservation by preserving existing native trees and shrubs trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. Using Existing Earthen Ch. Other comparable and equally effective Not used site design concepts as approved by the Co-Permittee (Note: Additional narrative . required describing BMP and how it addresses Site Design concept). Page 8 Water Quality Management Plan (WQMP) Included Design Technique Specific BMP yes no • Concept Site Design Minimize Residential and commercial sites must be Roof drains to Concept 2 Directly designed to contain and infiftrate roof drain onto Connected runoff, or direct roof runoff to vegetative vegetated Impervious swales or buffer areas, where feasible. swale. Areas Where landscaping is proposed, drain Impervious (DCIAs) impervious sidewalks, walkways, trails, areas drain to and patios into adjacent landscaping. adjacent landscape area Increase the use of vegetated drainage Using grassy swales in lieu of underground piping or swale with 18' imperviously lined swales. gravel underlining. Rural swale system: street sheet flows to Not Applicable, vegetated swale or gravel shoulder, curbs existing street at street comers, culverts under driveways and street crossings. Urban curb/swale system: street slopes to Yes, Draining curb; periodic Swale inlets drain to onto landscape vegetated swale/biofilter. swale Dual drainage system: First flush captured Yes, Draining in street catch basins and discharged to onto landscape adjacent vegetated swale or gravel swale Design driveways with shared access, Yes, Draining • flared (single lane at street) or wheel strips onto landscape (paving only under tires); or, drain into swale landscaping prior to discharging to the MS4. Uncovered temporary or guest parking on Designed to private residential lots may be paved with drain to veg. a permeable surface, or designed to drain swale into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking Using grassy areas, incorporate landscape areas into swale with sand the drainage design. and gravel bed underlining. Overflow parking (parking stalls provided Not providing in excess of the Co-Permittee's minimum overflow parking parking requirements) may be constructed with oermeable amino. Other comparable and equally effective Not used design concepts as approved by the Co- Permittee (Note: Additional narrative required describing BMP and how it adtlresses Site Design concept). • Page 9 Water Quality Management Plan (WQMP) V.2 SOURCE CONTROL BMPS • Table 2.Source Control BMPS Check One Not If not applicable, state BMP Name Included Applicable brief reason Non-Structural Source Control BMPS Education for Property Owners, Operators, Tenants, Occupants, or Employees x AcWty Restrictions x Irrigation System and Landscape Maintenance x Common Area Litter Control x Street Sweeping Private Streets and Parking Lots x Drainage Facility Inspection and Maintenance x Structural Source Control BMPS MS4 Stenciling and Si na e x Landscape and Irrigation System Design x Protect Slopes and Channels x Provide Community Car Wash Racks x Not Part of Project Property Design: Fueling Areas x Not Part of Project • AirNVater Supply Area Drainage x Not Part of Project Trash Storage Areas x —Loading Docks x Not Part of Protect Maintenance Bays x Not Part of Project Vehicle and Equipment Wash Areas x Not Part of Project Outdoor Material Storage Areas x Not Part of Protect Outdoor Work Areas or Processing Areas x Not Part of Project Provide Wash Water Controls for Food Preparation Areas x Not Part of Project • Page 10 Water Quality Management Plan (WQMP) ACTIVITY OPERATION AND MAINTENANCE O&M is FREQUENCY PARTY Education Tenant and Employee training will be provided Property Owner within 30 days of hiring date with on going Association training annually. Activity Restrictions Conducted daily Property Owner Association Irrigation System and Landscape Conducted weekly Property Owner Maintenance Association Common Area Litter Control Inspect and collect all litter daily. Property Owner Association Street Sweeping Private Streets Bi-monthly at a minimum;more frequently as needed. Property Owner and Parking Lots Association Drainage Facility Inspection and Prior to and following each major rain storm Property Owner Maintenance Association Stenciling and Signage Bi-yearly and prior to each wet weather season Property Owner Association Slope and Channels Conducted weekly Property Owner Association Trash Storage Areas Conducted weekly Property Owner Association Page I I Water Quality Management Plan (WQMP) PROPOSED NON-STRUCTURAL SOURCE CONTROL BMPS Education for Tenant: The Developer will review and distribute to the tenant, at final walk-through, a public education program. The tenant will sign a form acknowledging receipt of discussion and the storm water pollution prevention materials, (See Appendix D), and will keep a log of tenants that have certified that they have received the information and the log will be kept with the Property Owner Assocation. Tenant and Employee training will be provided within 30 days of hiring date with annual training All Tenant and Employees will be provided educational material available from the City of Temecula Public Works, Riverside County Flood Control and State Water Resources Board. Activity Restrictions: CC&Rs will restrict the following activities that may contribute pollutants: 1. Prohibiting the blowing, sweeping, or hosing of debris (leaf litter, grass clippings, litter, etc.) into streets, storm drain inlets, or other conveyances. 2. Require dumpster lids to be closed at all times. 3. Prohibit vehicle washing, maintenance, or repair on the premises. 4. Prohibit outdoor storage 5. Prohibit Outdoor Material Storage Areas 6. Prohibit Outdoor Work Areas or Processing Areas 7. Prohibit Outdoor Food Preparation Areas 8. Washing down sidewalks, patios, streets, alleys, walkways, etc. Irrigation System and Landscape Maintenance I 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 if materials to the Stormwater Conveyance System or Receiving Waters- 5 Where practicable, native 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 dry 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. Page 12 Water Quality Management Plan (WQMP) 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, which can be obtained at the City of Temecula planning counter. l I 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 every other day during the rest of the year. Site irrigation will be monitored to minimize irrigation to a level that will not overwhelm infiltration trench. Inspection & Maintenance Frequency will be conducted weekly Property Owner Association will be responsible for implementation, maintenance, inspection and funding. Common Area Litter Control . Property Owner Association will hire grounds keeper to inspect and collect all litter on a daily schedule. Street Sweeping Private Streets and Parking Lots Property Owner Association will hire street sweeping service to sweep driveways and parking lots bi- monthly and more frequently if needed. Drainage Facility Inspection and Maintenance All drainage facilities will be inspected before and after each major rain storm and will be maintained by the Property Owner Association. PROPOSED STRUCTURAL SOURCE CONTROL BMPS Stenciling and Signage All catch basin will be stenciling with the following prohibitive language, "NO DUMPING DRAINS TO CREEK". Trash Storage Areas Trash enclosures will be covered to protect containers from rainfall. Inspection&Maintenance Frequency will be conducted daily. PROPOSED SOURCE CONTROL BMPS MAINTENANC RESPONSIBILITY The Source Control BMP's will be implemented by the project developer prior to certificate of Occupancy. Maintenance and Inspection will be the responsibility of the Property Owner Association that will.be formed prior to the sale or rental of any units. Page 13 Water Quality Management Plan (WQMP) V.3 TREATMENT CONTROL BIMPS • GRASSY/SAND INFILTRATION SWALE Grass Swale with infiltration trench will be installed to treat the following: TARGETED CONSTITUENTS REMOVAL EFFECTIVENESS SEDIMENT HIGH OR MEDIUM NUTRIENTS LOW TRASH LOW METALS HIGH/MEDIUM BACTERIA UNKNOWN OIL AND GREASE HIGH ORGANICS UNKNOWN OXYGEND DEMANDING LOW PESTICIDES (non-soil bound) UNKNOWN The grass/sand infiltration is bottom is 2-feet wide and consists of 4" turf top layer, 3-feet clean sand middle and 9-inches of non-compacted gravel bed. A 3-inch perforated underdrain pipe will also be installed at the bottom of the gravel bed. There will be four separate swales at length ranging from 85 linear feet to 350 linear feet. Page 14 Water Quality Management Plan (%ZAP) Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(s) Veg. Swale Detention Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins(Z) & Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Strips Trenches/Porous Wetlands Filtration Inlets Systems (4) Devices Pavement(3)(10) Sediment/Turbidity H/M M H/M H/M H/M L H/M U L for turbidit Yes/No? Yes 1/ 1/ Nutrients L M H/M H/M L/M L L U Yes/No? Yes �/ V/ Organic Compounds U U U U H/M L L U Yes/No? Yes V/ Trash & Debris L M U U H/M M H/M U Yes/No? Yes 1/ V/ Oxygen Demanding Substances L M H/M H/M H/M L L U Yes/No? Yes V/ V/ Bacteria&Viruses U U H/M U H/M L L U Yes/No? Yes V/ V/ Oils& Grease H/M M U U H/M M UM U Yes/No? Yes V/ V/ Pesticides (non-soil bound) U U U U U L L U Yes/No? Yes V/ V/ Metals H/M M H H H L L U Yes/No? Yes v/ 1/ Page-15 Water Quality Management Plan (WQMP) Abbreviations: • L: Low removal efficiency H/M:High or medum 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 biaretention. (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 pod wet ponds and constructed wetlands. (6) Includes sand filters 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 riot specifically listed in this WQMP, or newly developedlemerging 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 Stor mwater BMP Handbook- New Development and Redevelopment Handbook contains addifional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltmtion-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. TREATEMENT CONTROL BMPS MAINTENANCE • The Treatment Control BMPs will be implemented by the project developer at initial construction of the development. Inspection will be the responsibility of the Property Owner Association prior to the sale or rental of any units. Inspection for all BMPs proposed will be conducted quarterly and after each major rain storm. VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES NOT APPLICABLE V.5 REGIONALLY-BASED TREATMENT CONTROL BMPs NOT APPLICABLE • Page-16 Water Quality Management Plan (WQMP) VI Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) for all Treatment Control BMPs will be will the responsibility of the Property Owner Association that will be in place prior to the rental of any units. PROPOSED PROJECT BMPS MAINTENANCE The BMP's will be implemented by the project developer prior to any certificate of occupancy. Maintenance and Inspection will be the responsibility of the Property Owner Association that will be formed prior to the sale of any units. Inspection for all BMPs proposed will be conducted quarterly and after each major rain storm. CC&Rs will be implemented to precisely describe maintenance and inspection schedule. Treatment Control BMPs: VEGETATED/SAND INFILTRATION SWALE BMP START-UP DATES The start-up date for vegetated infiltration Swale will after the installation of landscaping. SCHEDULE OF T14E FREQUENCY: Maintenance 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 mowing, weed control, watering 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. If vegetated swale develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. Inspection 1. Inspect swales during routine landscape maintenance for erosion, damage to vegetation, and sediment and debris accumulation and at the beginning and end of the wet season and before major fall runoff to be sure the Swale is ready for heavy runoff. The swale should be checked for debris and litter, and areas of sediment accumulation. 2. Weekly 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. Page-17 Water Quality Management Plan (WQMP) Parties responsible for O&M The Property Owner Association will be responsible for the O&M of this BMP. - Proof of entities responsible for O&M CC&Rs and Rental Agreement will be in place that will have sufficient language to guarantee perpetual O&M. Inspection and record keeping requirements and responsible Party The Property Owner Association will be responsible for the inspection and record keeping of O&M of this BMP. OPERATION AND MAINTENANCE COST ESTIMATE Structural Quantity Capital Annual Start-up O&m Responsible Responsible BMP Cost O&M Dates Frequency funding party funding party Cost For For long-term installation O&M VEGETATED 995 LP $25,000 $2000 Prior to Weekly Current Property Owner INFILTRATION Occupancy Property Association S W ALE Owner Page-18 Water Quality Management Plan (WQMP) VII. Funding Maintenance funding will be provided by the Property Owner Association and be will be enforced by implementation of the CC&Rs and Rental Agreement CURRENT PROPERTY OWNER ROBERT GILCHRIST 988 S. ANDREASEN SUITE A ESCONDIDO, CA 92029 (858) 759-1922 VOICE (858) 795-4705 FAX Page-19 Water Quality Management Plan (WQMP) 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 Countv of Riverside as an attachment to the title of the property in order to transfer the O &M responsibilities to each new owner. Where the owner requires a lessee or other part~-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 same to be performed at owners expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other part}' responsible for the BMps, or from pursing remedies for the default of responsibilities as provided b} the lease contract and law. The owner for WINCHESTER GILCHRIST. 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 transferred to a new owner. i , I Owner's Signa ure Date ROBERT GILCHRIST OWNER • Oo,ncr s Printed Name Cwner's orcompain Official's Title/Position ROBERT GILCHRIST 988 S. ANDREASEN SUITE A ESCONDIDO, CA 92029 (858) 759-1922 VOICE (858) 795-4705 FAX Paee-20 EX I IT A WQMP LEGEND Im A A I "kff A I%L T lmm% �� �I DISCHARGE POINT IO23.O DISCHARGE ELEVATION LS LANDSCAPE ARES R Ink . -.---- PAVED AREA BUILDING STURC•TURE .. SEE CA TCH - �-�- I -� SUPER' N A SIN J J �� - � ON � � � m � DRAINAGE BOUNDARY INLET aErAl 13 I AC_2zz DRAINAGE AREA AIVO -� -� _--_----- _ CONSTRUCT PIPE RISER TYPE A A0 A I �� E X. SEW M H •--� __.._.__� � �� 85 �WALE - � � ��� EX. SE6Y. RIM i U2 i.66 _.. .w.-. �- ---� �� LE, 101OL67 _ WITH DEBRIS RACK GAGE --- PER CAL TRANS STD. 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TJ�J f 22,EOFC � a�--- 21OLF a S�0,0070 O��C� -r�- - �-24.45FL _ �_ �1-�T- 2101E C� S 0,0070 ��_ 24-g7FL � � _ � ��- -,,- -�.� �.1�F� �-4LE �Sy�7.r�72� � IFS_----- 9�F.�. _ __. 179: y __ _.,_ �__ - _ -- --_ ti - --� -- -rt---- �_... _ -- - _ T -_ _ •_- ar771 c __-.- - �� .' - �.,.�._ �_ -. . -- .� L�� � .__.�- __ .__�.-____ __-___ __.___�;�7 . � L� __ �. - --- _-_._.__.� �� � - --�_ - INLET DETAIL C ��� ASI LE-��E-�FAt�-.C- _ ` ---- __ T NOT TO SCALE �-.._._ - ___. _...__--- ----- ___.__ - � - .___1t�4�7,2.2L= -- -----•-- -----•- 1LY-��A�����h�C .._.._ _... f ~ ��._. -�., P A R, `J`J Z2 --� � __ _._ --- - _..____...._ __ _ __.___.��015 �_�-�_. �_ 12.45�Nv - L�[STAL�1- ts4 -- __�_ =� v RKAG r ti ___ _ __._.___ _._ - _------ I WMf DLI�Cov �' �x. P� G � �n�i-i-f���� � _�_..___._-- ---_.._.__. � • _-_--__ ____-�GRA � �A N� P 1�7i o IV1 J r�� • P7l�1aa/��2f�:� - �,3.97 , _� Wt SOLID- 4V _. F0 G��Al11�tG�PUF�POSES E� PL Ea. 72'/��CP �� � - �0 ANIN -PU OBE - ___ _ . T - _�:�.__.__ - :�-- O CLEANWG--PURRO-S r - t - � _.__� __ _� _ __ I lLT TI 9 A Ex. PARKING LOT (I� � GRASS/SAND ____ _.__...__.._ _ __-- �� �_. ry _ _ r> r -O N W - � ---- .. __.- _ A l 1 r4 '? ry ------ - "~ _ _ �-� ._.-. r� J r ��r r - T� _ ��� p�ao�EART�qEN CH EASS SWALE PEN1tV _ '-- �,�I JI 1 4 _ 1 WfDE G t�rT � •�. ' 0 -_-_ -- -- ____ -____ - ......_..._._ _ _ _.. -- ��_ -- l i �}l 1 101 5 �`�_ 7 INIL` A 'ION -- _ _ i _.. -� SEE c Tom. ASI- iL �0E- .A.I. --.._�_�-- �__�-- __ _ __ _ 0 9, O.C. _T ___ = ` _ -- - - _ - _= 12 _t_ 12 cv AC PAVEMENT _-______-�/ BAR/ 4" TURF VARIES w �_ VARIES VAS DEPTH __ _r___»_______ _ __________ A fi" NON-COMPACTED " `` IMPERVIOUS .4 �` r " e y •r � � TOP SOIL ' ' 'CLEAN- SAND BED cw FABRIC ALONG SD EASM NT (PLA`fGROUND SAND) TRENCH SIDES GRAPHIC SCALE V � 15� w IMPERVIOUS :" 6. v FABRIC ALONG `f 30 0 10 30 15 10 7.5 `� _ TRENCH SIDES C� 30� 10' � � ,,,�.., �W Y "'� SAND � GRAEL BED C� _ D W Y EXIST. GRa ND TO BE TOTALLY 3" PERFORATED COVERED BY FILTER U 5' EXIST. GROUND Q U FABRIC SCALE: I" = 34' � -- � UNDERDRAIN VARIES _j 0 � I_,.� 5 9" NON-COMPACTED GRAVEL FF �,o as VATS/E� Ld MIN � c� F� �,� � cn MAN cJ -� x . wITH V WIDE OPENING -- -,._ x G"RASS/SAND INFILTRATION TALE 0 9' 0.C. M TH t' WIDE OPENING w DISCHARGE PC)t�l VEG. SWALE �' 9 O.C. r NOT TO SCALE BMPSUMMARY IMPERVIOUS AREAPOINT 1 POINT 2 POINT 3 VEG. SWALE '� / GRAVEL TO BE ACCEPTABLE TO THE CITY INSPECTOR AND HAVING 2 YEAR -24 HR. STORM 10 YEAR --24 HR. STORM 100 YEAR -W-24 HR. STORM AC PAVEMENT 38,443 SF 28,452 SF 2495 SF SECTION A EXIST• 48 SD SECTION D ADEQUATE VOIDS, VARYING IN SIZE FROM THREE-QUARTERS TO ONE \ AND ONE--HALF INCHES IN SIZE AND SHALL BE PLACED IN THE PRE POST PR E POST PRE POST HARDSCAPE 5116 SF 70 SF 240 SF NTS NTS TRENCH TO THE DEPTH AND GRADE REQUIRED IN THIS SECTION. RUNOFF-CFS 0.40 0.60 0.97 1.17 1.78 1.98 CONC. DRIVEWAY APPROACH 2507 SF 2507 SF 2507 SF 'VELOCITY - FPS 0.21 0.26 0.35 0.39 0.50 0.53 BUILDING AREA 499474 SF 5026 SF 0 SF IMPERVIOUS AREA 95,540 SF= 2.19AC 36,055 SF- 0.83AC 5,242 SF- 0.12AC c2v2� none evi VOLUME-CUBIC FT 4254 13,094 12,Sso 25,225 2s,1 os 40,os 1 FRONT STREET - 28465 OLD TOM f RD E (951) 506 4869 (951) 506 4919 FAX TEIL/TGEMEN T .. N VOLUME-AC FT 0.10 0.30 0.29 0.58 0.65 0.97 DRAINAGE AREA 2.60 AC 0.97 AC 0.15 AC SUITE 315 glopth DURA TION- MIN 810 810 810 810 810 810 a In I=!A/DA 0.84 0.86 0.80 TEMEODU, CA 92590 PREPARED 3122107 PARCELS 2-w5 PM21383 v ArIL U ff a SHEET OF 1 Appendix A Conditions of Approval Planning Commission Resolution 05-0096 Dated MAY 3, 2006 • • EXHIBIT A CITY OF TEMECULA DRAFT CONDITIONS OF APPROVAL Planning Application No.: PA05.0096 Project Description: A proposed Development Plan to construct four single- tory industrial buildings (warehouse and office) totaling 64,504 square feet located on the south side of Winchester Road, approximately 170 feet west of Diaz Road in the Light industrial (LI)zone Assessors Parcel No. 909310-002 through 005 MSHCP Category: Industrial DIF Category: Industrial TUMF Category: Industrial Approval Date: May 3,2006 • Expiration Date: May 3,2008 WITHIN 48 HOURS THE APPROVAL OF THIS PROJECT Planning Department 1. The applicant/developer shall deliver to the Planning Department a cashiers check or money order made payable to the County Clerk in the amount of Sixty-four Dollars($64.00) 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 Game Code Section 711.4(c)). • G:1P1anning%2005XPA05-0096 Winchester G 1christ%Planning%DRAFT COAs.dw t Planning Department 2. The applicant shall sign both copies of the final Conditions of Approval that will be provided by the Planning Department staff,and return one signed set to the Planning Department for their files. 3. 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. 4. The pemmittee shall obtain City approval for any modifications or revisions to the approval of this Development Plan. 5. This approval shall be used within two years of the approval date;otherwise,it shall become null and void. The term use is meant to be 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. 6. The Director of Planning may, upon an application being filed within thirty days prior to expiration,and for good cause,grant a time extension of up to three one-year extensions of time, one year at a time. 7. A separate building permit shall be required for all signage(Sign Program may be required). 8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 9. 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 staffs' 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 condition 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. Materials Color Travertine accents Ivory Slate accents Chinese Multicolor Painted concrete on building Frazee 8673M"Tavern Taupe" G:V`1anningUrb5\PA054OO96 winchester CAchrisrJnanningvRAFr GoAs.doc 3 • Frazee 8671 W'Burbury Beige" Frazee 8674W 'Muddy River" Entry canopy Frazee 8674M"Muddy River" 10. 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 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. 12. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. Public Works Department 13. A Grading Permit for either rough and/or 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. 14. 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. 15. All grading plans 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. Fire Prevention 16. Final fire and life safety conditions will be addressed when building plans are reviewed by the Fire Prevention Bureau. 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. 17_ The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix III.A, Table A-111-A-1. The developer shall provide for this project, a water system capable of delivering 3250 GPM at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 850 GPM for a total fire flow of 4000 GPM with a 4-hour duration. The required fire flow may be adjusted during the approval process to reflect changes in design,construction type,or automatic fire protection measures as approved by the Fire Prevention Bureau. The Fire Flow as given above has taken into account all information as provided (CFC 903.2,Appendix III-A). 18. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix III-B, Table A-III-B-1. A minimum of 9 hydrants, in a combination of on-site and off-site (6" x 4" x 2-2 112" outlets) shall be located on Fire Department access roads and G.-"am irAjQ0051PA05-009r Whr nester G 1chr1sWam!nglORAFr COAs.dm 4 adjacent public streets. Hydrants shall be spaced at no more than 350 feet apart, at each intersection and shall be located no more than 250 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 hydrant(s) in the system. The upgrade of existing fire hydrants may be required (CFC 903.2. 903.4.2, and Appendix III-B). 19. As required by the California Fire Code,when any portion of the facility is in excess of 150 feet from a water supply on a public street,as measured by an approved route around the exterior of the facility,on-site fire hydrants and mains capable of supplying the required fire flow shall be provided. For this project on site fire hydrants are required (CFC 903.2). 20. If construction is phased,each phase shall provide approved access and fire protection prior to any building construction (CFC 8704.2 and 902.2.2). Community Services Department 21. The trash enclosures shall be large enough to accommodate a recycling bin, as well as, regular solid waste containers. 22. The developer shall contact the City's franchised solid waste hauler for disposal of construction debris. Only the City's franchisee may haul construction debris. 23. The Applicant shall comply with the Public Art Ordinance. • 24. All parkways, landscaping,fencing and on site lighting shall be maintained by the property owner or maintenance association. G:Wlanning1200MPA05-0096 winchesler G 1 hds&%nning0RAFr COAs.dm 5 PRIOR TO ISSUANCE OF GRADING PERMITS • GARanning%2005TA05-0096 Winchester Gilchrisl0annmgORAFT C.OAs.doe 6 Planning Department 25. Provide the Planning Department with a copyof 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. 26. Double detector check valves shall be either installed underground or internal to the project site at locations not visible from the public right-of-way,subject to review and approval by the Director of Planning. 27. 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,Oranyartifacts 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 Director of Planning at his/her sole discretion may require the property 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 Directorof Planning 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 Director of • Planning shall notify the property ownerthat no further excavation ordevelopment maytake place until a mitigation plan or other corrective measures have been approved by the Director of Planning." 28. If cultural resources are discovered during the project construction(inadvertent discoveries), all work in the area of the find shall cease,and a qualified archaeologist and representatives of the Pechanga Tribe shall be retained by the project sponsor to investigate the find, and make recommendations as to treatment and mitigation. 29. All sacred sites are to be avoided and preserved. Public Works Department 30. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed and approved by the Department of Public Works. The grading plan shall include all necessary erosion control measures needed to adequately protect adjacent public and private property. 31. 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, 32. A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to the Director of the Department of Public Works with the initial grading plan check. The report shall address all soils conditions of the site, and provide recommendations for the construction of engineered structures and pavement sections. . 33. 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 G.MlanningUOMPA05-0096 Winc ler Gi1&disrkMaming10RAFT COAs.dm 7 • 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. 34. NPDES-The project proponent shall implement construction-phase and post-construction pollution prevention measures consistent with the State Water Resources Control Board (SW RCB)and City of Temecula (City) NPDES programs. Construction-phase measures shall include Best Management Practices(BMPs)consistentwith the City's Grading, Erosion and Sediment Control Ordinance, the City's standard notes for Erosion and Sediment Control, and the SWRCB General Permit for Construction Activities. Post-construction measures shall be required of all Priority Development Projects as listed in the City's NPDES permit. Priority Development Projects will include a combination of structural and non- structural onsite source and treatment control BMPs to prevent contaminants from commingling with stormwater and treat all unfiltered runoff year-round prior to entering a storm drain. Construction-phase and post-construction BMPs shall be designed and included into plans for submittal to,and subject to the approval of,the City Engineer prior to issuance of a Grading Permit. The project proponent shall also provide proof of a mechanism to ensure ongoing long-term maintenance of all structural post-construction BMPs. 35. As deemed necessary by the Director of the Department of Public Works, the Developer . shall receive written clearance from the following agencies: a. San Diego Regional Water Quality Control Board b. Riverside County Flood Control and Water Conservation District G. Planning Department d. Department of Public Works 36. The Developer shall complywith all constraints which maybe shown upon an Environmental Constraint Sheet(ECS)recorded with any underlying maps related to the subject property. 37. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the Riverside County Flood Control and Water Conservation District by eithercashier's check or money order,prior to issuance of permits,based on the prevailing area drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already been credited to this property, no new charge needs to be paid. 38. The site is in an area identified on the Flood Insurance Rate Map. This project shall comply with Chapter 15, Section 15.12 of the City Municipal Code which may include obtaining a Letter of Map Revision from FEMA. A Flood Plain Development Permit shall be submitted to the Department of Public Works for review and approval. GAPlannuV0X)5WA05-0096 Winchester Gi1dx1stlP1anningMX0Fr 00A&do 6 PRIOR TO ISSUANCE OF BUILDING PERMIT G:Whanningx2005 PA05-0096 Windiesler GllduisWanning\DRAFT COAs.doe 9 Planning Department 39. The applicant shalt 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. 40. All downspouts shall be internalized. 41. Three copies of Construction Landscaping and Irrigation Plans shall be reviewed and approved by the Planning Department. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, number, genus, species, and container size of the plants shall be shown. The plans shall be consistent with the Water Efficient Ordinance. The plans shall be accompanied by the following items: a. Appropriate filing fee(per the City of Temecula Fee Schedule at time of submittal). b. Provide a minimum five foot wide planter to be installed at the perimeter of all parking areas. Curbs,walkways, etc. are not to infringe on this area. C. Provide an agronomic soils report with the construction landscape plans. d. One copy of the approved grading plan- e. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). f. Total cost estimate of plantings and irrigation (in accordance with approved plan). g. The locations of all existing trees that will be saved consistent with the tentative map. h. A landscape maintenance program shall be submitted for approval,which details the proper maintenance of all proposed plant materials to assure proper growth and landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape maintenance contractor who shall be responsible to carry out the detailed program. 42. Provide an agronomic soils report and one copy of the approved grading plan with the construction landscape plans. 43. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a three foot clear zone, around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduce intrusion. Screening of utilities is not to look like an after-thought. Plan planting beds and design around utilities. Locate all light poles on plans and insure that there are no conflicts with trees. 44. Building Construction Plans shall include details outdoor areas(including but not limited to trellises,decorative furniture,fountains,harrlscape(to match the style of the building subject to the approval of the Planning Director). 45. Building plans shall indicate that all roof hatches shall be painted "International Orange". The construction plans shall indicate the application of painted rooftop addressing plotted on a nine-inch grid pattern with 45-inch tall numerals spaced nine inches aparL The numerals shall be painted with a standard nine4nch paint roller using fluorescent yellow paint applied G1Planning120051PA05-0096 Winchester G ichrist Planni gORAFT COMA= 10 • over a contrasting background. The address shall be oriented to the street and placed as closely as possible to the edge of the building closest to the street- Public Works Department 46. Precise grading plans shall conform to applicable City of Temecula Standards subject to approval by the Director of the Department of Public Works. The following design criteria shall be observed: a. Flowline grades shall be 0.5%minimum over P.C.C.and 1.00%minimum over A.C. paving. b. Driveways shall conform to the applicable City of Temecula Standard No. 207A. C. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Nos. 400. 401and 402. d. All street and driveway centerline intersections shall be at 90 degrees. e. Landscaping shall be limited in the comer cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. 47. The Developer shall construct the following public improvements to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Director of the Department of Public Works: a. Improve Winchester Road (Major Highway Standards - 100' R/W) to include . installation of sidewalk and utilities (including but not limited to water and sewer). 48. The Developer shall construct the following public improvements in conformance with applicable City Standards and subject to approval by the Director of the Department of Public Works. a. Street improvements, which may include, but not limited to: sidewalks, drive approaches, storm drain facilities and sewer and domestic water systems. 49. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic Engineer and reviewed by the Director of the Department of Public Works for any street closure and detouror other disruption to traffic circulation as required by the Department of Public Works. 50. 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. 51. 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. 52. The Developer shall record a written offer to participate in, and waive all rights to object to the formation of an Assessment District, a Community Facilities District, or a Bridge and Major Thoroughfare Fee District for the construction of the proposed Western Bypass Corridor in accordance with the General Plan. The form of the offer shall be subject to the approval of the City Engineer and City Attorney. G:RwnkKj12ooswnos-oo96 wina,cste Gaa,risnawndna\DwaFr coas.dm 11 • 53. 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. Building and Safety Department 54. All design components shall comply with applicable provisions of the 2001 edition of the California Building, Plumbing and Mechanical Codes; 2001 California Electrical Code; California Administrative Code, Tide 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 55. The City of Temecula has adopted an ordinance to collect fees for a Riverside County area wide Transportation Uniform Mitigation Fee(TUMF). Upon the adoption of this ordinance on March 31,2003, this project will be subject to payment of these fees at the time of building permit issuance. The fees shall be subject to the provisions of Ordinance 03-01 and the fee schedule in effect at the time of building permit issuance. Fee category to be determined by Planning Department. 56. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No.655 for the regulation of light pollution. All street-lights and otheroutdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. • 57. A receipt or clearance letter from the Temecula Valley School District shall be submitted to the Building and Safety Department to ensure the payment or exemption from School Mitigation Fees. 58. Obtain all building plans and permit approvals prior to commencement of any construction worts. 59. Show all building setbacks. 60. Provide house electrical meter provisions for power for the operation of exterior lighting,fire alarm systems. For developments with multiple buildings,each separate building shall be provided with a house meter. 61. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans (California Disabled Access Regulations effective April 1, 1998). 62. Provide disabled access from the public way to the main entrance of the building. 63. Provide van accessible parking located as dose as possible to the main entry. 64. Trash enclosures,patio covers, light standards,and any block walls if not on the approved building plans,will require separate approvals and permits. 65. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, shown below, as allowed by the City of Temecula Ordinance No. 94-21, specifically Section G(1)of Riverside County Ordinance No.457.73,for any site within one- quarter mile of an occupied residence. • Monday-Friday 6:30 a.m. —6:30 p.m. G PIanningl20DWA05-0096 Winchester GIch f nPIarwft\DRAFr COAs.doc 12 Saturday 7:00 a.m. —6:30 p.m. No work is permitted on Sundays or Government Holidays 66. Obtain street addressing for all proposed buildings prior to submittal for plan review. 67. A sound transmission control study shall be prepared and submitted at time of plan review in accordance with the provisions of Appendix Chapter 12,Section 1208A,of the 2001 edition of the California Building Code. 68. Restroom fixtures, number and type, to be in accordance with the provisions of the 2001 edition of the California Building Code Appendix 29. 69. Provide electrical plan including bad calculations and panel schedule,plumbing schematic and mechanical plan applicable to scope of work for plan review. 70. Truss calculations that are stamped by the engineer of record and the truss manufacturer engineer are required for plan review submittal. 71. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 72. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. • 73. A pre-construction meeting is required with the building inspector prior to the start of the building construction. Fire Prevention 74. Prior to building construction, all locations where structures are to be built shall have approved temporary Fire Department vehicle access roads for use until permanent roads are installed. Temporary Fire Department access roads shall be an all weather surface for 80,000 lbs. GVW (CFC 8704.2 and 902.2.2.2). 75. Prior to building final,all locations where structures are to be built shall have approved Fire Department vehicle access roads to within 150 feet to any portion of the facility or any portion of an exterior wall of the building(s). Fire Department access roads shall be an all. weather surface designed for 80,000 lbs. GVW with a minimum AC thickness of .25 feet (CFC sec 902). 76. Fire Department vehicle access roads shall have an unobstructed width of not less than twenty-four(24) feet and an unobstructed vertical clearance of not less than thirteen (13) feet six(6)inches (CFC 9022.2.1). 77. The gradient for fire apparatus access roads shall not exceed 15 percent(CFC 902.2.2.6 Ord. 99-14). 78. Prior to building construction,dead end road ways and streets in excess of one hundred and . fifty (150) feet which have not been completed shall have a turnaround capable of accommodating fire apparatus (CFC 902.2.2.4). G4PIa nkfg1200s%PA05-0096 wkid"ter G ichd piwningNDRA1T CoAs.rbc 13 • 79. Prior to building construction, this development shall have two points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau (CFC 902.2.1). 80. Prior to issuance of building permits, the developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval prior to installation. Plans shall be signed by a registered civil engineer, contain a Fire Prevention Bureau approval signature block;and conform to hydrant type,location,spacing and minimum fire flow standards. After the plans are signed by the local water company,the originals shall be presented to the Fire Prevention Bureau for signatures. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building materials being placed on an individual lot (CFC 8704.3, 901.2.2.2 and National Fire Protection Association 24 1-4.1). Community Services Department 81. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. • • G:\PIanning12005WA054096 Winchester GRchdst%PlannrngtDRAFr COAs.dm 14 PRIOR TO RELEASE OF POWER,BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT G."anning120051PA05-0096 Winchester GikhrisWlanningDRAFT COAs.do 15 Planning Department 82. Prior to the release of power, occupancy, or any use allowed by this permit, 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 file covered mansard roof element or other screening if reviewed and approved by the Director of Planning. 83. 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 Director of Planning. The plants shall be healthy and free of weeds,disease,or pests. The irrigation system shall be properly constructed and in good working order- M. Performance securities, in amounts to be determined by the Director of Planning, 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 Director of Planning, the bond shall be released upon request by the applicant. 85. 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" 86. 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. 87. All site improvements including but not limited to parking areas and striping shall be installed prior to occupancy or any use allowed by this permit 88. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit Public Works Department 89. As deemed necessary by the Department of Public Works, the Developer shall receive written clearance from the following agencies: G..AMmninm20051PA05-0096 Windre Lt G'ddxismanningURAFT COMA= 16 . a. Rancho Califomia Water District b. Eastern Municipal Water District C. Department of Public Works 90. All public improvements shall be constructed and completed per the approved plans and City standards to the satisfaction of the Director of the Department of Public Works. 91. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Director of the Department of Public Works. Fire Prevention 92, Prior to issuance of a Certificate of Occupancy or building final,"Blue Reflective Markers" shall be installed to identify fire hydrant locations (CFC 901.4.3). 93. Prior to issuance of a Certificate of Occupancy or building final, approved numbers or addresses shall be provided on all new and existing buildings in such a position as to be plainlyvisible and legible from the street or road fronting the property. Numbers shall be of a contrasting color to their background. Commercial, multi-family residential and industrial buildings shall have a minimum twelve(12)inches numbers With suite numbers a minimum of six (6)inches in size. All suites shall gave a minimum of six(6) inch high letters and/or numbers on both the front and rear doors. Single family residences and multi-family residential units shall have four (4) inch letters and /or numbers, as approved by the Fire Prevention Bureau (CFC 901.4.4). 94. Priorto issuance of Certificate of Occupancy orbuilding final,based on square footage and type of construction, occupancy or use, the developer shall install a fire sprinkler system. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval prior to installation (CFC Article 10, CBC Chapter 9). 95. Prior to issuance of Certificate of Occupancy or building final, based on a requirement for monitoring the sprinkler system,occupancy or use,the developer shall install an fire alarm system monitored by an approved Underwriters Laboratory listed central station. Plans shall be submitted to the Fire Prevention Bureau for approval prior to installation(CFC Article 10). 96. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box"shall be provided. The Knox-Box shall be installed a minimum of six(6)feet in height and be located - to the right side of the main entrance door to each building (CFC 902.4). 97. All manual and electronic gates on required Fire Department access roads or gates obstructing Fire Department building access shall be provided with the Knox Rapid entry system for emergency access by fire fighting personnel (CFC 902.4). - 98. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs. 99. Prior to the issuance of a Certificate of Occupancy, building final or occupancy, buildings housing high-piled combustible stock shall comply with the provisions of Uniform Fire Code Article 81 and all applicable National Fire Protection Association standards. The storage of GAPlanning120051PA054)096 Winchester GirdhrisVPfanninghORAFT GOAs.doc 17 • high-piled combustible stock may require structural design considerations or modifications to the building. Fire protection and life safety features may include some or all of the following: an automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains, Fire Department access doors and Fire department access roads (CFC Article 81). 100. Prior to the building final, speculative buildings capable of housing high-piled combustible stock, shall be designed with the following fire protection and life safety features: an automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents,draft curtains, Fin:Department access doors and Fire department access roads. Buildings housing high-piled combustible stock shall comply with the provisions California Fire Code Article 81 and all applicable National Fire Protection Association standards (CFC Article 81). 101. Prior to the issuance of a Certificate of Occupancy or building final,the developer/applicant shall be responsible for obtaining underground and/or aboveground tank permits for the storage of combustible liquids,flammable liquids orany other hazardous materials from both the County Health department and Fire Prevention Bureau (CFC 7901.3 and 8001.3). 102. Priorto building permit issuance,a full technical report may be required to be submitted and to the Fire Prevention Bureau.This report shall address,but not be limited to,all fire and life safety measures per 1998 CFC, 1998 CBC, NFPA- 13, 24, 72 and 231-C. 103. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and quantities approved as part of their Fire Code permit These changes shall be submitted to the Fire Prevention Bureau for review and approval per the Fire Code and is subject to inspection (CFC 105). 104. The applicant shall submit for review and approval by the Riverside County Department of Environmental Health and City Fire Department an update to the Hazardous Material Inventory Statement and Fire Department Technical Report on file at the City, should any quantities used or stored onsite increase or should changes to operation introduce any additional hazardous material not listed in existing reports (CFC Appendix II-E). By placing my signature below, 1 confirm that I have read, understand and accept all the above Conditions of Approval. I further understand that the property shall be maintained in conformance with these Conditions of Approval and that any changes I may wish to make to the project shall be subject to Community Development Department approval. Applicant's Signature Date Applicant's Printed Name • G:"aming�2005WA05-0096 windmster GikhdsKP1 mingWRAFT COAsAoc 18 Appendix B Vicinity Map and Site Plan • �'�'��"r"#s "` x+ho :, j�.� f P 5S�''ir�� �v .F'y� �k� ,• F - 4Ulty y\'kIN ' *`yett�� §Oe'AF1F -\' P'�y a• g £"*5 ?. ss' �,J pri9�� 'a Fl `.�„� . '_.:% iq `� 1 slq,��,tr I e 9a 5+ �•f A � "i +r Fr ¢ _"e y. d v /j 3rtic .:! 3 �/ � M~tIms +. d� t F ,�y ,1 Py. ♦ 1 5. G•E �Y 5 t `r'4i.{�F�n .., , r �` 7>y`f fl_ zi i'a �. 1 w�,;e�y <r¢A '�+ � �A €1't�. s,��'+�d�.�a +°s"� �, ro ti� ���+� d4�,'�r4,*,��.,,`_`),T'Xx>�►+, ` &�'"�p e1 on dt�'z9' �� �ev�g—} i YY. rr>s n if by u �a 3 .�p¢( "h.,nM"3ti vs3 �S=a"+��\� IS�'y •'e "' }pr'$, 'i ,�. �, •h -,1 /r+.`�k v,tfl.,''i Y a�N1 \4,n�a�wPr+�'� y3 r,. �(�fi� kr ,i .✓Qz � 'Nf, LM y�t ' ,�,ci _� F+a���,� "+ F �•ye�"� �a,,... P `�-i Sao H\\� / � w £4 :Y\\ o \ ✓)y � .ea'r's°" e FY '"'+'� o� i r ' o+ �.'Mx�+ rr A •/ md"i�vF�+v '\�.wi-..t, T o/r� kd ANC yri^n .v��w.. ,3.,}.6 1 ,F w '* i? Ima n620O6aDIgrlolG lobn� �O/}��l /w �+� a5 o'w oil till 2 0 W ele,"vL'704611 ir..— - 2.�1�- 3:y 51ruuminAi1111111114�100z%"' _ �.z,� J� PA7H OF DISCHARGES �P C, T E -1 nj3` r f hA 'Y 4 SITE- i w j ,p •,. by _ - r :x V q., �v., -4,� l.a/�dY •R'A. hvtMry M .iL e 1 f.... � . . ti ' - a v xtYt• a NuE�T()N , - �:.,b ;F,s n,r rreSk�c SF _ o �4afa 5 ( :;,n OCEANSUE * Appendix C Supporting Detail Related to Hydraulic Conditions of Concern • PARCEL 2-5 PM 21383 DRAINAGE STUDY February 12,2007 Prepared For: ROBERT GILCHRIST P.O.BOX 1316 RANCHO SANTA FE,CA 92o67 • Prepared By: HLC CIVIL ENGINEERING 28465 old TOWNFRONT STREET Suite 315 Temecula, CA 92590 (951)506-4869 RCE STAMP EXP. 6/30/08 O�pOFE%8/o- ~� cs� HECTOR � LUCIO C,ORREA z No.369C6 O fi CIVIL DOMMIls • OF "` Hector L. C ,RCE 36 � �, I-DRAINAGE STUDY STUDY AREA The subject property consists of approximately 3.95 acres, located on the southeasterly side of Winchester Road approximately 200 feet westerly of Diaz Road. The site is protected from off-site storm runoffbv the master drainage system constructed for Parcel Map 21383 development. EXISTING DRAINAGE IMPROVEMENTS The developments will not change existing drainage patterns and will discharge onsite flows to an existing 48"storm drain located adjacent to the project. PROPOSED DRAINAGE IMPROVEMENTS The developed on-site storm runoff will be discharged directly into the existing 48-Inch storm drain. Sec Calculations on next page • • 1 DISCHARGE POINT 1 PRE-CONSTRUCTION 24 HOUR STORMS 100 YEAR DEVELOPED CONDITION . RATIONAL. METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD! 1978 HYDROLOGY MANUAL ««««««««««««««<««««<»»»»»»»»>>>>»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software (AES] ******** 'DESCRIPTION OF * 100 YEAR STORM * DEVELOPED CONDITION ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10-YEAR STORM 10-MINUTE INTENSSTY(INCH/HOUR) - 2.360 10-YEAR STORM 60-M_TNUTZ INTENSITY(INCH/HOUR) _ .880 100-YEAR STORM 10-MINUTE INTENS^ITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-M.INUTE INTENSITY(I_NCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .55OS732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1 .3000 SLOPE OF INTENSITY DURATION CURVE _ .5496 RCFCEWCO HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES] SERIAL No. I00971. VER. 3.3C RELEASE DATE: 2/20/86 ««««««««««««««««««<O»»»»»»>»»>>>»»»»»»»»> 'LOW*PROCESS*FROM*NODE** *1.10*TO NODE**"**1-00 IS*CODE*=**�2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*( (LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1024.60 DOWNSTREAM ELEVATION = 1020.50 ELEVATION DIFFERENCE = 4.10 TC = .303*[( 100.00-3)/ ( 9.10)]".2 = 11.644 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 SOIL CLASSIFICATION IS %" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6778 SUBAREA RUNOFF(CFS) = 7.31 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.31 FLOW PROCESS FROM NODE 3.10 TO NODE 2.00 IS CODE = 2 • --»»>RATIONAL-METHOD-INITIAL-SUBAREA ANALYSIS<<<<< -- -- --------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 • - 2 - 100 YEAR DEVELOPED CONDITION INITIAL SUBAREA FLOW-LENGTH = 790.00 • UPSTREAM ELEVATION = 1024.50 DOWNSTREAM ELEVATION = i020.50 ELEVATION DIFFERENCE - 4.00 TO = .303+( ( 190.00`+3)/( 4.00)1++.2 = 12.582 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.067 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8771 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) _ .97 TOTAL RUNOFF(CFS) = 2.61 FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO = K+[(LENGTH++3)/ (ELEVATION CHANGE))++.2 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 1024.50 DOWNSTREAM ELEVATION = 1022.60 ELEVATION DIFFERENCE = 1.90 TC = .303'(( 190.00-3)/ ( 1.90)j - .2 = 6.210 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.522 S015 CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8831 SUBAREA RUNOFF(CFS) _ .60 TOTAL AREA(ACRES) _ -1.5 TOTAL RUNOFF(CFS) _ .60 ____---_-______ __ ___ ___ _ __--------_______ _ _ _________ END OF RATIONAL METHOD ANALYSIS • 10 YEAR DEVELOPED CONDITION RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON iRIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL «G««««««<G««««««««««<»»»X iF>>,»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software [AES] Especially prepared for: NBS/LOWERY ENGINEERS & PLANNERS ««««««««««<<<<G««««««<»»»»»»»»»»»»»»»»»»» ***+'e* *DESCRIPTION OF * 10 YEAR STORM * DEV. CONDITION _______ _ _____ _ __ _________________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ___ ___ _ _ __ _ __ ___________________ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFTED PERCENT OF GRADIENTS'(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE LNTENSITY(INCH/HOUR) _ .880 AUG-YEAR STORM 10-MINUTE INTENSITYLINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE _ .5506 RCFCOWCD HYDROLOGY MANUAL VALUES USED Advanced Engineering Software [ASS] SERIAL No. I00971 VER. 3.3C RELEASE DATE: 2/20/86 *+.....**.*...**.*.*......*...+..*+....*+*.:.**.*....*.*o-....*...+.+..*ems.*+ FLOW PROCESS FROM NODE 1.10 TO NODE 1.00 IS CODE = 2 ________ -_______- - »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _______________________- - ___ - --__—- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K' [ (LENGTH**3)/(ELEVATION CHANGE)]--.2 INIT'IAI. SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1024.60 DOWNSTREAM ELEVATION = 1020.50 ELEVATION DIFFERENCE = 4.10 TC = .303'*I ( _100.00* 3)/ ( 4.10)]*'.2 = 11.644 10.00 YEAR RAINFALL INTENSITY(INCH/NOUN) = 2.192 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8709 SUBAREA RUNOFF(CFS) = 4.96 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CF'S) _ 4.96 **FLOW*PROCESS*FROM*NODE** *�3-10 TO*NODE S**�*2 00*IS CODE*= 2 -4 - 10 YEAR DEVELOPED CONDITION --»»-RATIONAL-METHOD-INITIAL_SUBAREA-ANT,LY SIS<-«<-------- - -- ---------- - ASSUMF,D INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH"-3)/(ELEVATION CHANGE)J' .2 INITIAL SUBAREA FLOW-LENGTH = 790.00 UPSTREAM ELEVATION = 1024.50 DOWNSTREAM ELEVATION = 1020.50 ELEVATION DIFFERENCE = 4.00 TO = .303*[( 790.00**3)/ ( 4.00)]".2 = 12.582 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.100 `OIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8700 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES} _ .97 TOTAL RUNOFF(CFS) = 1.77 FLOWS PROCESS FROM NODE � �3.10 TO NODE 3.00 IS CODE ---------------------------------------------------------------------------- »»>RATIONAL METHOD IN19TAL SUBAREA ANALYSTS««< ___ _ _ _______ _ _ _ _ _ _ ____________ _ _ _ _ _ _ _ ,ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH'3 W ELEVATION CHA.NGE)]' .2 INITIAL SUBAREA ELCWI-LENGTH = I90.00 UPSTREAM ELEVATION = 1024-50 DOWNSTREAM ELEVATION = 1022.60 ELEVATION DIFFERENCE = 1.90 TO = .303-1 ( 190.00"3)/( 1.9011--2 = 6.210 10.00 YEAR RAINFALL INTENSFPY(INCH/HOUR) = 3.099 SOIL CLASSIFICATION IS " COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773 SUBAREA RUNOFF(CFS) _ _41 TOTAL _ . TOTAL RUNOFF(CFS) _ .41---======- -- -- END OF RATIONAL METHOD ANALYSIS • DISCHARGE POINT 1 POST-CONSTRUCTION 24 HOUR STORMS 2YEAR-24 HOUR STORMS CONCENTRATION POINT 1 • U n i t H V d r e g r a p h A n a 1 y s i s . Copyright (c) CIVLLCADD/CIVILDESIGN, 1989 — 1999, 'Version 6.0 Study date 02/12/07 File: GILIDEV242.out ++++++++++++++f++++++++++++++-i-1++{-1-++++++++++ll-Fi- 11 1++++++++++++i-1 -----------------------------------------'_____-------___'_________----- Riverside County Synthetic Unit Hydrology Method RCFC E WCD Manual date - April 1978 Frank D. Gorman, P.E. - SIN 867 -______ _-________ _-_-_____ ___________- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format _____________________________________________________________________ -----------------"____________---------"________----------________ Drainage Area = 2.60( 1,c. ) - 0.004 Sq. Mi. Length along longest watercourse = 700.00(Ft_ ) Length along longest watercourse measured to cent void = 3�O.00(Ft. ) Length along longest watercourse = 0.133 Mi. Length along longest watercourse measured to eentroid = 0.070 Mi . Difference in elevation - 4.00(It. ) Slope along watercourse = 30.11L4 Fr./Mi- Average Manning's 'N' = 0.015 Lag time = 0.032 Hr. Lag time = 1.91 Min. 25?; of lag time = 0.48 Min. 40% of lag time = 0.76 Hit. Unit time = 60.00 Min. Duration of storm = 24 Hour(s User Entered Base flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) (1) Rainfa 11(In) [21 Weighting[l*2] 2.60 1.90 4.66 100 YEAR Area rainfall data: Area(AC.) [1.] Rai.nfall(In) [2] Weighting[1"21 2.60 4.50 1.1.70 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(1n) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 8 2.600 56.00 0.900 Total Area Entered = 2.60(7,c. ) RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec-%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum (F) = 0.097 Area averaged mean soil loss (F) (In/Hr) - 0.097 Minimum soil loss rate ( (In/Hr) ) = 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) - 0.180 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 £ (CPS) --------------------------------------------------------------------- 1 1.000 3140.282 100.000 2.620 Sum = 100.000 Sum- 2.620 ----------------------------------------------------------------------- Unit Time Pattern Storm Hain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1.20 0.022 0.168 0.004 0.02 2 2.00 1.30 0.023 0.161 0.004 0.02 3 3.00 1.80 0.032 0.153 0.006 0.03 4 4.00 2.10 0.038 0.146 0.007 0.03 5 5.00 2.80 0.050 0.138 0.009 0.04 6 6.00 2.90 0.052 0.131 0.009 0.04 7 7.00 3.B0 0.068 0.124 0.012 0.06 8 8.00 4.60 0.083 0.118 0.015 0.01 9 9.00 6.30 0.113 0.11i - 0.00 10 10.00 8.20 0.148 0.105 --- 0.04 11 11.00 7.00 0.126 0.099 - 0.03 12 12.00 7.30 0.131 0.094 --- 0.04 13 1.3.00 10.80 0.194 0.088 --- 0.1.1 14 14.00 1.1.40 0.205 0.093 --- 0.12 1.5 1.5.00 10.40 0.1.97 0.078 --- 0.11 16 16.00 8.50 0.153 0.073 --- 0.08 17 17.00 1.40 0.025 0.069 0.005 0.02 • 18 18.00 1. 0 0.0 0.06 0.00 0.03 19 19.00 130 0.023 23 0.061 0.004 0.02 20 20.00 1.20 0.022 0.058 0.004 0.02 21 21.00 1.10 0.020 0.055 0.004 C.02 22 22.00 1.00 0.018 0.052 0.003 0.01 23 23.00 0.90 0.016 0.050 0.003 0.02 24 24.00 0.80 0.014 0.049 0.003 0.01 Sum = 100.0 Sum = 1.0 Flood volume = Effective rainfall 0.97(l:n) times area 2.6(Ac. )/j (In)/ (Pt. )] Total soil loss = 0.83(ln) Total soil loss = 0.180(f+.c.Ftl Total rainfall = 1.80(In) Flood volume = 9160.6 Cubic Feet Total soil. loss = '1827.7 Cubic Feet ----------------------------------------------------- Peak flow rate of this hvdrograph = 0.321 (CFS) i ----------------------------------------------- ------ ++++++++++++++++++++++,+l++++++++++++++++++++++++ 29 H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.E't Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0038 0.05 Q I 1 1 2+ O 0.0080 0.05 QV I 1 1 3+ 0 0.0138 0.07 Q V I I 1 1 4+ 0 0.0205 0.08 Q V I I 1 5+ 0 0.0294 0.11 Q V I I 1 1 6+ 0 0.0387 0.11 Q V I I 1 1 7+ 0 0.0508 0.15 Q VI I I I 8+ 0 0.0656 0.12 Q V I 9+ 0 0.0660 0.01 Q I V I 10+ 0 0.0152 0.11 Q I V I 11+ 0 0.0810 0.07 Q V I I 12+ 0 0.0891 0.10 Q V I 1 1 13+ 0 0.1122 0.28 IQ I V I I 14t 0 0.1387 0.32 IQ I I V I I 15+ 0 0.1623 0.29 IQ I V 16+ 0 0.1796 0.21 Q I I I V 1 17+ 0 0.1841 0.05 Q I I I V I 18+ 0 0.1902 0.07 Q I I 1 ) 19+ 0 0.1943 0.05 Q I I I 'J 1 20+ 0 0.1981 0.05 Q I i I V I 21+ 0 0.2017 0.04 Q I I I V I 22+ 0 0.2049 0.04 Q I I I V 1 23+ 0 0.2077 0.03 Q I I I VI 24+ 0 0.2103 0.03 Q I I I VI 10 YEAR-24 HOUR STORMS CONCENTRATION POINT I U n i t H v d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIV7LDES,IGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GILIDEV2410.out ++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++i+ifftF ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 6 WCD Manual date - April 1978 Frank D. Gorman, P.E. - SIN 867 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 10 YEAR STORM -------------------------------------------------------------------- Drainage Area - 2.60(Ac.) = 0.004 Sq. 14i. Length along longest watercourse = 700.00(Ft- ) Length along longest watercourse measured to centroid = 370.00(Ft.) Length along longest watercourse = 0.133 Mi.. Length along longest wale m0u rse rzieasured to centc0,J = 0.070 Mi. Difference in elevation = 4.00(Ft. ) Slope along watercourse - 30.1714 Ft./Mi. Average Manning's 0.015 Lag time = 0.032 Hr. Lag time = 1.91 Min. 25% of lag time = 0.48 Min. 40% of lag time = 0.76 Min. Unit time = 60.00 Min. Duration of storm = 24 Hour(a) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1*21 2.60 1.80 4.68 100 YEAR Area rainfall data: Area(Ac.) [11 Rainfall(ln) [2] Weighting[1'2] 2.60 4.50 11.70 STORM EVENT (YEAR) = 10.00 - Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious % 2.600 56.00 0.900 Total Area Entered = 2.6OfAc.) _ RI R7: Tnfil. Rate Impervious Adj. Infil. Rate Areal F - AMC2 AMC-2 (In/Hr) (Dec.@) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.091 Sum (E) = 0.097 Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate 1 (In/Hr) ) = 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = --- -- 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 % (CPS) _____________________________________________________________________ 1 1.000 3140.282 100.000 2.620 Sum = 100-000 Sum, 2.620 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1.20 0.035 0.168 0.006 0.03 2 2.00 1.30 0.038 0.161 0.007 0.03 3 3.00 1.80 0.052 0.153 0.009 0.04 4 4.00 2.10 0.061 0.116 0.011 0.05 5 5.00 2.80 0.082 0.138 0.015 0.07 6 6.00 2.90 0.084 0.131. 0.015 0.07 7 7.00 3.80 0.111 0.124 0.020 0.09 8 8.00 4.60 0.134 O.li8 --- 0.02 9 9.00 6.30 0.183 0.111 --- 0.07 i0 i0.00 8.20 0.239 0.105 --- 0.13 11 11.00 7.00 0.204 0.099 --- 0.10 12 12.00 7.30 0.212 0.094 --- 0.12 13 13.00 10.80 0.314 0.088 -- 0.23 14 14.00 11..40 0.332 0.063 --- 0.25 15 15.00 10.40 0.303 0.078 --- 0.22 16 16.00 8.50 0.247 0.073 --- 0.17 17 17.00 1.40 0.041 0.069 0.007 0.03 18 18.00 1.90 0.055 0.065 0.010 0.05 19 19.00 1.30 0.038 0.061. 0.007 0.03 20 20.00 1.20 0.035 0.058 0.006 0.03 21 21.00 i.10 0.032 0.055 0.006 0.03 22 22.00 1.00 0.029 0.052 0.005 0.02 23 23.00 0.90 0.026 0.050 0.005 0.02 24 24.00 0.80 0.023 0.049 0.004 0.02 Sum = 100.0 Sum = 1.9 Flood volume = Effective rainfall 1.93(1n) times area 2.6(Ac. )/[(ln)/(Ft.)] Total soil loss = 0.98(In) Total soil loss = 0.213(Ac_Pt) Total rainfall = 2.91(In) Flood volume = 18191.8 Cubic Feet Total soil lass = 9280.3 Cubic Feet i ---------------------------------------------- Peak flow rate of this hydrograph = 0.653(CFS) -------------------------------------------------------------------- • +++++++++++++++++++++++++++++-t++++++++++++++++++++ 24 - H O O R 5 T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0062 0.08 Q I 2+ 0 0.0129 0.08 QV II 1 I 3+ 0 0.0222 .0.11 Q V I I 4+ 0 0.0331 0.13 Q V I I 5+ 0 0.0476 0.18 Q V I I 6+ 0 0.0626 0.18 Q V I I 7+ 0 0.0822 0.24 Q V I I 8+ 0 0.0857 0.04 Q V I I 9+ 0 0.1013 0.19 Q VI I I 10+ 0 0.1302 0.35 IQ V I I I 11+ 0 0.1528 0.27 IQ I V I I 12+ 0 0.1786 0.31 IQ I V I I 13+ 0 0.2276 0.59 1 Q I V I 14+ 0 0.2816 0.65 1 Q I I V I I 1.51 0 0.3303 0.59 1 Q I I V 16+ 0 0.3680 0.46 IQ I I I V 17+ 0 0.3752 0.09 Q I I I V 18+ 0 0.3850 0.12 Q I I V 1 19+ 0 0.3918 0.08 Q I V f 20+ 0 0.3980 0.08 Q I V 1 21+ 0 0.4031 0.07 Q I I I V 1 22+ 0 0.4088 0.06 Q I I I VI 234 0 0.4135 0.06 Q I I I VI 24+ 0 0.4176 0.05 Q I I I V ---------------------------------------------------------------------- • 100 YEAR-24 HOUR STORMS CONCENTRATION POINT 1 • 7 n i t H v d r o g r a p h A n a 1. y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GILIDEV24100.out ++++++++++++++++++++++++++++i...f..f++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Frank D. Gorman, P.E. - SIN 867 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used cnglish Units used in outp,L format --------------------------------------------------------------------- 100 YEAR STORM -------------------------------------------------------------------- Drainage Area = 2.60(Ac. ) = 0.004 Sq. Mi. Length along longest watercourse = 700.00(Ft. ) Length along longest watercourse measured to centroid = 3/0.00(Ft. ) Length along longest watercourse = 0.133 Mi. Length along longest watercourse measured to centroid = 0.010 Mi. . Difference in elevation = 4.00(Ft.) Slope along watercourse = 30.1714 Ft./Mi- Average Manning`s W = 0.015 Lag time = 0.032 Hr. Lag time = 1.91. Min. 25% of lag time = 0.48 Min. 40% of lag time = 0.76 Min. Unit time = 60.00 Min. duration of storm = 24 Hour(s) User Entered Ease Flow = 0.00(CFS) 2 YEAR Arco rainfall data: Area(AC. ) [I] Rainfall(In) [2] Weighting[1*2] 2.60 1.80 4.66 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[1-2] 2.60 4.50 11.70 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 8 .Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.600 36,00 0,900 Total Area Entered = 2.60{Ac_ ) _ RI RI Infil. Rate Impervious Ada. Infil. Rate Area% AMC2 AMC-2 11n/Hr) (Dec.&) (In/Hr) (Dec. ) (In/Hr) 56.0 56.0 0.511. 0.900 0.097 1.000 0.097 Sum (F) = 0.097 • .Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr)) = 0.049 (for 24 hour storm duration) Soil lew loss rate (decimal) = 0.180 --------------------------------------------------------------------- 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 Hydrograpi'� (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 1.000 3140.282 100.000 2.620 Sum = 100.000 sum- 2.620 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1-20 0.054 0.168 0.010 0.04 2 2.00 1.30 0.058 0.161 0.011 0.05 3 3.00 1-80 0.081 0.153 0.015 0.07 4 4.00 2.10 0.094 0.146 0.017 0.08 5 5.00 2.80 0.126 0.138 0.023 0.10 6 6.00 2.90 0.130 0.1.3,7. 0.023 0.11 7 7.00 3.80 0.171 0.124 --- 0.05 8 8.00 4.60 0.207 0.1.18 --- 0.09 9 9.00 6.30 0.283 0.111 --- 0.17 10 10.00 8.20 0.369 0.105 --- 0.26 1.1 1.1 .00 7.00 0.315 0.099 - 0.22 12 12.00 7.30 0.328 0.094 --- 0.23 13 13.00 10.80 0.486 0.08E --- 0.40 14 14.00 1 .40 0. 0.0 --- 0.43 15 15.00 10.40 0.468 68 0.078 0.3939 16 16.00 8.50 0.382 0.073 0.31. 17 17.00 1.40 0.063 0.069 0.011 0.05 18 18.00 1 .90 0.085 0.065 --- 0.02 19 19.00 1.30 0.058 0.061 0.011 0.05 20 20.00 1.20 0.054 0.058 0.010 0.04 21 21 .00 1.10 0.049 0.055 0.009 0-.04 22 22.00 1.00 0.045 0.052 0.008 0.04 23 23.00 0.90 0.040 0.050 0.003 0.03 24 24.00 0.80 0.036 0.049 0.006 0.03 Sum = 100.0 sum = 3.3 Flood volume = Effective rainfall 3.30(In) times area 2.6(Ao.)/)(In)/(Ft.)1 = 0.7(Ac.Ft) Total soil loss = 1.20(ln) Total soil loss = 0.260(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 31151.1. Cubic Feet Total soil loss = 11319.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.128(CFS) -------------------------------------------------------------------- ++++++++++++++++f+++++++++++++++++++++++++++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0096 0.12 Q 2+ 0 0.0200 0.13 QV I 3+ 0 0.0344 0.17 QV 4+ 0 0.0512 0.20 Q V 5+ 0 0.0736 0.27 IQ V I I I I 6+ 0 0.0967 0.28 IQ V I I I 7+ 0 0.1068 0.12 Q V I I I 8+ 0 0.1262 0.23 Q V I I I I 9+ 0 0.1634 0.45 IQ VI 10+ 0 0.2206 0.69 1 Q V 1 ll+ 0 0.2673 0.57 1 Q I V I I 12+ 0 0.3182 0-62 1 Q I V I I 13+ 0 0.4044 1.04 1 Q I V I I 14+ 0 0.4976 1.13 1 Q I I V I I 15+ 0 0.5821 1.02 1 Q I I V 1 16+ 0 0.6491 0.81 1 Q I I I V I 17+ 0 0.6603 0.14 Q I I I V 18, 0 0.6648 0.05 Q I I I V I 194 0 0.6752 0.13 Q I I I V I 20; 0 0.6846 0.12 Q I I I V 1 21+ 0 0.5935 0.11 Q I I I V I 22+ 0 0.7015 0.10 Q I I I VI 23+ 0 0.7081 0.09 Q I I I VI 24+ 0 0.7151 0.08 Q I I I VI 2 YEAR-24 HOUR STORMS CONCENTRATION POINT 2 I n i t H v d r o g r a p h A n a 1 y s i a Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GIL2DEV242.out +++++t44++++i+++++++++++.i+il++++++++++++++++i+++++t++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method DEFT 5 WCD Manual date - April 1978 Frank D. Gorman, P-E. - SIN 867 -------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used rinq)ish Units used in output format --------------------------------------------------------------------- 2 YEAR 24 HOUR CONCENTRATION POINT 2 -------------------------------------------------------------------- Drainage Area - 0.97(Ac.) = 0.002 Sq. Mi. Length along longest watercourse = 790.00(Pt.) Length along longest watercourse measured to centroid - 350.00(Ft. ) Length along longest watercourse = 0.150 Mi. Length along longest watercourse measured to centroid = 0.066 Mi. • Difference in elevation = 4.00(Ft.) Slope along watercourse - 26.7342 Ft./Mi. Average Manning`s 'W = 0.015 Lag time = 0.033 Hr. Lag time = 2.00 Min. 25% of lag time = 0.50 Min. 40% of lag time - 0.80 MLn. Unit time = 60.00 Min. Duration of storm = 24 Hour(.) User Entered Ease Flow - 0.00(CFS) 2 YEAR Area rainfall data: Area(AC. ) [Il Roinfall(In) [2] Weighting[1*2] 0.97 1.80 1. 15 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(Tn) [2] Weighting[1*2] 0.97 4.50 4.37 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall - 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) .'.real adjustment factor = 100.00 % Adjusted average point rain - 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 0.910 56.00 0.900 Total Area Entered = 0.97(Ac. ) RI Rl Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) Sum fF) = 0.09-1 Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) - 0.049 'for 24 hour storm duration) Soil low loss rate (decimal ) = 0.180 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph (hrs) Graph 8 (CPS) --------------------------------------------------------------------- 1 1.000 2993.628 100.000 0.978 Sum = 100.000 Simi, 0.978 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1.20 0.022 0.168 0.004 0.02 2 2.00 1.30 0.023 0.16i 0.004 0.02 3 3.00 1.80 0.032 0.153 0.006 0.03 4 4.00 2.10 0.038 0.146 0.007 0.03 5 5.00 2.80 0.050 0.138 0.009 0.04 6 6.00 2.90 0.052 0.131 0.009 0.04 7 7.00 3.80 0.068 0.124 0.01.2 0.06 8 8.00 4.60 0.083 0.118 0.015 0.07 9 9.00 6.30 0.113 0.111 --- 0.00 10 10.00 8.20 0.148 0.1.05 --- 0.04 11 11 .00 "7.00 0.126 0.099 --- 0.03 12 12.00 7.30 0.131 0.094 --- 0.04 13 13.00 10.80 0.194 0.088 --- 0.11 14 14.00 11.40 0.205 0.083 --- 0.12 15 15.00 i 8. 0 0.13 0.07 --- 0.11 16 16.00 .50 0.153 0.073 0.0808 17 17.00 1.40 0.025 0.069 0.005 0.02 18 18.00 1.90 0.034 0.065 0.006 0.03 19 i9.00 1.30 0.023 0.061 0.004 0.02 20 20.00 1.20 0.022 0.056 0.004 0.02 21 21 .00 1.10 0.020 0.055 0.004 0.02 22 22.00 1.00 0.018 0.052 0.003 0.01 23 23.00 0.90 0.016 0.050 0.003 0.01 24 24.00 0.80 0.014 0.049 0.003 0.01 Sum = 100.0 Sum = 1.0 Flood volume = Effective rainfall 0.97(I,) times area 1.0(Ac_)/[(In)/(Ft.)] Total soil loss = 0.83(in) Tot.] soil loss = 0.067(Ac.Ft) Total rainfall = 1.80(ln) Flood volume = 3417.6 Cubic Feet Total soil loss = 2920.4 Cubic Feet • -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.120(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) ) ----------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0014 0.02 Q I 2+ 0 0.0030 0.02 QV I I I 3+ 0 0.0051 0.03 Q V 4+ 0 0.0076 0.03 Q V 5+ 0 0.0110 0.04 Q V 6+ 0 0.0144 0.04 Q V I 7+ 0 0.0190 0.05 Q VI 8+ 0 0.0245 0.07 Q V I 9+ 0 0.0246 0.00 Q I V I 10+ 0 0.0230 0.04 Q I V I 11+ 0 0.0302 0.03 Q I V I 12+ 0 0.0333 0.04 Q I V I I 13+ 0 0.0416 0.10 Q I V I 14+ 0 0.0517 0.12 Q I I V I 15+ 0 0.0606 0.11 Q I V 16+ 0 0.0670 0.08 Q I I I V 17+ 0 0.0687 0.02 Q I I I V 18+ 0 0.0709 0.05 Q I 1 I V I 19+ 0 0.0725 0.02 Q I I V 1 20+ 0 0.0739 0.02 Q I I I V 1 21.4 0 0.0752 0.02 Q ( I I v 1 22+ 0 0.0764 0.01 Q I I V 1 23+ 0 0.0775 0.01 Q I I VI 24+ 0 0.0785 0.01 Q I I VI • _________________________ • 10 YEAR-24 HOUR STORMS CONCENTRATION POINT 2 • J n i t H y d r o g r a p h A n a 1. y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GIL2DEV2410.out +++++++++++++++++++++fhf.}.K+h1++++i-+++++-Fh+t++++++++++++++l+t+++++#+t+t+? ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 3 WCD Manual date - April 1918 Frank D. Gorman, P.E. - SIN 86- --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 10 YEAR CONCENTRATIDN POINT 2 24 HOUR STORM -------------------------------------------------------------------- Drainage Area - 0.97(A.c. ) = 0.002 Sq_ Mi. Length along longest watercourse = 790_00(FL.) Length along longest watercourse measured to centroid = 350.00(Ft. ) Length along longest watercourse = 0.150 Mi. Length along longest watercourse measured to centroid = 0.066 Mi. Difference in elevation = 4.00(Ft.) Slope along watercourse = 26.7342 Ft./Mi. Average Manning's W = 0.015 Lag time = 0.033 Hr. Lag time = 2.00 Min. 25% of lag time = 0.50 Min. 40% of lag time = 0.80 Min. Unit time = 60.00 Min_ Duration of storm = 24 Hour(s) User Entered Vase Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2) Weighting[1*21 0.97 1.80 1.75 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*21 0.97 4.50 4.37 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1..800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 0.910 56.00 0.900 Total Area Entered = 0.97(A.c.) RI R1 Snfil. Rate Impervious Adj. Infil. Rate Area%- F AMC2 AMC-2 (In/Hr) (Dec-%) (In/Hr) (Dec. ) (In/Hr) 56.0 56.0 0.511. 0.900 0.097 1.000 0.097 Sun (F) = 0.097 Area averaced mean soil loss (F) (In/Hr) = 0.097 Minimum soil toss rate ( (In/Hr)) - 0-049 • -for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 U n i t H y d r o g r a p h VALLEY S-Curve ----------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1. 1.000 2993.628 100.000 0-978 Sum = 100.000 Sum- 0.978 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max I Low IIn/Hr) 1 1.00 1.20 0.035 0.168 0.006 0.03 2 2.00 1.30 0.039 0-161 0.007 0.03 3 3.00 1.80 0.052 0-153 0.009 0.04 4 4.00 2-10 0.061 0.146 0.011 0.05 5 5-00 2.80 0.082 0-138 0.015 0.07 6 6-00 2.90 0-0B4 0-131 0.015 0.07 7 7.00 3.30 0.111 0.124 0.020 0.09 8 8.00 4.60 0.134 0.118 --- 0.02 9 9-00 6.30 0-183 0.11i --- 0.07 10 10.00 8.20 0.239 0.205 -- 0.13 11 11-00 7.00 0.204 0.099 --- 0.10 12 12.00 7.30 0.212 0-094 --- 0.12 13 13-00 10.80 0.314 0-088 --- 0.23 14 14.00 11-40 0.332 0.083 --- 0.25 . 15 100 ] . 0 0. 0.07 0.22 16 16- 8 00 .50 0247.247 0.073 ___ 0.17 17 17.00 1.40 0-041 0.069 0.007 0.03 1s 18.00 1-90 0.055 0.065 0.010 0.05 19 19.00 1.30 0.038 0-061 0.007 0.03 20 20.00 1.20 0-035 0.058 0-006 0.03 21 21.00 1.10 0-032 0.055 0-006 0.03 22 22.00 1.00 0.029 0.052 0.005 0.02 23 23.00 0.90 0-026 0.050 0-005 0.02 24 24.00 0.B0 0.023 0.049 0.004 0.02 Sum = 100.0 Sum = 1-9 Flood volume = Effective rainfall 1.93(In) times area 1-0(Ac- )/[(In)/(Ft.) ) - 0.2(Ac.Pt) Total soil loss = 0.98(ln) Total soil loss = 0.079(Ac.Ft) Total rainfall = 2-91(ln) Flood volume = 6787.0 Cubic Feet Total soil loss = 3462-2 Cubic Feet • -------------------------------------------------------------------- Peak flow rate of this hydrograph - 0.243(CFS) -------------------------------------------------------------------- ++++++++++++f++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CPS) ) _____ - Time(h+m) Volume AC.Ft Q(C)FS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- l+ 0 0.0023 0.03 Q 2+ 0 0.0048 0.03 QV I 3+ 0 0.0083 0.04 Q V 4+ 0 0.0123 0.05 Q V 5+ 0 0.0178 0.07 Q V I 6+ 0 0.0233 0_07 Q V I 7+ 0 0.0307 0.09 Q V I 8+ 0 0.0320 0.02 Q V I 9+ 0 0.0378 0.07 Q VI 10+ 0 0.0486 0.13 Q V I I 11+ 0 0.0570 0.10 Q I V 12+ 0 0.0666 0.12 Q I V I 13+ 0 0.0849 0.22 Q I V 1.4+ 0 0.1050 0.24 Q I I V I I 15+ 0 0.1232 0.22 Q I I V 1 16+ 0 0.1373 0.17 Q I I V I 17+ 0 0.1400 0.03 Q I I I V 1 18+ 0 0.1437 0.04 Q I I I V 1 19+ 0 0.1462 0.03 Q I I I V I 20+ 0 0.1485 0.03 Q I I I V I 21+ 0 0.1506 0.03 Q I I I V I 22+ 0 0.1525 0.02 Q I I I VI 23+ 0 0.1543 0.02 Q I I VI 24+ 0 0.1558 0.02 Q I I VI 100 YEAR-24 HOUR STORMS CONCENTRATION POINT 2 J n i t H v d r o g r a p h A n a l y s i s Copyright (c) O:IVl1,CADD/C]VTLDESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GILIDEV24100.out ++t+++++++i+++++++++l+i-+I-+++++++++++++++++++++I++++++++++++++i..I..I..I..F++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 6 WCD Manual date - April 1978 Frank D. Gorman, P.E. - SIN 867 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 100 YEAR STORM -------------------------------------------------------------------- Drainage Area = 2.60(Ac. ) = 0.004 Sq. Mi. Length along longest watercourse = 700.00(Ft. ) Length along longest watercourse measurea to centroid = 370.00(Ft. j Length along longest watercourse = 0.133 Mi.. Length along longest watercourse measured to centroid = 0.070 Mi. Difference in elevation = 4_OO(Ft_) Slope along watercourse = 30.1714 Ft./Mi. Average Manning'. 'N' = 0.015 Lag time = 0.032 Hr. Lag time = 1.91 Min. 25% of lag time = 0.48 Min. 40% of lag time = 0.76 Min. Unit time = 60.00 Min. Duration of storm = 24 Hour(s) User Entered fuse Flow = 0.00(CFS) 2. YEAR Area rainfall data: Area(AC. ) [1] Rainfall(In) [2] Weighting[1*2] 2.60 1.80 4.68 100 YEAR Area rainfall data: Area(Ac. ) [1) Rainfail(ln) [2] Weighting[I*21 2.60 4.50 11.70 STORM FVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.600(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 S Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.600 56.00 0.900 Total Area Entered = . 2.60(Ac.) RI Ri Infil. Rate Impervious Adj. Infil. Pate Area£ AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum (F) - 0.097 Area averaaed mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) = 0.049 !for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 --------------------------------------------------------------------- U u i t H y d r o g r a p h VALLEY S-Curve ----------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time 4 of lag Distribution Unit Hydrograph (hrs) Graph 8 (CFS) --------------------------------------------------------------------- 1 1.000 3140.282 100.000 2.620 Sum = 200.000 Sum= 2.620 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss ra Le(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1.20 0.054 0.168 O.OiO 0.04 2 2.00 1.30 0.058 0.161 0.011. 0.05 3.00 1.80 0.081. 0.153 0.015 0.07 4 4.00 2.10 0.094 0.146 0.017 0.08 5 5.00 2.80 0.126 0.138 0.023 0.10 6 6.00 2.90 0.130 0.131 0.023 0.11 7 7.00 3.80 0.171 0.124 --- 0.05 8 8.00 4.60 0.207 01.118 --- 0.09 9.00 6.30 0.283 0.111 --- 0.17 10 10.00 8.20 0.369 0.105 --- 0.26 11 11.00 7.00 0.315 0.099 --- 0.22 12 12.00 7.30 0.328 0.094 --- 0.23 13 13.00 10.80 0.486 0.088 -- 0.40 14 14.00 i1.40 0.513 0.083 --- 0.43 15 1 .00 10.40 0.468 0.07 --- 0.3 16 16.00 8.50 0.382 0.073 0.31 17 17.00 1.40 O.Ob3 0.069 0.011 0.05 18 16.00 1.90 0.085 0.065 --- 0.02 19 19.00 1.30 0.058 0.061 0.011 0.05 20 20.00 1.20 0.054 0.058 0.010 0.04 21 21.00 1.10 0.049 0.055 0.009 0.04 22 22.00 1.00 0.045 0.052 0.008 0.04 23 23.00 0.90 0.040 0.050 0.007 0.03 24 24.00 0.80 0.036 0.049 0.006 0.03 Sum = 100.0 Sum = 3.3 Flood volume = Effective rainfall 3.30(ln) times area 7..6(Ac. )/[(In)/(Ft. )1 = 0.7(Ac.Ft) Total soil loss = 1.20(In) Total soil loss = 0.260(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 31151.1 Cubic Feet Total soil loss = 11319.7 Cubic Feet ---------------------------- Peak flow rate of this hydrograph - 1.128(CFS) i -------------------- _ __--------____-------_______---_--- +i-++++++ib++- ++++++++t++++++++++++f++++++++?+++++++++++++++fff-+++++++ 24 - H O U S T O R M F u o o f f H y d r o g r a p h _______ ___ --------------------------------- _--- Hydrograph in 60 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 __i+_0 0 0096 0.12 Q ----___ ______ -- -------------------------- 2+ 0 0.0200 0.13 QV I I 1 3+ 0 0.0344 0.17 QV 4+ 0 0.0512 0.20 Q V 5+ 0 0.0736 0.27 IQ V I I I 6+ 0 0.0967 0.28 IQ V I I 1 1 7+ 0 0.1068 0.12 Q V I I 1 1 8+ 0 0.1262 0.23 Q V I I 1 1 9+ 0 0.1634 0.45 IQ VI I I I 10+ 0 0.2206 0.69 1 Q V I I 11+ 0 0.2673 0.57 1 Q I V I 1 1 12+ 0 0.3182 0.62 1 Q I V I 1 1 13+ 0 0.4044 1.04 1 Q I V 1 1 14+ 0 0.4976 1.13 1 Q I I I 1 15+ 0 0.5821 1.02 1 Q I I V 1 161 0 0.6491 0.81 1 Q I I I V 1 17+ 0 0.6603 0.14 Q I I I V 1 18+ 0 0.6648 0.05 Q I I I V I 19+ 0 0.0752 0.13 Q V I 20? 0 0.6648 0.12 Q I I V I 21+ 0 0.6935 O.il Q I I I v 1 22.t 0 0.7015 0.10 Q I I I VI 23+ 0 0.7087 0.09 Q I I I VI 24+ 0 0.7151 0.08 Q I I I VI • ----------------------------------------------------------------------- 2 YEAR-24 HOUR STORMS CONCENTRATION POINT 3 U n i t 11 y d r o g r a p h A n a l y s i s Copyright (c) CIVILCA➢D/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GIL3DEV242.out ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 5 WCD Manual date - April 1938 Frank D. Gorman, P.E. - SIN 867 _________________________________________ ___ English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format _ _________________________________ _-_ CONCENTRATION POINT NO. 3 24 HOUR STORM 2 YEAR _____ _____________________________________________________ _ Drainage Area 0.15(Ac. ) 0.000 Sg. Mi . Length along longest watercourse = 190.00(Pt. ) Length along longest watercourse measured to centroid = 90.00(Ft. ) • Length along Longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = 0.017 Mi. Difference in elevation L.90(Ft_) Slope along watercourse = 52.8000 Ft./Mi- Average Manning's 'N' = 0.015 Lag time = 0.010 Hr. Lag time = 0.61 Min. 25% of lag time = 0.15 Mio. 40% of lag time = 0.24 Min. Unit time = 60.00 Min. Duration of. storm - 24 Hour(,) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*2] 0.15 1.80 0.27 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*2) 0.15 4.50 0.67 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 8 Adjusted average point rain = 1.800(in) Sub-Area Data: Area(Ac. ) Runoff Index Impervious % 0.150 56.00 0.900 Total Area Entered - 0.15(Ac.) RI RI Tnfil. Rate Imoervious Adj. Infil. Rate Area% F AMC2 AMC-2 (ln/Hr) (Dec-%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum IF) = 0.097 Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) - 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 --------------------------------------------------------------------- U n i t H y d r o g r a p h -VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph furs) Graph 8 (CFS) --------------------------------------------------------------------- 1 1.000 9809.824 100.000 0.151 Sum = 100.000 Sum- 0.151 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (Tn/Hr) Max Low (IN Hr) i 1.00 1-20 0.022 0.168 0.004 0.02 2 2.00 1.30 0.023 0.161 0.004 0.02 3 3.00 1..80 0.032 0.153 0.006 0.03 4 4.00 2.10 0.039 n.146 U-007 0.03 5 5.00 2.80 0.050 0.138 0.009 0.04 6 6.00 2.90 0.052 0.131 0.009 0.04 7 7.00 3.80 0.068 0.124 0.012 0.06 8 8.00 4.60 0.083 0.118 0.015 0.0-i 9 9.00 6.30 0.113 0.111 -- 0.00 10 10.00 8.20 0.148 0.105 --- 0.04 11 11.00 7.00 0.126 0.099 --- 0.03 • 12 1200. 7.30 0.194 0,094 =_= 0.04 13 13.00 10.80 0.194 0.O88 Sfl 0.]1 14 14.00 11.40 0.205 0.083 0.12 15 15.00 10.40 0.187 0.078 --- 0.41 16 16.00 8.50 0.153 0.073 --- 0.08 17 17.00 1.40 0.025 0.069 0.005 0.02 18 18.00 1.90 0.034 0.065 0.006 0.03 19 19.00 1.30 0.023 0.061 0.004 0.02 20 2000. 1.20 0.022 0.058 0.004 0.02 21 21.00 1.10 0.020 0.055 0.004 0.02 22 22.00 1.00 0.018 0.052 0.003 0.01 23 23.00 0.90 0.016 0.050 0.003 0.01 24 24.00 0.B0 0.014 0.049 0.003 0.01 Sum = 100.0 Sum = 1.0 Flood volume = Effective rainfall 0.97(In) times area 0.l(Ac. )/f(In)/(Ft. )] = 0.0(Ac.Ft.) Total soil loss = 0.83(In) Total soil loss = 0.010(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 528.5 Cubic Feet Total soil loss = 451.6 Cubic Feet • -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.018(CFS) ---' --------------------------------- -++++4+++++++++++-!1-+++++++++++I++++++++++++++++++++++!- +f+++++++++h+ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h _____ ______________________________________________ Hydrograph in 60 Minute intervals ( (CFS) ) ____________________________________________________________________ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0002 0.00 Q ( I I 2+ 0 0.0005 0.00 QV I 1 3+ 0 0.0008 0.00 Q V 4+ 0 0.0012 0.00 Q V 5+ 0 0.0017 0.01 Q V I 6+ 0 0.0022 0.01 Q V I I 7+ 0 0.0029 0.01 Q VI I 8+ 0 0.0038 0.01 Q V I 9+ 0 0.0038 0.00 Q I V I I I 10+ 0 0.0043 0.01 Q I V I 1 i7.+ 0 0.0047 0.00 Q I V I I 12+ 0 0.0051 0.01 Q I V I I I i3+ 0 0.0065 0.02 Q V 14, 0 0.0080 0.02 Q I I V I I 15+ 0 0.0094 0.02 Q I I V I 16+ 0 0.0104 0.01 Q I I I V I 17+ 0 0.0106 0.00 Q I I I V I 18+ 0 0.0110 0.00 Q I I I V 1 19= 0 0.0112 0.00 Q I I I V 1 20+ 0 0.0114 0.00 Q I I I V 1 21+ 0 0.0116 0.00 Q I I I V 1 22+ 0 0.0118 0.00 Q I I I V 1 23+ 0 0.0120 0.00 Q I I I VI 24+ 0 0.0121 0.00 Q I I I V ----------------------------------------------------------------------- 10 YEAR-24 HOUR STORMS CONCENTRATION POINT 3 J n i t H v d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVI:I,DESIGN, 1989 - 1999, Version 6.0 Study date 02/12/07 File: GIL3DEV2410.out }}}}}}}}}}i}}}}}}}}}}}}}}i-'l-i-1"1'f"1}i"h}}}}}}}}}}}}}}i'}'1-}i-}}}}}}}} ------------------------------------------------------------------------ Riverside Countv Synthetic Unit Hydrology Method RCFC s WED Manual date - April 1978 Frank D. Gorman, P.E. - SIN 86-' --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used cnclish Unitas used in output format --------------------------------------------------------------------- CONCENTRATION POINT NO. 3 24 FIOUR STORM 10 YEAR ---------------------------------------------------------_---------- Drainage Area = 0.15(Ac. ) = 0.000 Sq. Mi. Length along longest watercourse = 1.90.00(Ft. ) Length along longest watercourse measured to centroid = 90.00(Ft.) Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = 0.017 Mi. Difference in elevation = 1.90(Ft.) Slope along watercourse = 52.8000 Ft./Mi- Average Manniny's 'N' = 0.015 Lag time = 0.010 Hr. Lag time = 0.61 Min. 254 of lag time = 0.15 Min. 40% of lag time = 0.24 Min. Unit time = 60.00 Min. Duration of storm = 24 Hour(s) User Entered Ease Plow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac_) E.l] Rainlall(In) [21 Weighting[1*2] 0.15 1.80 0.27 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*2) 0.15 4.50 0.61 STOPoN EVENT (YEAR) = 10.00 .Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 4 Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious % 0.150 56.00 0.900 Total Arco Entered = 0.15(Ac.) - RI RI Infil. Rate Impervious Adj. Infil. Rate Area€ F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum (F) = 0.097 Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (ln/Hr) ) = 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 --------------------------------------------------------------------- U u i t H y d r o g r a p h VALLEY S-Curve ----------------------------------------------------------------- Unit Hydrograph Data ----------------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------- 1 1.000 9809.824 100.000 0.151 Sum = 100.000 Sum- 0.151 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr- ) Percent (In/Hr) Max Low (In/Hr) 1 1.00 1_20 0.035 0.168 0.006 0.03 2 2.00 1.30 0.038 0.161. 0.007 0.03 3 3.00 1 .80 0.052 0.1.53 0.009 0.04 4 4.00 2.10 0.061. 0.146 0.011 0.05 5 5.00 2.80 0.082 0.1.38 0-.015 0.07 a 6.00 2.90 0.084 0.131 0.015 0.07 7.00 3.80 0.111 0.124 0.020 0.09 8.00 4.60 O.i34 0.118 --- 0.02 9 9.00 6.30 0.183 0.111 - 0.07 10 10.00 8.20 0.239 0.105 --- 0.13 1.1 11 .00 7.00 0.204 0.099 --- 0.10 12 12.00 7.30 0.212 0.094 --- 0.12 13 13.00 10.80 0.314 0.088 --- 0.23 ].4 14.00 11.40 0.332 0.083 --- 0.25 15 15.00 10.40 0. 0.07 --- 0-22 16 16.00 .50 0.247 297 0073 0.1717 17 17.00 1.40 0.041 0.069 0.007 0.03 18 18.00 1.90 0.055 0.065 0.010 0.05 19 19.00 1.30 0.038 0.061 0.007 0.03 20 20.00 1.20 0.035 0.058 0.006 0.03 21 21.00 1..10 0.032 0.055 0.006 0.03 22 22.00 1.00 0.029 0.052 0.005 0.02 23 23.00 0.90 0.026 0.050 0.005 0.02 24 24.00 0.80 0.023 0.049 0.004 0.02 Sum = 100.0 Sum = 1.9 Flood volume = Eff,ective rainfall 1.93(I,) times area 0.1(Ac_ )/L(Tn)/ (Ft_)] = 0.0(Ac.Ft} Total soil loss = 0.98(In) Total soil loss = 0.012(7\c.Ft) Total rainfall = 2.91(In) Flood volume = 1049.5 Cubic Feet Total soil loss = 535.4 Cubic Feet • -------------------------------------------------------------------- leak flow rate of this hydrograph = 0.038(CFS) -------------------------------------------------------------------- -.4+..1..1-+i++++++++++++++4++++++++++++++4+++++++++++++++-++i..4++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ----------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) ) ----------------------------------------------------------------- `Pime(h+m) Volume AC.Ft Q(CJ S) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0004 0.00 Q 2+ 0 0.0007 0.00 QV I 3+ 0 0.0013 0.01 Q V 4+ 0 0.0019 0.01 Q V 5+ 0 0.0027 0.01 Q V 6+ 0 0.0036 0.01 Q V 7+ 0 0.0047 0.01 Q V 8+ 0 0.0049 0.00. Q V I 9+ 0 0.0058 0.01 Q VI 10+ 0 0.00�5 0.02 Q V I 11+ 0 0.0088 0.02 Q v 121 0 3.0103 0.02 Q V I 13+ 0 0.0131 0.03 Q V 14-1 0 0.0162 0.04 Q V 154 0 0.0191 0.03 Q V 16+ 0 0.0212 0.03 Q V 17+ 0 0.0216 0.01 Q V 1 18+ 0 D_D222 O.Ol Q I I V 19+ 0 0.0226 0.00 Q I V I 20+ 0 0.0230 0.00 Q I V I 21+ 0 0.0233 0.00 Q v 1 22, 0 0.0236 0.00 Q I VI 23+ 0 0.0239 0.00 Q I I I VI 24+ 0 0.0241 0.00 Q I I I V _______________________________________________________________________ • 100 YEAR-24 HOUR STORMS CONCENTRATION POINT 3 J n f t H y d r o g r a p h A n a l y s i s Copyright ;c) CIVILCADD/CIVILDF.SIGN, 1989 - 1999, Version 6.0 Studv date 02/12/07 File: GIL3DEV24100.0ut ++11++++++++++1++++++++++++++++++4-+1-++++++++++++++++++++++++++i-i-P+++++++ ------------------------------------------------------------------------ Riverside Countv Synthetic Unit Hydrology Method RCFC 5 WCD Manual date - April 1978 Frank D. Gorman, P.E. - SIN 86- --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used EnylLsh Units used in output format ____________________________________________________________ CONCENTRATION POINT NO. 3 24 HOUR STORM 100 YEAR -------------------------------------------------------------------- Drainage Area = 0.15(Ac. ) = 0.000 So- Mi. Length along longest watercourse = 190.00(Ft.) I,eegth along longest watercourse measured to centroid = 90.00(Ft. ) Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured tc centroid = 0.017 Mi.. Difference in cLevation = 1_90(Ft.) Slope along watercourse = 52-8000 L't./Mi. Average Manning's 'N' = 0.015 Lag time = 0.010 Hr. Lag time = 0.61 Min. 25% of lag time = 0.15 [gin. 40% of laq_ time = 0.24 Min. Unit time = 60.00 Min. Duration of storm = 24 Hour(c) Use, Entered Base Flow = 0.00(CFS) 2 YEAR Area ra,rfall data: Area(Ac_ ) [11 Rainfoll(In) [2] Weighting[1*2] 0.15 1.80 0.27 100 YEAR Area rainfall data: Area(Ac. ) [1) Rainfall (In) [2] Weighting[1*2) 0.15 4.50 0.67 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious % 0.150 56.00 0.900 Total Area Entered = 0.15(Ac_) RI RI Infil. Rate Imperious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec-%) (In/Hr) (Dec. ) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum IF) = 0.097 Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr)) = 0.049 floor 24 hour storm duration) Soil l.ow loss rate (decimal) = 0.180 ----_---_----_----_--------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data ----------------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph (his) Graph 8 (CPS) --------------------------------------------------------------------- 1 1.000 9809.824 100.000 0.151. Sum = 100.000 Seto- 0.151 ----------------------------------------------------------------------- Unit Time Pattern Storm Hain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (in/Hr) 1.00 1.20 0.054 0.168 0.010 0.04 2 2.00 1.30 0.058 0.161 0.011 0.05 3 3.00 1.80 0.081 0.153 0.015 0.07 4 4.00 2.10 0.094 0.146 0.017 0.08 5 5.00 2.80 0.126 0.138 0.023 0.10 6 6.00 2.90 0.130 0.131 0.023 0.11 7 i.00 3.60 0.171 0.124 --- 0.05 8 8.00 4.60 0.207 0.11.8 --- 0.09 9 9.00 6.30 0.283 0.11i --- 0.17 10 10.00 8.20 0.369 0.105 --- 0.26 11 11 .00 7.00 0.315 0.099 --- 0.22 12 12.00 7.30 0.328 0.094 --- 0.23 13 13.00 10.80 0.486 0.088 - 0.40 14 14.00 11.40 0.513 0.083 --- 0.43 15 15.00 10.40 0.468 0.078 --- 0.39 16 16.00 8.50 0.382 0.073 --- 0.31 17 17.00 1-40 0.063 0_069 0.011 0.05 18 18.00 1.90 0.085 0.065 --- 0.02 19 19.00 1.30 0.056 0.061. 0.011 0.05 20 20.00 1.20 0.054 0.058 0.010 0.04 21 21.00 1 .10 0.049 0.055 0.009 0.04 22 22.00 1.00 0.045 0.052 0.008 0.04 23 23.00 0.90 0.040 0.050 0.007 0.03 24 24.00 0.80 0.036 0.049 0.006 0.03 Sum = 100.0 Sum = 3.3 Flood volume - Effective rainfall 3.30(In) times area 0.l (Ac.)/ [(In)/(Ft_)] = 0.0(Ac.Ft) Total soil loss = 1.20(In) 'Total soil. loss = 0.015(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 1797.2 Cubic Feet Total soil loss = 653.1 Cubic Feet • -------------------------------------------------------------------- Peak flow rate of this hvd mgraph = 0.065(CFS) +++++.I++++++++1++++++41-++++++++I++++++++a41+++++++1+++++++++++++++++ 24 H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 60 Minute intervals ( (CFS) 1 ----------------------------------------------------------------- Time(h+m) Volume AC.Ft Q(CPS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 1+ 0 0.0006 0.01 Q 2+ 0 0.0012 0.01 QV f 1 3+ 0 0.0020 0.01 QV 4+ 0 0.0030 0.01 Q V 5+ 0 0.0042 0.02 Q V 6+ 0 0.0056 0.02 Q V I 7+ 0 0.0062 0.0. Q V B+ 0 0.0073 0.01 Q V I 9+ 0 0.0094 0.03 Q VI I 10+ 0 0.01.27 0.04 Q V I I 11+ 0 0.0154 0.03 Q I V I 12+ 0 0.0184 0.04 Q I V I 13+ 0 0.0233 0.06 Q I V le+ 0 0.0287 0.07 Q I I V 15-+ 0 0.0336 0.06 Q I I V 16+ 0 0.0374 0.05 Q I I I V 1 17+ 0 0.0381 0.01. Q I I I V I 18+ 0 0.0384 0.00 Q I I I V I 19+ 0 0.0390 0.01 Q I I I V I 20+ 0 0.0395 0.01 Q I I I V I 21+ 0 0.0400 0.01 Q I I I V I 22+ 0 0.0405 0.01 Q I I I VI 23+ 0 0.0409 0.01 Q I I I VI 24+ 0 0.0413 0.00 Q 1 1 V HYDROLOGY MAP AI LEGEND A u NODE NUMBER f 024.5 NODE ELEVATION ~ DRAINAGE BOUNDARY 0.%15 1 AC DRAINAGE AREA Ek �I Q10=- 1.46cf s 100 YEAR STORM RUNOFF supeR. 100-2.(32cf s 10 YEAR STORM RUNOFF VI I --- rQ I `r- �-�1 _SEX SSW. RIM 1�241.66 1020.5 ,, -� E x• 4 o wo DEX, SEW M H RIM 1022-81 � 9� ` I.E. 1009.47 0 15, B INV _ 0=78 ' V IGN � GV "`__ C G `� "" 1023 _ 1 2 2 r r 1� C EX w �, Lip,M 2 - 4 9 _ 3�r ® 1 r --R FH " sr Icyz3.o oP c 2,�- - _ - • - c) 1022.6 4.5 `0 � ~l S 0.00 D � _ GVIRR 37 _I �- �� � O � AF�KING LOT T f I I ,ctiN� 27, by 22'6Ci L f �-70T �� � �4`�' ' d v�y _7n F �. � � wna•�;' r, � 1 � 1 � c.J -.... `�• �ti� ��� ��� �`-- 0 � i SIG - _' �� -; i,.� za.oa�c 24.a � ��, r. - I _ n. (� c.]vy � r ��_.� UJ SUPER FH 21 I _ano.� �4.Qp C �0 F p C, - o f ° 5=0.0 . 2 L=176. 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P IM-1 4 93 _ _�.- y- ` r r EX T Er. 72"ReP i 1� �3.91 ENE/ r r'1, r __.� _ r�r €IS(S t f1EfV C.H ���L `- Ex. EARTHEN CH 1A E x. EARTHEN c H 'r � a _.__ _ .. _-.._..� c H --_ F nil 1��� � �--�- �_� � rJ a r { ry ~- _ Tom' pC� � =� _ 101 __-�-- -- _�-_ -��,._.._- --� �������_ � •1_ �-�-�-���_ 1 ��~�--~'~ gyp. pp,, // �i0" 5 D IAIQMP IT OL BMP SUMMARY 2 YEAR -24 HR. STORM 10 YEAR ---24 HR. STORM 100 YEAR -24 HR. STORM PRE POST PRE POST PRE POST RUNOFF-CFS 0.13 0.23 0.34 0.44 0.65 0.75 VEL OCI T Y - FPS 0.10 0.25 0.27 0.35 0.51 0.60 VOLUME--CUBIC FT 1334 4928 4305 9494 9924 15829 Civil Enginee n VOLUME-AC FT 0.03 0.11 0.10 0.21 0.22 0.36 28465 OLD TOWN FRONT STREET (951) 5W-4869 (951) 546-4979 FAX SUITE 315 fluRArraN- MIN 810 810 810 810 810 810 TEMECULA, CA 92590 PREPARED 2/12/07 GRAPHIC SCALE 30 0 10 30 15DEVELOPED Go"00" IND ITI(oj"k N H Y Li L U Y M A E X H I bow&I T SCALE: 1" = 30' 103%A%0`5 uAwk 00`9` SHEET of Appendix D Educational Materials • i Infiltration Trench TC- 10 • Design Considerations ■ Acaarirdation of Metals Clogged Sol OutletStruchaes ■ Vegetatiordtandscape =f Mardenance Description An infiltration trench is a long, narrow, rock-filled no Targeted Constituents outlet that receives stormwater runoff. Runoff is stored in the 0 Sediment • void space between the stones and infiltrates through the bottom d Nutrients ■ and into the soil matrix. Infiltration trenches perform well for d Trash 0 removal of fine sediment and associated pollutants. 2 Metals a Pretreatment usingbuffer strips, swales, or detention basins is 0 Bacteria • • important for limiting amounts of coarse sediment entering the trench which can clog and render the trench ineffective. 2 Oil and Grose � Orgartics E California Experience Legend(RemovalEffectiveness) Caltrans constructed two infiltration trenches at highway a Low ■ High maintenance stations in Southern California- Of these, one failed . M�iurn to operate to the design standard because of average soil infiltration rates lower than that measured in the single infiltration test. This highlights the critical need for appropriate evaluation of the site. Once in operation, little maintenance was required at either site. Advantages ■ Provides l00%reduction in the load discharged to surface waters. ■ An important benefit of infiltration trenches is the approximation of pre-developmeul hydrology during which a significant portion of the average annual rainfall runoff is infiltrated rather than flushed directly to creeks. ■ If the water quality volume is adequately sized, infiltration trenches can be useful for providing control of channel forming(erosion)and high frequency(generally less than the . 2-year)flood events. January 2003 California Stormwater BMP Handbook 1 of 7 New Development and Redevelopment TC- 10 Infiltration Trench ■ As an underground BMP,trenches are unobtrusive and have little impact of site aesthetics. Limitations ■ Have a high failure rate if soil and subsurface conditions are not suitable. ■ May not be appropriate for industrial sites or locations where spills may occur. ■ The maximum contributing area to an individual infiltration practice should generally be less than 5 acres. ■ Infiltration basins require a minimum soil infiltration rate of 0.5 inches/hour, not appropriate at sites with I Iydrologic Soil Types C and D. ■ If infiltration rates exceed 2.4 inches/hour, then the runoff should be fully treated prior to infiltration to protect groundwater quality. ■ Not suitable on fill sites or steep slopes. ■ Risk of groundwater contamination in very coarse soils. ■ Upstream drainage area must be completely stabilized before construction. ■ Difficult to restore functioning of infiltration trenches once clogged. • Design and Sizing Guidelines ■ Provide pretreatment for infiltration trenches in order to reduce the sediment load. Pretreatment refers to design features that provide settling of large particles before runoff reaches amanagement practice, easing the long-term maintenance burden. Pretreatment is important for all structural stormwater management practices,but it is particularly important for infiltration practices. To ensure that pretreatmentmechanisms are effective, designers should incorporate practices such as grassed swales, vegetated filter strips, detention, or a plunge pool in series. ■ Specify locally available trench rock that is 1.5 to 2.5 inches in diameter. ■ Determine the trench volume by assuming the WQV will fill the void space based on the computed porosity of the rock matrix(normally about 35%). ■ Determine the bottom surface area needed to drain the trench within 72 hr by dividing the WQV by the infiltration rate. d WQV+RFV = SA ■ Calculate trench depth using the following equation: where: . D = Trench depth. 2 of 7 Califomia StDrmwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC- 10 • WQV Water quality volume RFV = Rock fill volume SA = Surface area of the trench bottom ■ The use of vertical piping,either for distribution or infiltration enhancement shall not be allowed to avoid device classification as a Class V injection well per 40 CFR>46.5(e)(4). ■ Provide observation well to allow observation of drain time. ■ May include a horizontal layer of filter fabric just below the surface of the trench to retain sediment and reduce the potential for clogging. Construction/Inspection Considerations Stabilize the entire area draining to the facility before construction begins. If impossible, place a diversion berm around the perimeter of the infiltration site to prevent sediment entrance during construction. Stabilize the entire contributing drainage area before allowing any runoff to enter once construction is complete. Performance Infiltration trenches eliminate the discharge of the water quality volume to surface receiving waters and consequently can be considered to have t00%removal of all pollutants within this • volume. Transport of some of these constituents to groundwater is likely, although the attenuation in the soil and subsurface layers will be substantial for many constituents. Infiltration trenches can be expected to remove up to 90 percent of sediments, metals, coliform bacteria and organic matter, and up to 6o percent of phosphorus and nitrogen in the infiltrated runoff(Schueler, 1992). Biochemical oxygen demand(BOD)removal is estimated to be between 70 to 8o percent. Lower removal rates for nitrate, chlorides and soluble metals should be expected, especially in sandy soils(Schucler, 1992). Pollutant removal cfficicncics may be improved by using washed aggregate and adding organic matter and loam to the subsoil. The stone aggregate should be washed to remove dirt and fines before placement in the trench. The addition of organic material and loam to the trench subsoil may enhance metals removal through adsorption. Siting Criteria The use of infiltration trenches may be limited by a number of factors, including type of native soils, climate, and location of groundwater table. Site characteristics, such as excessive slope of the drainage area, fine-grained soil types, and proximate location of the water table and bedrock, may prechrde the use of infiltration trenches. Generally, infiltration trenches are not suitable for areas with relatively impermeable soils containing clay and silt or in areas with fill. As with any infiltration BMP,the potential for groundwater contamination must be carefully considered, especially if the groundwater is used for human consumption or agricultural purposes. The infiltration trench is not suitable fir sites that use or store chemicals or hazardous materials unless hazardous and toxic materials are prevented from entering the • trench. In these areas, other BMPs that do not allow interaction with the groundwater should be considered. January 2003 Califomia Stormwaber BMP Handbook 3 of 7 New Development and Redevelopment TC- 10 Infiltration Trench I* The potential for spills can be minimized by aggressive pollution prevention measures. Many municipalities and industries have developed comprehensive spill prevention control and ennntermensure.(SPCC)plans. These plans should be modified to include the infiltration trench and the contributing drainage area. For example, diversion structures can be used to prevent spills from entering the infiltration trench. Because of the potential to contaminate groundwater, extensive site investigation must be undertaken early in the site planning process to establish site suitability for the installation of an infiltration trench. Longevity can be increased by careful geotechnical evaluation prior to construction and by designing and implementing an inspection and maintenance plan. Soil infiltration rates and the water table depth should be evaluated to ensure that conditions are satisfactory for proper operation of an infiltration trench Pretreatment structures, such as a vegetated buffer strip or water quality inlet,can increase longevity by removing sediments, hydrocarbons, and other materials that may clog the trench. Regular maintenance, including the replacement of clogged aggregate,will also increase the effectiveness and life of the trench Evaluation of the viability of a particular site is the same as for infiltration basins and includes: ■ Determine soil type (consider RCS soil type 'A, B or C only)from mapping and consult IISDA soil survey tables to review other parameters such ns the, amount of silt and clay, presence of a restrictive layer or seasonal high water table,and estimated permeability. The soil should not have more than 30 percent clay or more than 40 percent of clay and silt combined. Eliminate sites that are clearly unsuitable for infiltration. ■ Groundwater separation should be at least 3 in from the basin invert to the measured ground water elevation. There is concern at the state and regional levels of the impact on groundwater quality from infiltrated runoff; especially when the separation between groundwater and the surface is small. a Location away from buildings, slopes and highway pavement(greater than 6 m) and wells and bridge structures(greater Lhan 30 m). SiLes cuusLrucLed of F4 having abase flow or with a slope greater than 15 percent should not be considered. ■ Ensure that adequate head is available to operate flow splitter structures(to allow the basin to be oflline)without ponding in the sputter structure or creating backwater upstream of the splitter. ■ Base flow should not be present in the tributary watershed. Secondary Screening Based on Site GeotechnierdInvestigation ■ At least three in-hole conductivity tests shall be performed using USBR 7300-89 or Bouvver- Rice procedures (the latter if groundwater is encountered within the boring),two tests at different locations within the proposed basin and the third down gradient by no more than approximately io m. The tests shall measure permeability in the side slopes and the bed within a depth of 3 m of the invert. ■ The minimum acceptable hydraulic conductivity as measured in any of the three required LesL holes is i3 min/hr. If any Lest hole shows less Lhan Lhe roi nirnum value, Lhe site should be disqualified from further consideration. 4of 7 California stormwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC- 10 i, ■ Exclude from consideration sites constructed in fill or partially in fill unless no silts or clays are present in the soilboring. Fill tends to be compacted,with clays in a dispersed rather than flocculated state,greatly reducing permeability- ■ The geotechnical investigation should be such that a good understanding is gained as to how the stormwater runoff will move in the soil(horizontally or vertically)and if there are any geological conditions that could inhibit the movement of water. Maintenance Infiltration trenches required the least maintenance of any of the BMPs evaluated in the Caltrans study,with approximately 17 field hours spent on the operation and maintenance of each site. Inspection of the infiltration trench was the largest field activity, requiring approximately 8 hr/yr. In addition to reduced water quality performance, clogged infiltration trenches with surface standing water can become a nuisance due to mosquito breeding. If the trench takes more than 72 hours to drain,then the rock fill should be removed and all dimensions of the trench should be increased by 2 inches to provide a fresh surface for infiltration. Cost Construction Cost Infiltration trenches are somewhat exTensive,when compared to other stormwater practices, in terms of cost per area treated. Typical construction costs, including contingency and design costs, are about$5 per ft3 of stormwater treated(SWRPC, 1991;Brown and Schueler, 1997) Actual construction costs may be much higher. The average construction cost of two infiltration trenches installed by Caltrans in southern California was about$5o/ftq; however,these were constructed as retrofit installations. Infiltration trenches typically consume about 2 to 3 percent of the site draining to them,which is relatively small In addition,infiltration trenches can fit into thin, linear areas. Thus,they can generally fit into relatively unusable portions of a site. Maintenance Cost One cost concern associated with infiltration practices is the maintenance burden and longevity. If improperly sited or maintained, infiltration trenches have a high failure rate. In general, maintenance costs for infiltration trenches are estimated at between 5 percent and 20 percent of the construction cost. More realistic values are probably closer to the 2o-percent range, to ensure long-term functionality of the practice. References and Sources of Additional Information Caltrans, 2002, BMP Retrofit Pilot Program Proposed Final Report,Rpt. CTSW-RT-01-050, California Dept. of Transportation, Sacramento, CA. Brown,W., and T. Schueler.1997. The Economics ofStormwaterBMPs in the Mid Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater,MD,by the Center for Watershed Protection, Ellicott City, MD. GaIX J.1992. Analysis of Urban BMPPerformance and Longevity in Prince George's County, Maryland. Metropolitan Washington Council of Governments,Washington, DC. January 2003 Califomia Stormwater BMP Handbook 5 of 7 New Development and Redevelopment TC-10 Infiltration Trench Maryland Department of the Environment(MDE). 2000. Maryland Storm water Design Manual.bm /3 w mde state and us/environment/wma/stormwatermanual. Accessed May 22, 2001. 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. Schueler,T. 1987. Controlling Urban Runoff A Practical Manualfor Planning and Designing Urban BMPs. Metropolitan Washington Council of Governments,Washington, DC. Southeastern Wisconsin Regional Planning Commission(SWRPC). 1991.Costs of Urban Nonpoint Source Water Pollution Control Measures. Southeastern Wisconsin Regional Planning Commission,Waukesha,WI. Watershed Management institute(WMT). 1997- 0peratinn, Mnintenanre, and Management of Stormwater Management Systems. Prepared for U.S.Environmental Protection Agency, Office of Water, Washington, DC. Information Resources Center for Watershed Protection(CWP). 1997. StormwaterBMPDesign Suppleme ntfor Cold Climates. Prepared for the U.S.Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds,Washington, DC,by the Center for Watershed Protection,Ellicott City,MD. Ferguson, B.1C1994.Storm waterinfiltration. CRC Press,Ann Arbor, MI. Minnesota Pollution Control Agency.1989. _Protecting Water QaalityinUrbanAreas: Best Management Practices. Minnesota Pollution Control Agency,Minneapolis, MN. USEPA. 1993 Guidance toSpe ify Management Measuresfor Sources ofNonpoint Pollution in Coastal Waters. EPA-84o-B-92-o02. U.S. Environmental Protection Agency, Office of Water, Washington DC. i 6 of 7 Califomia Stnrmwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC-10 CONCRETE LEVEL PARKING LOT SPREADER GRASS CHANNEL (1-ESS THAN 1% ♦�vr rx v•Yx SLOPE) PLUNGE vrr Y.rrY Y POOL ti\`rYYVV.vY'• 'lYilYJ'l�VYbr V•r1VVVV u•Y•cr rYvr. Vr VYr (r0 DETENTION FACILfTTRENCH 'n t r r r s r INFILTRATION -Pu dam- .5'j FILTERPI-KYER FILTER LAYER Y. OVER RUN GRAVEL RANK RUN GRAVEL AGGREGATE • RUNOFT FILTERS THROUGH GRASS OVERFLOW BERM OBSEWAni wELL BUFFER STRIP(20'MINNUM).GRASS WfDI SORION TOP UD CHANNEL;ORSEDIMENTATIONVAULT .fm.Pp —il 1 a.a.m�e a.,.>_u�+:Yy.• I 2-PE4 GRAVEL FILTER LAYER �R'• tee.��o:.tE'"a-ngw•�F"'^ -11 PROTECTIVELAYERof FILTERFABRIC 1L ,3p•:�"^-tP,.c:1PF;1Pr- "I.II '� -;;a•a r-Po-='s�Ili— TRENCH 3-S FEET DEEP III •vo •(F-.a •rT�->r CLEAN STONE 111• I KRUN GRAVEL PREFERRED _I1 ,Y T,c p..Y yr•yr�a II 1 SANU FILIERVIVEW III s.a'`sL"+ `+^ A+ "N+• (OR FABRIC EQUIVALENT) fl 01FI RUNOFF I ILTRATES THROUGH UNGISTURBED SUBSOILS WITH A MINIMUM RATE OF 0.5 INCHES PER HOUR SECTION • January 2003 Califomia swunwater BNP Handbook 7 of 7 New Developmentald Redevelopment Vegetated Swale TC-30 • Design Considerations ■ Tributary Area . Area Required ■ Slope in water Availability 1 Description Vegetated swales are open, shallow channels with vegetation Targeted Constituents covering the side slopes and bottom that collect and slowly corrvey runoff flow to downstream discharge points. They are 0 Sediment designed to treat runoff through filtering by the vegetation in the 2 Nutrients • channel, filtering through a subsoil matrix, and/or infiltration 0 Trash • into the underlying soils. Swales can be natural or manmade. 0 Metals • They trap particulate pollutants(suspended solids and trace 0 Bacteria • metals),promote infiltration, and reduce the flow velocity of 0 Oil and Grease stormwater runoff. Vegetated swales can serve as part of a 0 Organics stormwater drainage system and can replace curbs,gutters and storm sewer systems. Legend(Removal ENec6veness) e Low ■ High California Experience ♦ Medium 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 m the areas where the annual rainfall was only about io 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 w „ significant collateral water quality benefits. January 2003 California Stormwater BMP Handbook 1 of 13 New Development and Redevelopment 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 s 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 arc preferred, or in fill areas that arc 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 o.25 for Manning's n. • 2of 13 California Smrmwater BMP Handbook Janaary 2003 New Development and Redevelopment Vegetated Swale TC-30 roszst WctUm/Tnape+ctirm rrnzsideraholm ■ 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(Co, Pb, 74 and Cd)were reduced by approximately 5o percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding cheek 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 9 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 Califomia Smrrnwater BMP Handbook 3 of 13 New Development and Redevelopment TC-30 Vegetated Swale able 1 Grassed Swale pollutant removal efficiency data Removal F1Ficiencies(%Removal) Study TSS TP TN NO3 Metals Bacteria Typc Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 ssed channel r Metro and Washington 6o 45 - -25 2-16 -25 ssed channelent of Ecology 1992Metro and Washington 83 29 _ _25 46_73 -25 ssed channelment of Ecology,1992t al.,198i 80 - - - 70-80 - dry Swalen et al.,1989 98 i8 - 45 37-81 - dry Swale,1988 87 83 84 80 88-90 - dry Swaler et al.,1993 99 99 99 99 99 - dry Swale,1988. 81 17 40 52 37-69 - et Swale1995 67 39 - 9 -35 to 6 - et 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 genera), swales can be used to serve areas of less than 10 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(NCTICOG, 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. 4of 13 Califomia Smrmmter BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 ,,• The topography of the site shraild 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 aminimum 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 ofDesign 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 10 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 Mamnings 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 too-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 l2 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is • important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runuff(u Lher than necessary irrigation)duriug the period of vegetation January 2003 Califomia Stormwater BMP Handbook 5 of 13 New Developmentand Redevelopment 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 depthl 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. e 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 cbannels should be removed when it builds up to 75 Tom (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 Hardbook January 2003 New Development and Redevelopment 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 $o 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 $0.5o per ft2,which compares favorably with other stormwater management practices. • January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment • ! 0 TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cost Component Unit Extent Low Moderate High Low Moderate High McNICatlon r Swale 1 $107 $274 $441 $107 $274 $441 Demo)IIlzatlon-Ught Slto Psparetlon Clearing'................ Acro 0.5 $2,200 $3,800 $5,400 $1,100 $1,900 $2,700 Grubbing°.,........._. A, ra 0.25 $3,a00 $5200 $6,600 $950 $1,300 $1,650 General Yd' 372 12.10 $3,70 $5.30 $761 $1,376 $1,972 o Level and T1.'....... Yd' 1,210 $0,20 $0.36 $0.60 $242 $424 $606 Level andTlll .....�. Stlas Oevelopmant Seed,and Mine it Yd' 1,210 �40 $1.00 V.60 $484 $1,210 $1,936 Seed,end Mulch'. Soda..................... Yd2 1,210 $120 $2.40 $3.60 $1,452 $2,904 $4,356 Subtotal -- — -- — — $5,115 $9,3BB $13,600 Contirgenciss Swale 1 25% 255F. 25% $1,279 $2,347 $3,415 Total $6.396 $11,735 s 17 076 Source;(96WRPC, 1991) Note: Moblllzaton/damobfltrallon refers to theorganlzatim and planning Involved In astebllshinp a regetetvo swmle. Swale has a bottom width of 1.0 toot, atop wld:h of 10 feet with 1.3 side slopes, and a 1 000-toot length. 'Aree cleared =(top width * 10 feel)x swale length. `Area grubbed =(top width x swale length). 'Volume excavated =(0.67x top width xswale depth)x swale length (parabolic cross-section). Area 111ed=(top width+ 6(swaledepth') x swale length (parabolic cross-section), 3(lop width) Area seeded=area cleared x 0.5. 1 Area sodded=area cleared x 0,5. 8 of 13 California Stermwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbookg.com Vegetated Swale TC- A . Table 3 Estimated Maintenance Costs (SEWRPC, 1991) Swale Size (Depth and,Top Wldthp Component Unit Cost 1.5 Foot Depth, One- 3-Foot Capth, 3-Fool Comment Fool Bottom Width, Bottom Width,21-Foot 1fl-Foot Top Width Top Width Lawn Mowing 50.85 f 1,000 fVlmcWng $0.14 IllnGorfpot $0.21111 near bot Lawn maintenance area4.top width+101094 K length. Mow eight times per year General Lawn rare $9.00/1,000 ftl year $0.16 Oriserfoat $0.2811insarbot Lawn maintenance area •pop width+10feot)x length Swale Debtle and Litter 10,101 linear toot lyear $0.1011 inearloot $0.1011inearfmt — Ramaral Grass Reseeding with $0.301yd' $0.0 1 11 in so r foot $0.011 linear foot Areerevogetated equals I% Mulch and Fedlllmr c f lawn maintenance area per year Program Administration and $0.151 linear foot l year, $0.151 Iinearfoot $0.1511inearfoot Inapact four times per year Swale Inspection plus$251 inspection Total -- $0,661 linear foot $0.761 linear fool _ January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphand books.com 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 SEWRPC 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. 1L pp. 1121-1128. Brown,W., and T. Schueler.1997. The Economics of StormwaterBMPs 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 Consortimn Solomon, 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 Perform ance.Predictorsand Evaluation ofMowing Practices inBiofiltrationSrvales. 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 Ouerland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol i. FHWA/RD 89/2o2. Federal Highway Administration, Washington,DC. Goldberg.1993. Dayton Avenue Swale Biofiltratfon Stu dy. Seattle Engineering Department, Seattle, WA Harper, H. 1988.Effects of StormwaterManagernent 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 cool. Public Works, 16: 53-55. Koon, J. 1995 Evaluation of Water Quality Ponds and Swales in the IssaquahlEast 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 ManagemerlL Disease Vectors Assuciated With Structural BMPs. Stormwater 3(2): 24-39.0akland, P.H. 1983. An evaluation of stormwater,pollutant removal 10 of 13 Califomia sb:) mwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology,Hydraulics and Sediment Control,Lexington,KY. pp. 173-182. Occoquan Watershed Monitoring laboratory. 1983. Final Report: Metropolitan Washington Urban RungffProject. 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. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department,Seattle,W k Southeastern Wisconsin Regional Planning Commission(SWRPC). 1991. Costs of Urban Nonpoint 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.Qov/owm/mtb/vegswale.p Office of Water,Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. 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 RunoffManual,Washington State Department of Transportation, Olympia,Washington. Welborn, C., and J. Veenhuis. 1987. Effects ofRunq(f 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.Wanichsta, 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 Practicesfor Controlling Highway Runoff. FHWA/VA-93-Ri6. Virginia Transportation Research Council, Charlottesville,VA. Information Resources Maryland Department of the Environment(MDE). 2000. Maryland Storm water Design Manual. www.inde.stat?.md.us/eDViTQ]nn—eUt/)VMa/StOTMWaermanual. 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 Cal-rtomia Stoanmter BMP Hardbook 11 of 13 New Development and Redevelopment TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992.Biofiltration Swale Performance. Recommendations and Design Considerations.Publication No. 667.Seattle Metro and Washington Department of Ecology,Olympia,WA USEPA 1993 Guidance Specifying Management Measures for Sources of NonpointPollution 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 Stormwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale -- TC-30 L with check do.. L W D, -D.pihlsh,Ad.mffit W T.P d�of ch-k of -I itt! • • January 2003 Califomia Stormwater BMP Handbook 13 of 13 New Development and Redevelopment . TENANT CERTIFICATION I certify that at the time of Final Walk-through, I have received, reviewed and discussed all WATER QUALITY MANAGEMENT PLAN (WQMP) materials provided to me by (Print Name) with an Authorized Representative of the development and fully understand the importance of following the WQMP requirements and Activity Restrictions. Date Tenant Name(s) (Print) Date Date Tenant Signature(s) Date • Unit No. Address Temecula, CA Zip: Developer's Representative Signature Date • TENANT EDUCATION LOG TENANT NAME TENANT UNIT DATE WQMP MATERIALS PROVIDED i For Information Interested in other FREE pollution prevention - y r information?a Gall 1 rpres matt 55 to order any of the �I���� r' ` following materials or presentations � I I I 1r ' 1 Materials. - A Home Garden Care Guide - Environmental Calendar (when available) - Household Hazardous Waste Collection Schedule Outd or Brochure - Presentations: r yy_ - Garden Workshops at local nurseries - Classroom Presentations K-12 s - CividRotarylF lower Club Presentations - Group Activities LOCAL SEWERING AGENCIES ram, IN RIVERSIDE COUNTY_ x / City of Beaumon! (905)765-8520 City of Banning (909)922-3130 City of Blythe i909)922-6161 ` 7 t Tr % City of Coachella (760)391-5008r+ r; Coachella Valley Water (760)398-2651 Cityof Corona (909)736-2o 259 - r Desert Center. CSA«51 (760)227-3203 �I ml II Eastern Municipal Water (909)928-3777 © Elsinore Valley h^,VJD (909)674-3146 1� Farm Mutuai Water Co. q (909)244-4 t„8 Idyl!wild Water District (909)659-2143 - Jurupa Community Service (909)659-7434 Lake Hemet MWD 1909)658-3241 -,-: Lee Lake Water District (909)277-1414 March Air Reserve Base (909)656-7000 Mission Springs Water (760)329-6448 .. City of Palm Springs (760)323-8242 i i Rancho Caballero (909)780-9272 Rancho California Water (909)676-4101 Ripley, CSA*2 (760)922-4909 Rubidoux Community (909)684-7580 City of Riverside (909)862-5341 Silent Valley Club. Inc. (509)849-4501 Valley Sanitary District (760)347-2356 Western Municipal Water (909)780-4170 - StormWater ., y +fig. YOUPROTECTION PROGRAM ��� 2t k Do. `oti know . . where the water should go. fN i'F Riverside County has two drainage systems-sanitary sewers and storm drains. The storm drain system is I� designed to prevent flooding by carrying excess JyJ��{lY R rainwater away from streets. . .it's not designed to be a waste disposal system. Since the storm drain system ` does not provide for water treatment, it often serves the unintended function of transporting pollutants directly to our waterways. Unlike sanitary stirrers, storm drains are not connected to a treatment plant-they flow directly to our local streams, rivers and lakes. Non-stormwater discharges such as washwater generated from outdoor Soaps,degreasers,automotive fluids, litter,and a host pollutants into storm cleaning prop storm drains and our local cts often transport harmful of other materials washed off buildings, sidewalks, waterways. Polluted runoff contaminates \ plazas, parking areas,vehicles,and equipment can all local waterways and poses a threat to \ pollute our waterways. groundwater resources. • s � ez ' s4 t` The Cities and Coanty of Riverside Stormater/Cleanater Protection Program Since preventing pollution is much easier, and less .ostly than cleaning up "after the fact. the Cities and County of Riverside SionmWater!Clean'Wat,a Protection Program informs residents and businesses of pollution prevention activities such as those described in this pamphlet The Cities and County of Riverside have adopted ordinances for stormwater management and discharge control. In accordance with slate and federal law, these local stormwater ordinances prohibit the discharge of wastes into the storm rdrain system or local surface waters- This includes non-stormwater discharges containing oil grease, detergents degreasers, Irash or other waste 1 materials. .1 PLEASE NOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways - without a Regional Water Quality Control Board permit or waiver- is strictly prohibited by local ordinances and state and federal law. "I I s�;is 3y.,�.."�" Everyday activities in our communities can affect the quality of water in our wai water runoff, the combined effect of an entire community within the watershed c rCar,_Washing and Repair ° rpet%llphoistery Cleaning O Wash cars on a lawn or unpaved surface that • Dispose of dirty cleaning solution down a sink will absorb and help filter the water. Don't or toilet. Do not dispose of it in the street gutter allow polluted waste water to flow into the or storm drain system. street,gutter or storm drain inlet. ® Repair leaking vehicles promptly. Use (TIPS) Make sure the professionals don't use absorbents like cardboard, cat litter, cloths, the storm drain to empty their tanks. etc- to safely catch spills. Sweep up used Professionals should dispose of the cleaning absorbent materials and place in the trash. solutions down a sink or toilet,or return to their Never dump oil or any auto fluids onto the company for disposal to the sanitary sewer ground or into a storm drain inlet. Make sure they don't use the storm drain! • If you change your own oil or antifreeze, be sure to recycle it!Call 1-800-CLEANUPforthe• nearest disposal location. YOU are the Solution (TIPS) Use a commercial car wash. Car wash to Storm Water Pollution® facilities are designed to capture all waste water. Iran auto service center changes the oii make sure they divert water runoff away from LVI/ry and Yard Care street gutters and storm drain inlets. ' :�.,- ® Don't use chemical pesticides or herbicides unless you have a major problem and never apply if rain is forecasted. Read labels ,,xConcrete, Masonry and carefully,and apply sparingly. d Asphalt Repair ® Limit lawn treatment applications of chemical weed killers and fertilizers. Be sure that your ® Set up and operate small mixers on heavy lawn is appropriately watered , mowed, tarps ordropclothsto contain material spills. thatched, and aerated- Try less-toxic alternatives for the yard and garden. Call A Hose down mixers, tools, and trailers in a dirt 1-800-506-2555 for FREE copy of a Home area where rinse water won't flow into the Garden Care Guide to Help Protect Our street gutter or storm drain system. Environment. ® Clean up with a broom, NOT A HOSEf Fine 0 Don't blow or rake yard waste into the street or particles may be washed into a dirt area—but gutter. Sweep up the leaves and clippings in a not into the street gutter or storm drain system. trash can or start a compost pile. (TIPS) If the work is contracted, have your ® If you are renovating your landscaping, think contractor establish a cleanup area before erosion control. Prevent dirt and debris from starting the work. Try to minimize the use of washing into storm drains. water in the clean up. Tell your contractor that ® Pick up pet waste and dispose of it in trash i rinsing trucks orequipmentin thestreetornear cans. Always remember to pick up after your a storm drain is illegal and it endangers wildlife! dog when you take it fora walk. • zip` y ' ershed. While individual homes might contribute only minor amounts of polluted an seriously affect our rivers, lakes and streams. ,busecleaning & Painting 1 Deplete the chemicals in the pool water, use your home pool chemistry test kit to ® Send dirty cleaning water down asinkortoilet. verify the pool water is free of all not into the street gutter: or storm drain chemicals. system. ® Drain pool water to landscaped areas. ® Try non-toxic alternatives.Call 1-800-506-2555 lawns, yards, or any area that will absorb to order a FREE brochure on environmentally most of the water You may have to drain friendly cleaning alternatives for the home. the pool water over a period of a few days to allow the landscape areas to absorb ® Never clean brushes or rinse paint containers most of the water into the street. gutter or storm drain inlet. Clean latex paint from brushes in a sink Filter Avoid discharging pool water into the and reuse thinners and solvents for oil based gutterorstorm drain. paints. Divert filter rinsewater and backwash into • ® Dispose of unusable paints, thinners. thinner landscaped orabsorbent areas residue. and cleaning products at a collection event_CHII 909-358-5256 or www.rivecoeh.org � �� for the date and location of the next Household L Hazardous Waste Collection Event. IN THERW IN (TIPS) Empty or dry paint cans may go in with regular household garbage— remove lids first, before disposal. Let yourfriends, relatives and Septic System Maintenance neighbors know that storm drains flow directly to focal rivers, lakes and streams without ® If you use a septic system, make sure it is treatment. NEVER dispose ma storm drain. functioning properly. Overflowing septic systems release raw sewage that can flow to rivers, lakes and ground water, causing serious contamination. ® How often your tank will need pumping Pool/Spa Maintenance depends largely on the size of the tank, the number of people in the household, and the ® Control algae by regulating chlorine levels Do kinds of wastewater discharging appliances not use copper-based algae control products. you use ® If you need to drain your pool water, call your ® When septic tank service companies are hired local sewering agency to find out if a to pump out the contents of the septic tank. connection to the sanitary sewer line is they must dispose of contents at approved allowed- (More information on the reverse disposal sites. Call 909-955-8980 for a Home side) Maintenance Guide. 0 If your sewering agency will not accept pool (TIP) Divert downspouts and air conditionincir water into their system,or if you are on a septic condensation water from hard surfaces onto . tank system,follow these guidelines: grass and permeable soil to help filter harmful substances. • Help, lei hone numbers and links: WATER AGENCY LIST lei V-01100, nn in Riverside County StAIM1123 Y ; City of Banning (951)922-3130 - City of Beaumont (951)769-8520 y City of Blythe (760)922-6161 What you Should tow, City of Coachella (760)398-3502 Coachella Valley Water District (760)398-2651 Q$- City Desert Corona (951)227-3203 OUTDOOR 6f=s I Desert Center, CSA#51 (760)227-3203 i19®i NU Eastern Municipal Water District (951)928-3777 Elsinore Valley MWD (951)674-3146 Farm Mutual Water Company (951) 244-4198 AtICTIVIFITIESS AND City of Hemet (951)765-3712 Idyllwild Water District 1951 1 659-214 3 a Jurupa Community Services District (951) 360-8795 NONPPOINTSOURCE Lake Hemet MWD (951)658-3241 Lee Lake Water District (951)277-1414 March Air Force Base (951)656-7000 Mission Springs Water District (760)329-6448 City of Palm Springs (760) 323-8253 Rancho Caballero (951) 780-9272 Rancho California Water District (951)296-6900 Ripley, GSA#62 (760) 922-4951 City of Riverside (9511 351-6170 s� Rubidoux Community Services District (951) 684-7580 Silent Valley Club, Inc (951)849-4501 A Sl v � Valley Sanitary District (760) 347-2356 e Western Municipal Water District (951)789-5000 Yucaipa Valley Water District (909)797-5117 To report illegal dumping into storm drains or -, clogged storm drains, please call: ><I 1 -800-506-2555 e� gp y m Online resources include: FOr MSpOSaI Oi wash ivatel'ftom:., Riverside County Flood Control District outreach _ materials page- Sidewalk, plaza or parking lot cleaning j www.floodcontrol.co.riverside.ca.us � Vehicle washing or detailing '. California Storm water Quality Association - Building exterior cleaning www casrla.oro or www.cabmohandbooks.com Waterproofing State Water Resources Control Board. Water Quality J Equipment cleaning or degreasing, www.swrcb.ca.Qov/stormwtriindex.htmI U.S. Environmental Protection Agency �_ei)a.govtoppt,'p2home/pro(irams/busprac.htm ff Use These Guidelines For Outdoor Clean DO NOT . . . dispose of water DO NOT . . . Dispose of leftover containing soap or any other type of cleaning agents into the gutter. storm drain cleaning agent into a storm drain or water or sanitary sewer. body.This is a direct violation of state and/or local regulations. Because wash water from DO . . . understand that wash water cleaning parking areas may contain metallic (without soap) used to remove dust from a brake pad dust, oil and other automotive clean vehicle may be discharged to a street fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, f materials, if should never be discharged to and building surface cleaning may go into a a street, gutter or storm drain. street or storm drain IF ALL of the following conditions are met: DO . . . dispose of small amounts of 1 The surface being washed is free of wash water from cleaning building residual oil. debris and other materials exteriors, sidewalks or plazas onto by using dry cleanup methods (i.e., landscaped or unpaved surfaces. provided sweeping, and cleaning any oil or you have the owner's permission and the chemical spills with rags or other discharge will not cause nuisance problems absorbent materials before using or flow into a street or storm drain. water). DO . . . check with your sanitary sewer 2. Washing is done with water only, not agency's policies and requirements with soap or other cleaning materials. concerning wash water disposal. Wash 3. You have not used the water to remove water from outdoor cleaning activities may paint from surfaces during cleaning. be acceptable for disposal to the sanitary sewer with specific permission. See the list CALL 1 -800-506-2555 on the back of this flyer for phone numbers of the sanitary sewer agencies in your area. TO REPORT ILLEGAL POLLUTING OF STORM DRAINS DO . . . Understand that mobile auto detailers should divert wash water to ', r -MR landscaped or dirt areas. Be aware that soapy wash water may damage ; landscaping. Residual wash water may remain on paved surfaces to evaporate. Residues should be swept up and disposed or visit of: www.floodcontrol.co.riverside_ca.us waterumir un ling Activities and Wash Water Disposal USING CLEANING AGENTS: OTHER TIPS TO HELP PROTECT OUR WATER. . . If you must use soap, use biodegradable/ phosphate-free cleaners.Although the use of SCREENING WASH WATER nontoxic cleaning products is strongly A thorough dry cleanup before washing encouraged, do understand that these exterior surfaces such as building and decks products can degrade water quality. The without loose paint, sidewalks, or plaza discharge of these products into the street, gutters, storm drain system or waterways is areas, should be sufficient to protect prohibited by local ordinances and the State receiving waters. HOWEVER, if any debris Water Code. Avoid use of petroleum-based (solids) could enter storm drains or remain in cleaning products. 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. ® "'4 DRAIN INLET PROTECTION/CONTAINMENT & COLLECTION OF WASH WATER s e � 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. EQUIPMENT AND SUPPLIES Special materials such as absorbents, storm drain plugs and seals, small sump pumps, When cleaning surfaces with a high-pressure and vacuum booms are available from many washer or steam cleaning methods, vendors. For more information, check additional precautions should be taken to catalogs such as New Pig (800-4684647, prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply (800- storm drain system. These two methods of 356-0783), C&H (800-558-9966), and W.W. surface cleaning, as compared to the use of a Grainger (800-994-9174); or call the low-pressure hose, can remove additional Cleaning Equipment Trade Association (800- materials that can contaminate local 441-0111) or the Power Washers of North waterways. America(800-393-PWNA). Do you know . . . where the water actually goes? t E p N Storm Drains are not I - connected to sanitary sewer systems and �Y treatment plants! The primary purpose of storm drains is to carry rain water away from developed areas to prevent Flooding. Pollutants discharged to storm drains are conveyed 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"after the fact The Cities and County of Riverside Regional Water Quality Control Board A WATERSHED is an area of land that catches rain and snow. then drains or seeps into a marsh. stream. river, Take or groundwater. Watersheds come in all shapes and sizes. crossing county, state, and national boundaries, therefore many of our activities at home,work or play affect the quality of our watersheds In accordance with state and federal law to protect our watersheds.. the CITIES AND COUNTY OF RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit the discharge of wastes into the storm drain system or local surface waters. This INCLUDES discharge of wash water from outdoor cleaning activities which may contain pollutants such as oil, grease.detergent,degreasers,trash, pet waste or other materials. PLEASE NOTE: Check with your Regional Water Quality Control Board. local municipal . government and water agencies on what the restrictions are in your area. t �felpfuI telephone numbers and links: : A WATER AGENCY LISTIRS Ian in Riverside County 5101MOUCity of Banning (951)922-3130 City of Beaumont (951)769-8520 r City of Blythe (760)922-6161 M Ot YOU ShOLI City of Coachella (760)398-3502 } Coachella Valley Water District (760)398-2651 City Of Corona (760)227-2259 03 OOTDOOR CEEANING .: Desert Center, CSA#51 {760J 227-3203 ! ; Eastern Municipal Water District i951)928-3777 Elsinore Valley MWD (951)674-3146 ACTIVITIES Farm Mutual Water Company (951)244-4198 City of Hemet (951)765-3712 Idyllwild Water District (951)659-2143 - I T S E Jurupa Community Services District (951)360-8795 Lake Hemet MWD (951)658-3241 DISCHARGES Lee lake Water District (951)277-1414 March Air Force Base (951)656-7000 Mission Springs Water District 760 329-6448 ' • City of Palm Springs (951)780-9253 72 \ `, Rancho Caballero (951)780-9272 Rancho California Water District (951)296-6900 Ripley.CSA#62 (760)922-4951 City of Riverside (951)351-6170 Rubidoux Community Services District (951)684-7580 - s Silent Valley Club. Inc (951)849-4501 Valley Sanitary District (760)347-2356 Ny Western Municipal Water District (951)789-5000 Yucaipa Valley Water District (909)797-5117 \ I To report illegal dumping into storm drains or clogged storm drains, please call: 1 -800-506-2555 x �a Online resources include: For disposal of wash gyrator fto X" Riverside County Flood Control District outreach materials page: J Sidewalk, plaza or parking lot cleari%g n ]I www.floodcontrol.co.riverside.ca.us " J Vehicle washing or detailing California Storm Water Qualit r`tF y Association J Building exterior cleaning a t www-casga org or www.cabmohandbooks.com v# ^rr J Waterproofing State Water Resources Control Board, Water Quality J Equipment cleaning or degreaSing: ' t� wwwswrcb.ca.gov/stormwtr/index-html r xr'ia- U.S. Environmental Protection Agency www epa.aov/opl)tlp2home/programs/busi)rac.htm e na ` l 3 • ® Protect I Use These Guidelines For Outdoor Clean DO NOT . . . dispose of water DO NOT . . . Dispose of leftover containing soap or any other type of cleaning agents into the gutter. storm drain cleaning agent into a storm drain or water or sanitary sewer. body.This is a direct violation of state and/or local regulations. Because wash water from DO . . . understand that wash water cleaning parking areas may contain metallic (without soap) used to remove dust from a brake pad dust, oil and other automotive clean vehicle may be discharged to a street fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, materials, if should never be discharged to and building surface cleaning may go into a a street,gutter or storm drain. street or storm drain IF ALL of the following conditions are met. DO . . . dispose of small amounts of The surface being washed is free of wash water from cleaning building residual oil, debris and other materials • exteriors, sidewalks or plazas onto by using dry cleanup methods (i.e., landscaped or unpaved surfaces. provided sweeping, and cleaning any oil or you have the owner's permission and the chemical spills with rags or other discharge will not cause nuisance problems absorbent materials before using or flow into a street or storm drain. water)_ DO . . . check with your sanitary sewer 2 Washing is done with water only, not agency's policies and requirements with soap or other cleaning materials. concerning wash water disposal. Wash 3. You have not used the water to remove water from outdoor cleaning activities may paint from surfaces during cleaning. be acceptable for disposal to the sanitary sewer with specific permission. See the list CALL 1-800-506-2555 on the back of this flyer for phone numbers TO REPORT ILLEGAL POLLUTING of the sanitary sewer agencies in your area. OF STORM DRAINS DO . . . 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 water may remain on paved surfaces to evaporate. Residues should be swept up and disposed or visit of www.flood control,co.riverside.ca-us • yr ing Activities and Wash Water Disposal USING CLEANING AGENTS: OTHER Tres To HELP PROTECT OUR WATER. . . If you must use soap, use biodegradable/ phosphate-free cleaners.Although the use of SCREENING WASH WATER nontoxic cleaning products is strongly encouraged, do understand that these A thorough dry cleanup before washing products can degrade water quality. The exterior surfaces such as building and decks discharge of these products into the street, without loose paint, sidewalks, or plaza gutters, storm drain system or waterways is areas, should be sufficient to protect prohibited by local ordinances and the State receiving waters. HOWEVER, if any debris Water Code. Avoid use of petroleum-based (solids)could enter storm drains or remain in cleaning products. 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. DRAIN INLET PROTECTION/CONTAINMENT $ • - �., `'��`� f _ COLLECTION OF WASH WATER . R ® 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. EQUIPMENT AND SUPPLIES s.�.> Special materials such as absorbents, storm drain plugs and seals, small sump pumps, When cleaning surfaces with a high-pressure and vacuum booms are available from many washer or steam cleaning methods, vendors. For more information, check additional precautions should be taken to catalogs such as New Pig (800-468-4647, prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply (800- storm drain system. These two methods of 356-0783), C&H (800-558-9966), and W.W. surface cleaning, as compared to the use of a Grainger (800-994-9174); or call the low-pressure hose, can remove additional Cleaning Equipment Trade Association (800- materials that can contaminate local 441-0111) or the Power Washers of North waterways. America(800-393-PWNA). Do you know. . . where the water actually goes? Storm Drains are not connected to sanitary sewer systems and treatment plants! The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Pollutants discharged to storm drains are conveyed 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 he property 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"after the fact.' The Cities and County of Riverside Regional Water Quality Control Board A WATERSHED is an area of land that catches rain and snow. then drains or seeps into a marsh. stream. river, lake or groundwater. Watersheds come in all shapes and sizes. crossing county, state. and national boundaries,therefore many of our activities at home,work or play affect the quality of our watersheds. In accordance with state and federal law to protect our watersheds. the CITIES AND COUNTY OF RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit the discharge of wastes into the storm drain system or local surface waters This INCLUDES discharge of wash water from outdoor cleaning activities which may contain pollutants such as oil. grease.detergent.degreasers,trash,pet waste or other materials I� PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal government and water agencies on what the restrictions are in your area. Appendix E Soils Report neig an Comgng Servs•Engineerng GOngy•Cmpthnn Tesmg petlons•Cosr Materals Testing• ZGoratory Testing•Perolalon Testing •GelogY• >te,Wb SLnG TTCOrpOrd}iON "'En dies •Phase I g II lunonrnen M Site Assessments ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK SUPPLEMENTAL GEOTECHNICAL STUDY Proposed Condominium Development Assessor's Parcel Numbers: 909-310-002, -003, -004 and -005 Parcels 4 and 5 of Parcel Map 21383 Tentative Tract Map 33492 Winchester Road and Diaz Road City of Temecula, County of Riverside, California Project Number: T3473-SGS January 9, 2006 • Prepared for: Mr. Robert Gilchrist . a Post Office Box 1316 m a ti R&AZ jl5anta Fe•'CaCif©mla:-92067 . i I ' CORDATE OFFICE 4169 Cinterpnse Circle North,Suite 1 jemecula,CA 92590•phone:(951)296 2230•tax:(95T) 296-2237 j IRANGE COUNTY OFFICE 2615 Orange Avehue,Santa Ana_cA 92707 t phone:(714)546 4051 •fazc(714)546-4052 - i I - WI!B SITE: www enoencorp.com•E MAIL: engencorp@engencorp.com Mr. Robert Gilchrist Project Number.T3473-SGS •- OF •ONT NTS S motion Number and Title TABLE Raga 1.0 SITE/PROJECT DESCRIPTION...........................................................................................1 2.0 SITE REVIEW AND LITERATURE RESEARCH.................................................................2 2.1 Site Review...............................................................................................................2 2.1.1 Existing Site Conditions................................................................................2 2.1.2 Loose Surface Soils......................................................................................2 2.2 Literature Review......................................................................................................2 2.2.1 Previous Grading Operations.......................................................................2 2.2.2 Alquist-Priolo Earthquake Fault Zone..........................................................2 3.0 LABORATORY TESTING.....................................................................................................2 3.1 General ......... ........................................................................................................2 3.2 Classification.............................................................................................................2 3.3 Maximum Dry Density/Optimum Moisture Content Relationship Test...................2 3.4 Expansion Test ................................................................ .......................................3 3.5 Soluble Sulfates........................................................................................................3 3.6 Direct Shear Test.......................................................................................................3 3.7 R-Value Test........................................... ............... .......... ....... ....... ......................3 4.0 GEOLOGY AND SEISMICITY................................................................................ .............4 4.1 Geologic Setting .......................................................................................................4 • 4.1.1 Regional Geology.........................................................................................4 4.1.2 Seismic Hazards...........................................................................................4 4.1.3 Fault Rupture................................................................................................4 4.1.4 Liquefaction ..................................................................................................4 4.1.5 Seismically Inducted Landsliding..................................................................5 4.1.6 Seismically Inducted Flooding, Seiches and Tsunamis ..............................5 5.0 EARTHWORK RECOMMENDATIONS................................................................................5 5.1 Site Preparation ........................................................................................................5 5.1.1 Proposed Grading ................................................................................-......5 5.1.2 Grading Plans...............................................................................................5 5.1.3 Organic Debris and Loose Surface Soils.....................................................5 5.1.4 Existing Structures, Hardscape and Landscape..........................................5 5.2 Engineered Fill..........................................................................................................5 5.2.1 Suitability of Fill.............................................................................................a 5.2.2 Compaction and Testing Method.................................................................6 6.0 FOUNDATION DESIGN RECOMMENDATIONS ................................................................6 6.1 General......................................................................................................................6 6.2 Expansion Potential..................................................................................................6 6.3 Soluble Sulfate..........................................................................................................6 6.4 Seismic Design Parameters .....................................................................................6 6.5 Foundation Design....................................................................................................7 6.5.1 Foundation Size and Reinforcement............................................................7 6.5.2 Column Footings ..........................................................................................7 • 6.5.3 Grade Beams................................................................................................7 6.5.4 Depth of Embedment...................................................................................7 6.5.5 Bearing Capacity..........................................................................................7 6.5.6 Settlement.....................................................................................................7 6.5.7 Lateral Capacity............................................................................................8 EnGEN Corporation Mr.Robed Gilchrist Project Number:T3473-SGS TARI_F OF rONTFNTS-(rontinued) Sertlon Number and Title Eaga 6.6 Slab-on-Grade Recommendations...........................................................................8 6.6.1 General.........................................................................................................8 6.6.2 Interior Slabs.................................................................................................8 6.6.3 Exterior Slabs ...............................................................................................8 7.0 RETAINING WALL RECOMMENDATIONS........................................................................9 7.1 Earth Pressures ........................................................................................................9 7.2 Foundation Design....................................................................................................9 7.3 Subdrain....................................................................................................................9 7.4 Backfill ..................................................................................................................10 8.0 MISCELLANEOUS RECOMMENDATIONS......................................................................10 8.1 Pavement Design....................................................................................................10 8.1.1 General .......................................................................................................10 8.1.2 Structural Section Design...........................................................................11 8.2 Utility Trench Recommendations............................................................................12 8.2.1 General.......................................................................................................12 8.2.2 Trench Depth/Cut Back..............................................................................12 • 8.2.3 Interior and Exterior Trenches....................................................................12 8.2.4 Compaction of Backfill Material..................................................................12 8.3 Temporary Excavation or Cuts ...............................................................................12 8.4 Finish Lot Drainage Recommendations.................................................................13 8.4.1 General .......................................................................................................13 8.4.2 Gradients .............._....................................................................................13 8.4.3 Ponding.......................................................................................................13 8.5 Planter Recommendations .....................................................................................13 8.5.1 General.......................................................................................................13 8.5.2 Minimal Irrigation and Adequate Drainage ................................................13 8.6 Supplemental Construction Observations and Testing..........................................13 8.6.1 General.......................................................................................................13 8.6.2 Other Observations................................... ................. ...............................13 8.6.3 Foundation Observations ...........................................................................14' 9.0 PRE-GRADE CONFERENCE ............................................................................................14 10.0 CLOSURE ..................................................................................................................14 10.1 Client Report Changes................. ..........................................................................14 10.2 Project and Property Changes................................................................................14 10.3 Standard of Practice ...............................................................................................15 10.4 Limitations ............................................................................................. . .............15 10.5 Changes in Standards of Care ...............................................................................15 • APPENDIX: TECHNICAL REFERENCES LABORATORY TEST RESULTS DRAWINGS EnGE'ram T •Soil Fgi.,,n and Conmlling 5e,m•Engineering Geology•C.Rclion Telling CorP oratioy� •InSpMiobp-Wslr R...7ale Wdl.sling•Lab&11 Eryesling•Peswlalion TeslinB 11 \I Q 11 •Geology•cw H on Nbl SWtlirs •Pliau 811 EmiWing hl eolatim T enls • ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK January 9, 2006 Mr. Robert Gilchrist Post Office Box 1316 Rancho Santa Fe, California 92067 (760) 743-0331 1 FAX (760) 743-0732 Regarding: SUPPLEMENTAL GEOTECHNICAL STUDY Proposed Condominium Development Assessor's Parcel Numbers: 909-310-002, -003, -004 and -005 Parcels 4 and 5 Parcel Map 21383 Tentative Tract Map 33492 Winchester Road and Diaz Road City of Temecula, County of Riverside, California Project Number: T3473-SGS • References: 1. Schaefer Dixon Associates, Inc., Geotechnical Mass Grading Report No. 1, Parcel Map No. 21383 (Core I, Phase 1), Temecula, California, report dated August 1, 1991. 2. HLC Civil Engineering, Preliminary Grading Plan, Tentative Tract Map 33492, Condominium Development, plans dated March 17, 2005. Dear Mr. Gilchrist: In accordance with your request and signed proposal, a representative of this firm reviewed the referenced report and visited the subject site on December 16, 2005, to visually observe the surface conditions and collect samples of the near-surface soils within the subject lot, in order to update the report referenced above. 1.0 SITE AND PROJECT DEG .RIPTION The subject site consists of approximately 4-acres and is located south of the intersection of Winchester Road and Diaz Road, in the City of Temecula, California. It is assumed that the proposed development will be a commercial concrete tilt-up or masonry, slab-on-grade type structure. The remainder of the site will consist of paved w�..,� ,�parkingaradaassociated=hardscap�and.iandscape`irnprovemen#s ..._.� . "� """"'�""'"°'""^"° V ✓ I ,r ) CORi ORATE CIFFICE 41607 Enterprise Circle North,Suite 1,Temecula,CA 92590•phone:(951)296 2230•fax: (951)296-2237 i- ORANGE COUNT`!OFH�E,2615 Orange Avenue,Santa Ana;CA 92707.•phone: 1714) 546-4051•;tax:1714)5464052 I �- VVgB SITE: w .engencorp.com_•E-MAIL: engencorp@engencorp.com Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 2 2.0 SITE REVIEW AND I ITERATURE RESEARCH 2.1 Rita RPviaw 2.1.1 ExiSTING SITE CONDITIONS: Based on the information derived from the Reference No. 1 Report, and the site reconnaissance, it appears that no additional grading has been performed since completion of grading as reported in the Referenced No. 1 Report. No structures or other improvements currently exist on the property. 2.1.2 LOOSE SURFACE SOILS: A thin layer, up to approximately 6 to 12-inches thick, of loose surface soils was observed covering the site. This loose material is assumed to be associated with the apparent periodic clearing of grasses and weeds from the surface. No unusual geotechnical conditions were observed. 2.2 1 iterabrra Review• 2.2.1 PREVIOUS GRADING OPERATIONS: Based on the Referenced No. 1 Report, the site is underlain by approximately nine (9) to thirteen (13) feet of engineered fill. 2.2.2 ALQUIST PRIOLO EARTHQUAKE FAULT ZONE (AP ZONE): The subject site IS not located in an AP Zone. 3.0 1 ABORATORY TESTING- 3.1 General, The results of laboratory tests performed on samples of earth material obtained during the site visit are presented in the Appendix. Following is a listing and brief explanation of the laboratory tests performed. Samples obtained during the field study will be discarded 30 days after the date of this report. This office should be notified immediately if retention of samples will be needed beyond 30 days. 3.2 raaggificatinn- The field classification of soil materials encountered during our site visit were verified in the laboratory in general accordance with the Unified Soils Classification System, ASTM D 2488-00, Standard Practice for Determination and Identification of Soils (Visual-Manual Procedures). 3.3 Maximum Day Densify / Ontion im Moisture Content RPlatinnghin TPct• Maximum dry density/optimum moisture content relationship determinations were performed on samples of near-surface earth material in general accordance with ASTM D 1557-02 procedures EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 3 using a 4.0-inch diameter mold. Samples were prepared at various moisture contents and compacted in five (5) layers using a 10-pound weight dropping 18-inches and with 25 blows per layer. A plot of the compacted dry density versus the moisture content of the specimens is constructed and the maximum dry density and optimum moisture content determined from the plot. 3.4 Foansinn Test- Laboratory expansion tests were performed on samples of near-surface earth materials in general accordance with CBC 18-2 procedures. In this testing procedure, a remolded sample is compacted in two (2) layers in a 4.0-inch diameter mold to a total compacted thickness of approximately 1.0-inch by using a 5.5 pound weight dropping 12-inches and with 15 blows per layer. The sample is compacted at a saturation of between 49 and 51 percent. After remolding, the sample is confined under a pressure of 144 pounds per square foot (psf) and allowed to soak for 24 hours. The resulting volume change due to the increase in moisture content within the sample is recorded and the Expansion Index(EI) is calculated. 3.5 goluhie Sulfates: Samples of near-surface earth material were obtained for soluble sulfate testing for the subject site. The concentration of soluble sulfates was determined in general conformance with California Test Method 417 procedures. 3.6 Direct Shear Tact: Direct shear tests were performed on select samples of near-surface earth material in general accordance with ASTM D 3080-03 procedures. The shear machine is of the constant strain type. The shear machine is designed to receive a 1.0- inch high, 2.416-inch diameter ring sample. Specimens from the sample were sheared at various pressures normal to the face of the specimens. The specimens were tested in a submerged condition. The maximum shear stresses were plotted versus the normal confining stresses to determine the shear strength (cohesion and angle of internal friction). 33 R-Value Test- An evaluation was performed on a selected representative soil sample in general accordance with California Test Method 301. The resistance (R-Value) test method is used to measure the potential strength of subgrade, subbase, and base course materials for use in road pavements. EnGEN Corpomdon Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 4 4.0 r'Fr) D Y AND SFISMICITY 4.1 r;anlnair. S -tuna: 4.1.1 REGIONAL GEOLOGY: The site is located in the Northern Peninsular Range on the southern sector of the structural unit known as the Perris Block. The Perris Block is bounded on the northeast by the San Jacinto Fault Zone, on the southwest by the Elsinore Fault Zone, and on the north by the Cucamonga Fault Zone. The southern boundary of the Perris Block is not as distinct, but is believed to coincide with a complex group of faults trending southeast from the Murrieta, California area (Kennedy, 1977 and Mann, 1955). The Peninsular Range is characterized by large Mesozoic age intrusive rock masses flanked by volcanic, metasedimentary, and sedimentary rocks. Various thicknesses of colluvial/alluvial sediments derived from the erosion of the elevated portions of the region fill the low-lying areas. Engineered fill and alluvium underlie the site. The earth materials encountered on the subject site are described in more detail in subsequent sections of this report. 4.1.2 SEISMIC HAZARDS: Because the proposed development is located in tectonically active southern California, it will likely experience some effects from earthquakes. The type or severity of seismic hazards affecting the site is mainly dependent upon the distance to the causative fault, the intensity of the seismic event, and the soil characteristics. The seismic hazard may be primary, such as ground surface rupture and/or ground shaking, or secondary, such as liquefaction or dynamic settlement. The following is a site-specific discussion about ground motion parameters, earthquake induced settlement hazards, and liquefaction. The purpose of this analysis is to identify potential seismic hazards and proposed mitigations, if necessary, to an acceptable level of risk. The following seismic hazards discussion is guided by UBC (1997), CBC (1998), CDMG (1997) and Petersen and others (1996). 4.1.3 FAULT RUPTURE: Based on our review of the Referenced No. 1 Report, geologic parameters for the site have already been established. No faults exist on the subject site. Therefore, the potential for hazards associated with fault rupture is considered low. 4.1.4 LIQUEFACTION: Based on the findings of the Referenced No. 1 Report, liquefaction potential was mitigated through site grading. Therefore, the probability of liquefaction at the subject site is considered low. EnGEN Corporation Mr.Robert Gilchrist Project Number.T3473-SGS January 2006 Page 5 4.1.5 SEISMICALLY INDUCED LANDSLIDING: Due to the Overall flat topographic conditions of the site, the probability of seismically induced landsliding is considered low. 4.1.6 SEISMICALLY INDUCED FLOODING, SEICHES AND TSUNAMIS: Due to the absence Of a confined body of water in the immediate vicinity of the project site, the possibility of seismically induced flooding or seiches is considered remote. Due to the large distance of the project site to the Pacific Ocean, the possibility for seismically induced tsunamis to impact the site is considered nil. 5.0 FARTHWORK RECOMMENDATIONS 5.1 Site Preparation 5.1.1 PROPOSED GRADING: The grading needed for development of the site appears to be minimal, and is expected to consist of minor grading and contouring of the site for proper drainage. At a minimum, all structure and hardscape areas should be scarified 12-inches below existing grade for proposed fill areas or proposed grade for cut areas, • moisture conditioned to near optimum, and then recompacted to a minimum of 90 percent relative compaction. 5.1.2 GRADING PLANS: Precise building and grading plans were not available at the time of this report. it will be the client's responsibility to provide grading and foundation plans to this office for review prior to permitting, so that supplemental recommendations can be provided if deemed necessary prior to construction grading operations. 5.1.3 ORGANIC DEBRIS AND LOOSE SURFACE SOILS: Any organic debris Should be removed from the site and not used in proposed fills. All clean loose soils covering the site should be removed and may be re-used as compacted fill. 5.1.4 EXISTING STRUCTURES, HANDSCAPE AND LANDSCAPE: Any existing structures, hardscape and landscaping within the limits of the proposed development must be removed and hauled off-site. This includes, but is not limited to: asphalt, concrete, underground piping, etc. 5.2 FnU*nPPred Fill 5.2.1 SUITABILITY OF FILL: All fill material, whether on-site material or import, should be approved by the Project Geotechnical Engineer and/or his representative before EnGEN Corpomdon Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 6 • placement. All fill should be free from vegetation, organic material, and other debris. Any import fill should be no more expansive than the existing on-site material. 5.2.2 COMPACTION AND TESTING METHOD: Approved fill material should be placed in horizontal lifts not exceeding 6.0 to 8.0-inches in thickness and watered or aerated to obtain near-optimum moisture content (±2.0 percent of optimum). Each lift should be spread evenly and should be thoroughly mixed to ensure uniformity of soil moisture. Structural fill should meet a minimum relative compaction of 90 percent of maximum dry density based upon ASTM D 1557-02 procedures. Moisture content of fill materials should not vary more than 2.0 percent of optimum, unless approved by the Project Geotechnical Engineer. 6.0 FOIINDATION D SIGN RECOMMENDATIONS 6.1 metal: Foundations for the proposed structure may consist of conventional column footings and continuous wall footings founded upon competent engineered fill. • 6.2 Expansion Potential: The recommendations presented in the subsequent paragraphs for foundation design and construction are based on geotechnical characteristics and a very low expansion potential (EI=19) for the supporting soils and are not intended to preclude more restrictive structural requirements. The actual final expansion potential will need to be determined at completion of precise grading in order to verify the foundation design recommendations made herein. The Structural Engineer for the project should determine the actual footing widths and depths necessary to resist design vertical, horizontal and uplift forces. 6.3 Rn1uhla Sulfate- The test results indicate a negligible percentage of water soluble sulfates (0.0052% by weight). As a result, Type II cement may be used in contact with the on-site soils. 6.4 Seiemir Desian Parameters* Name of Fault: Elsinore Fault—Temecula Segment Seismic Source Type: Type B fault • Soil Profile Type: SO Distance to Known Seismic Source: Less than 2 Km EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 • 6.5 Foundation Design Page 7 6.5.1 FOUNDATION SIZE AND REINFORCEMENT: Continuous footings Should have a minimum width of 18-inches and should be continuously reinforced with a minimum of one (1) No. 4 steel reinforcing bar located near the top and one (1) No. 4 steel reinforcing bar located near the bottom of the footings to minimize the effects of any slight differential movements that may occur due to minor variations in the engineering characteristics or any seasonal moisture change in the supporting soils. In the case of concrete tilt-up or masonry structures where the wall and footing system acts together as a deep beam, the recommended minimum footing reinforcing may be replaced by appropriate reinforcing of footings as determined by the Project Structural Engineer. 6.5.2 COLUMN FOOTINGS: Column footings should have a minimum width of 18-inches by 18- inches and be suitably reinforced based on structural requirements. 6.5.3 GRADE BEAMS: A grade beam founded at the same depths and reinforced as the • adjacent footings should be provided across doorway, garage entrances, or any other perimeter openings. 6.5.4 DEPTH of EMBEDMENT: Exterior and interior footings should extend to a minimum depth of 18 inches below lowest adjacent finish grade in undisturbed, competent engineered fill. Frost is not considered a design factor for foundations in the area as there is no significant frost penetration in the winter months. Embedment of all footings on or near existing or planned slopes should be determined by a minimum setback distance measured from the bottom outside edge of the footing to the slope face according to the California Building Code and/or City Building Codes. 6.5.5 BEARING CAPACITY: The recommended allowable bearing value for design of continuous and column footings for dead plus live loads and founded in competent silty sand (SM) material is 2,000 psf. The allowable bearing value may be increased by 33.3 percent for short durations of live loading such as wind or seismic forces. 6.5.6 SETTLEMENT: Footings designed according to a 2,000 psf bearing value and founded in undisturbed, competent engineered fill are not expected to exceed a maximum . settlement of 0.754rich or a differential settlement of 0.25-inch between similarly sized and loaded footings across a distance of 60-feet. EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS M January 2 Pagee 8 8 6.5.7 LATERAL CAPACITY: Additional foundation design parameters based on competent silty sand (SM) material for resistance to lateral forces are as follows: Allowable Lateral Pressure (Equivalent Fluid Pressure) Passive Case: Fill Material - 200 pcf Allowable Coefficient of Friction: 0.35 The above values are allowable design values and may be used in combination without reduction. For the calculation of passive earth resistance, the upper 1.0-foot of material should be neglected unless confined by a concrete slab or pavement. 6.6 Slab-on-Gradp Rar_nmmandntions 6.6.1 GENERAL: The recommendations for concrete slabs, both interior and exterior, are based upon a very low expansion potential for the supporting material. The expansion potential of the slab subgrade areas should be verified at the completion of any supplemental grading for the structure. 6.6.2 INTERIOR SLABS: Interior concrete slabs-on-grade should be a minimum of 5.0-inches actual in thickness and be underlain by properly prepared subgrade. Minimum slab reinforcement should consist of No. 3 reinforcing bars placed 24-inches on center in both directions placed mid-depth in the slab, or any equivalent system as might be designed by the Project Structural Engineer. The concrete section and/or reinforcing steel should be increased for excessive design floor loads or anticipated concentrated loads. In areas where moisture sensitive floor coverings are anticipated over the slab, we recommend the use of a polyethylene vapor barrier a minimum of 10.0 mil in thickness be placed beneath the slab. The moisture barrier should be overlapped or sealed at splices and covered top and bottom by a 1.0 to 2.0-inch minimum layer of clean sand to aid in concrete curing and to minimize potential punctures. 6.6.3 EXTERIOR SLABS: All exterior concrete slabs cast on finish subgrade (patios, sidewalks, etc., with the exception of PCC pavement) should be a minimum of 4-inches nominal in thickness. Reinforcing in the slabs and the use of a compacted sand or gravel base beneath the slabs should be according to the current local standards. Subgrade soils should be moisture conditioned to at least 4 percent above optimum moisture content to a depth of 12-inches immediately before placing the concrete. EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 9 7.0 RETAINING WAI I RECOMMENDATIONS 7.1 Earth Pressures: Retaining walls backfilled with non-expansive granular soil (EI=O) or very low expansive potential materials (Expansion Index of 20 or less) within a zone extending upward and away from the heel of the footing at a slope of 0.5:1 (horizontal to vertical) or flatter can be designed to resist the following static lateral soil pressures: Condition Level Backfll :1 S one Active 30 ocf 45 Dcf At Rest 60 ocf — The on-site materials of low expansion potential may be used as backfill within the active/at-rest pressure zone as defined above. Walls that are free to deflect 0.01 radian at the top should be designed for the above-recommended active condition. Walls that are not capable of this movement should be assumed rigid and designed for the at-rest condition. The above values assume well-drained backfill and no buildup of hydrostatic pressure. Surcharge loads, dead and/or live, acting on the backfill within a horizontal distance behind the wall should also be considered in the design. 7.2 Foiindation Design: Retaining wall footings should be founded to the same depths into properly compacted fill as standard foundations and may be designed for the same average allowable bearing value across the footing (as long as the resultant force is located in the middle one-third of the footing), and with the same allowable static lateral bearing pressure and allowable sliding resistance as previously recommended. When using the allowable lateral pressure and allowable sliding resistance, a factor of safety of 1.0 may be used. If ultimate values are used for design, an approximate factor of safety of 1.5 should be achieved. 7.3 Suhdrain: A subdrain system should be constructed behind and at the base of all retaining walls to allow drainage and to prevent the buildup of excessive hydrostatic pressures. Typical subdrains may include weep holes with a continuous gravel gallery, perforated pipe surrounded by filter rock, or some other approved system. Gravel galleries and/or filter rock, if not properly designed and graded for the on-site and/or import materials, should be enclosed in a geotextile fabric such as Mirafi 140N, Supac 4NP, or a suitable substitute in order to prevent infiltration of fines and clogging of the system. The perforated pipes should be at least 4.0-inches in diameter. Pipe EnGEN Corporation Mr. Robert Gilchrist Project Number.T3473-SGS January 2006 Page 10 perforations should be placed downward. Gravel filters should have volume of at least 1.0 cubic foot per lineal foot of pipe. Subdrains should maintain a positive flow gradient and have outlets that drain in a non-erosive manner. In the case of subdrains for basement walls, they should empty into a sump provided with a submersible pump activated by a change in the water level. 7.4 Rackfill: Backfill directly behind retaining walls (if backfill width is less than 3-feet) may consist of 0.5 to 0.75-inch diameter, rounded to subrounded gravel enclosed in a geotextile fabric such as Mirafi 140N, Supac 4NP, or a suitable substitute or a clean sand (Sand Equivalent Value greater than 50) water jetted into place to obtain proper compaction. If water jetting is used, the subdrain system should be in place. Even if water jetting is used, the sand should be densified to a minimum of 90 percent relative compaction. If the specified density is not obtained by water jetting, mechanical methods will be required. If other types of soil or gravel are used for backfill, mechanical compaction methods will be required to obtain a relative compaction of at least 90 percent of maximum dry density. Backfill directly behind retaining walls should not be compacted by wheel, track or other rolling by heavy construction equipment unless the wall is designed for the surcharge loading. If gravel, clean sand or other imported backfill is used behind retaining walls, the upper 18-inches of backfill in unpaved areas should consist of typical on-site material compacted to a minimum of 90 percent relative compaction in order to prevent the influx of surface runoff into the granular backfill and into the subdrain system. Maximum dry density and optimum moisture content for backfill materials should be determined in accordance with ASTM D 1557-02 procedures. 8.0 MISCEI I ANEOIIS RECOMMEND- IONS 8.1 Pavement Decigz 8.1.1 GENERAL: Preliminary pavement recommendations are presented based on an assumed R-Value of the soils located at the site, and an assumed future traffic loading expressed in terms of a Traffic Index (TI). Samples for R-Value testing should be collected after precise grading of the subject site in order to verify the following design recommendations. EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS • January 2006 Paget 1 e11 8.1.2 STRUCTURAL SECTION DESIGN: Pavement sections have been determined in general accordance with the Caltrans design procedures based on a TI of 5.0 for automobile areas, a TI of 6.0 for truck traffic areas, and an R-Value of 34 obtained from a sample collected on-site. As a result, the project designer should specify the appropriate pavement section for the various traffic areas as follows: Type of Traffic Traffic Index Pavement Section Automobile 5.0 3-inches A.C. over 5-inches Aggregate Base or 7-inches of 4,000 psi Concrete Truck 6.0 3-inches A.C. over 7.5-inches Aggregate Base or 8-inches of 4,000 psi Concrete The project designer should choose the appropriate pavement section for the anticipated traffic pattern and delineate the respective areas on the site plan. The pavement sections presented are subject to review and approval by the City of Temecula. Asphalt concrete pavement materials should be as specified in Sections 203-6 of the Standard Specifications for Public Works Construction (Green Book) or a suitable equivalent. Aggregate base should conform to Class 2 material as specified in the Standard Specifications for Public Works Construction (Green Book) or a suitable equivalent. The subgrade soil, including utility trench backfill, should be compacted to at least 90 percent relative compaction. The aggregate base material should be compacted to at least 95 percent relative compaction. Maximum dry density and optimum moisture content for subgrade and aggregate base materials should be determined according to ASTM D 1557-02 procedures. Special consideration should also be given to areas where truck traffic will negotiate small radius turns. Asphaltic concrete pavement in these areas should utilize stiffer emulsions or the areas should be paved with Portland Cement concrete. In areas where Portland Cement concrete is to • be placed directly on subgrade, the subgrade should be compacted to a minimum of 95 percent relative compaction. If pavement subgrade soils are prepared at the time of rough grading of the building site and the areas are not paved immediately, additional EnGEN Corporation Mr. Robert Gilchrist Project Number.T3473-SGS January 2006 Page 12 observations and testing will have to be performed before placing aggregate base material, asphaltic concrete, or PCC pavement to locate areas that may have been damaged by construction traffic, construction activities, and/or seasonal wetting and drying. In the proposed pavement areas, soil samples should be obtained at the time the subgrade is graded for R-Value testing according to California Test Method 301 procedures to verify the pavement design recommendations. 8.2 Utility Trench Rerommendations 8.2.1 GENERAL: Utility trenches within the zone of influence of foundations or under building floor slabs, hardscape, and/or pavement areas should be backfilled with properly compacted soil. 8.2.2 TRENCH DEPTH/CuT BACK: It is recommended that all utility trenches excavated to depths of 5.0-feet or deeper be cut back to an inclination not steeper than 1:1 (horizontal to vertical) or be adequately shored during construction. • 8.2.3 INTERIOR AND EXTERIOR TRENCHES: Where interior or exterior utility trenches are proposed parallel and/or perpendicular to any building footing, the bottom of the trench should not be located below a 1:1 plane projected downward from the outside bottom edge of the adjacent footing unless the utility lines are designed for the footing surcharge toads. 8.2.4 COMPACTION OF BACKFILL MATERIAL: Backfll material should be placed In a lift thickness appropriate for the type of backfill material and compaction equipment used. Backfill material should be compacted to a minimum of 90 percent relative compaction by mechanical means. Jetting of the backfill material will not be considered a satisfactory method for compaction. Maximum dry density and optimum moisture content for backfill material should be determined according to ASTM D 1557-02 procedures. 8.3 TamRorarExcavations, Or ruts All temporary cuts and excavations should be made in accordance with CAL/OSHA • minimum requirements for Type C soil. If site restrictions require a different configuration, this office should be contacted to develop construction recommendations. EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 • Page 13 8.4 Finish I nt Drainage Rarommendationc 8.4.1 GENERAL: Finish lot surface gradients in unpaved areas should be provided next to tops of slopes and buildings to direct surface water away from foundations and slabs and from flowing over the tops of slopes. The surface water should be directed toward suitable drainage facilities. 8.4.2 GRADIENTS: In unpaved areas, a minimum positive gradient of 2.0 percent away from the structures and tops of slopes for a minimum distance of 5.0-feet and a minimum of 1.0 percent pad drainage off the property in a nonerosive manner should be provided. 8.4.3 PONDING: Ponding of surface water should not be allowed next to structures or on pavement. 8.5 planter Rerommendatinnc 8.5.1 GENERAL: Attention to planter areas should be given relative to their potential to introduce excessive moisture into the soils surrounding footings. • 8.5.2 MINIMAL IRRIGATION AND ADEQUATE DRAINAGE: Planters around the perimeter of the structure should be designed to ensure that adequate drainage is maintained and minimal irrigation water is allowed to percolate into the soils underlying the building. 8.6 Sripniemental Construrtinn Oheervations and Testing 8.6.1 GENERAL: Any subsequent grading for development of the subject property should be performed under engineering observation and testing performed by EnGEN Corporation. Subsequent grading includes, but is not limited to, any additional overexcavation of cut and/or cut/fill transitions, fill placement, and excavation of temporary and permanent cut and fill slopes. 8.6.2 OTHER OBSERVATIONS: Observations of overexcavation cuts, fill placement, finish grading, utility or other trench backfill, pavement subgrade and base course, retaining wall backfill, slab presaturation, or other earthwork completed for the development of subject property should be performed by EnGEN Corporation. If any of the observations and testing to verify site geotechnical conditions are not performed by • EnGEN Corporation, liability for the safety and performance of the development is EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473SGS January 2006 Page 14 limited to the actual portions of the project observed and/or tested by EnGEN Corporation. 8.6.3 FOUNDATION OBSERVATIONS: In addition, EnGEN Corporation Should observe all foundation excavations. Observations should be made prior to installation of concrete forms and/or reinforcing steel so as to verify and/or modify, if necessary, the conclusions and recommendations in this report. 9,0 PRF-GRADE CONFERENCE Before the start of any grading, a conference should be held with the owner or an authorized representative, the contractor, the Project Architect, the Project Civil Engineer, and the Project Geotechnical Engineer present. The purpose of this meeting should be to clarify questions relating to the intent of the supplemental grading recommendations and to verify that the project specifications comply with the recommendations of this geotechnical engineering report. Any special grading procedures and/or difficulties proposed by the contractor can also be discussed at that time. 10.0 ri QS IRF 10.1 CLIENT REPORT PURPOSES: This report has been prepared for use by the parties or project named or described in this document. It may or may not contain sufficient information for other parties or purposes. Reference materials used in the preparation of this report include appropriate references from the comprehensive list presented in the Appendix of this report. 10.2 PROJECT AND PROPERTY CHANGES: In the event that changes in the assumed nature, design, or location of the proposed structure and/or project as described in this report, are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions and recommendations of this report are modified or verified in writing. If conditions are observed or information becomes available during the design and construction process that are not reflected in this report, EnGEN Corporation should be notified so that supplemental evaluations can be performed and the conclusions and recommendations presented in this report can be modified or verified in writing. EnGEN Corporation Mr. Robert Gilchrist Project Number.T3473-SGS January 2006 Page 15 10.3 STANDARD OF PRACTICE: This study was conducted in general accordance with the applicable standards of our profession and the accepted soil and foundation engineering principles and practices at the time this report was prepared. No other warranty, implied or expressed beyond the representations of this report, is made. 10.4 LIMITATIONS: Although every effort has been made to obtain information regarding the geotechnical and subsurface conditions of the site, limitations exist with respect to the knowledge of unknown regional or localized off-site conditions that may have an impact at the site. The recommendations presented in this report are valid as of the date of the report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or to the works of man on this and/or adjacent properties. 10.5 CHANGES IN STANDARDS OF CARE: Changes in applicable or appropriate standards of care or practice occur, whether they result from legislation or the broadening of knowledge and experience. Accordingly, the conclusions and recommendations presented in this report may be invalidated, wholly or in part, by changes outside of the control of EnGEN Corporation which occur in the future. EnGEN Corporation Mr. Robert Gilchrist Project Number:T3473-SGS January 2006 Page 16 Thank you for the opportunity to provide our services. Often, because of design and construction details which occur on a project, questions arise concerning the geotechnical conditions on the site. If we can be of further service or should you have questions regarding this report, please do not hesitate to contact this office at your convenience. Because of our involvement in the project to date, we would be pleased to discuss engineering testing and observation services that may be applicable on the project. Respectfully submitted, EnGEN Corporation ¢ ss/o q Eric Davisson Osbjorn raten y Field Geologist President ��� pRN S� �Fy Expires 09-30 Exp. 09730/07 1 Colby Matthewst PG8064 s cFOT `01 Senior Staff Geologist r �yEcj -o?�\� Expires 06-30-07 ED/CM/OB:II Distribution: (4) Addressee Pile: EnGEMRepomng\SGS\T3473SGS Winchester-Gilchnst,Supplemental GS EnGEN Corporation Appendix F Treatment Control BMP Sizing Calculations and Design Details • • • PL I WIDTH ASS SWALE I' WIDE OPENING ti ® 9' O.C. AC PAVEMENT VARIES 4" TURF VAR, DEPTH 6" NON-COMPACTED r MPERVIOUS TOP SOIL CLEAN SAND BED"`-.. w FABRIC ALONG ;(PLAYGROUND SAND). ; TRENCH SIDES IMPERVIOUS FABRIC ALONG TRENCH SIDES SAND & GRAEL BED • o TO TOTALLY 3" PERFORATED COVERER ED BY FILTER UNDERDRAIN FABRIC 9" NON-COMPACTED GRAVEL GRASS/SAND INFILTRATION SWALE 3 NOT TO SCALE GRAVEL TO BE ACCEPTABLE TO THE CITY INSPECTOR AND HAVING ADEQUATE VOIDS, VARYING IN SIZE FROM THREE-QUARTERS TO ONE AND ONE-HALF INCHES IN SIZE AND SHALL BE PLACED IN THE TRENCH TO THE DEPTH AND GRADE REQUIRED IN THIS SECTION. • • WATER QUALITY MANAGEMENT PLAN SMP SIZING CALCULATION DISCHARGE POINT NO. 1 • I Worksheet 1 Design Procedure for BMP Design Volume 85t" percentile runoff event Designer: HECTOR CORREA Company: HLC CIVIL ENGINEERING Date: Project: PA o5-o5-oo96 Location: TEIEI DRAINAGE AREA 1 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T7S &R 3W Section). Section 2 (i) b. Slope value from the Design Volume / (2) Curve in Appendix A. Slope = c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes El No El origin,to create the graph attached? • 2. Determine Runoff Coefficient a. Determine total impervious area A;mpe"jous— 2-19 acres (5) b. Determine total tributary area Ato�l = 2.60 acres (6) c. Determine Impervious fraction i = (5)/ (6) i 0-84 (7) d. Use (7) in Fi ure 1 to find Runoff OR C = .858i - .78i2 + .774i+ .04 C = 0.66 (8) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in-acre desired Vu value. V. = 0.80 acre (9) 4. Determine Design Storage Volume a. VBMP = (9)x(6) [in-acres] VBMP = 2.08 in-acre (10) b. VBMP = (10)/ 12 [ft-acres] VBMP = 0.17 ft-acre (11) C- VBMP= (11)x 43560 [ft) VBMP = 7,405 ft3 (12) Notes: 7 • � d I Worksheet 2 Design Procedure Form for Design Flow 3' Uniform Intensity Design Flow Designer: HECTOR CORREA Company: Date: Project: PA 05-05-0096 Location: 1. Determine Impervious Percentage a. Determine total tributary area Atom, =_ 2-60 acres (1) b. Determine Impervious% i = 0 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious% found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = 0.95 (4) c. C Soil Runoff Coefficient C� _ (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = A� _ (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9)+ (6)x(10) = C = 0.95 (11) 5. Determine BMP Design flow 3 a. QBMP = C X l x A= (11)x 0.2 x(1) QBMP = 0.49 s (12) 10 PT -dl Worksheet 9 Design Procedure Form for Grassed Swale HECTOR CORREA Designer: HLC CIVIL ENGINEERING Company: FEB. 14, 2007 Date: PA 05-0096 Project: Location: 1. Determine Design Flow QBMP = 0.49 cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b = 2 ft b. Side slope (z) z = 3 c. Flow direction slope (s) s = 1 % 3. Design flow velocity (Manning n = 0.2) v = 0.35 ft/s 4. Depth of flow (D) D = 0.68 ft • 5. Design Length (L) 147 L= (7 min) x (flow velocity, ft/sec) x 60 L= ft 6. Vegetation (describe) 8. Outflow Collection (check type used or x Grated Inlet' describe "other") Infiltration Trench �C Underdrain Other Notes: • 55 Table 4. Runoff Coefficients for an Intensity = 0.2 'n/hr for Urban Soil Types* Impe iaus�"/d A�1 B1 �,, ��,DSo�I _ .• 8,1 56 RIB-fig R1�76 0 (Natural) 0.06 0.14 0.23 0.28 5 0.10 0.18 0.26 0.31 10 0.14 0.22 0.29 0.34 15 0.19 0.26 0.33 0.37 20 1-Acre 0.23 0.30 0.36 1 0.40 25 0.27 0.33 0.39 0.43 30 0.31 0.37 0.43 0.47 35 0.35 0.41 0.46 0.50 40 (1/2-Acre) 0.40 0.45 0.50 0.53 45 0.44 0.48 0.53 0.56 50 1/4-Acre 0.48 0.52 0.56 0.59 55 0.52 0.56 0.60 0.62 60 0.56 0.60 0.63 0.65 65 Condominiums 0.61 0.64 0.66 0.68 70 0.65 0.67 0.70 0.71 75 Mobilehomes 0.69 0.71 0.73 0.74 80 (Apartments) 0.73 0.75 0.77 0.78 85 0.77 0.79 0.80 0.81 90 Commercial 0.82 10.82 0.83 0.84 95 0.86 0.86 0.87 0.87 100 0.90 0.90 0.90 0.90 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual 9 in the aesign or seiectea rsiwrs presentea in tnis nan0000K. 1 .00 0.90 0.80 — 2 0.70 _ 6 0.60 o 0.50 0.40 °c 0.30 0.20 0.10 0.00 — 0% 10 20 30 40 50 60 70 80 90 100 Plot Slope Value from Appendix A liere—, 2 1.9 1.8 1.7 1.6 1.5 1.4 m Ul Zo 1.3 1.2 C 1.1 0 Dm 1 < 0.9 ° LX 3 0.8 < 0.7 0.6 0.5 0.4 IQ 0.3 II 0. 0.1 0 a 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph • ' rrrriiiiiir/iiiiiirrrriirrrrrrirrriiiiiiiiieiiiiiriiiiiiiiiiiiiiirrreiirrill/iii ' iriiirirrrriiirrririrrreiieiirrriiirrreirrr iiiriiiiirrr/r/iiieirriirriirr • _ iirii iieii iriiiiiiii._■i�iiieiiiiieieiiiiiieiiiiri OEM eei ■ i iiiiiia ' .;'\iiiiiiiiiiiiliir•�\�iiiiiiiiiiieiiilliiieiiiiiiieeiiiiiiieiiiiiiieiiiiiiiiiii er/iiiiiriri\�\/rriiiiiiirr/iiir►�G irirreiiiriiiiii/iiii/iirrriiiiiiirieriire ii MEN iii rn ii►�eiiiiiiiiiiiiieli�!iiieiii/iiiiiiliie:\iiiiiii■iiiiiiiiiiiiiiiiieiieiiiiieii /•rirrr\�irirrrirrrii//i/ram\err/rrrirrrrrrrrrr•:■iiireeiiirriiirriiirriiieriiiii ' • �rrii/rrr.�/iiirr rirr/rrrrii��\rr ■errirrrrirrr��rii/reiiir/riireiririiiirriiii ■riiireliiiiiir.\rrr■■rr/■e■■■■■■■r.:h7�7iiieiiliiiiiie.iiiliiiiiliiieeiiiilieiis • rrrrr/riiiirrrri��ririiiirir /iiiiirs►� iiieriiiiirerri►�rrriirr/iirrrrrrriiisre itiiiiiiieiiiiiiii\�eNiNi�iiiiHNi►�NeiiiiilieiNie:riiii/iiiiiiieiiiiiiii � iriiiiiiiieiiiiiiiel►�iiiieliiiiiiiiiiiie��eiiiiii■eiieeii\\ieeeeeeeeeieeeeieiei � . • �rrirrrir/rirrrirrrrrrrirr-\/r/rirrirrrirrrrrr\:riieiriiiiiirr\\irrrriiiriiiirri iriiiiirriiiiiirr/iiiiiiiie/i\�\i�iiiiiiiiiiiiii\\iiiiiiiiir/ii►�ririiiiiiierri iriiiiiiiiiiiiiiiiriiiiiiiiiilie�!�r�y iiiiieiiilliii��liiiiiiiiiii►'rliiiiiieeiii • ieiiiiiiiiiiiliiiieiiiiiiieiiiiiii\�l'L{� ieii7iiiiiiiii:\iiiieiiiiii\\i■/iiiiiiii • iriiiiiiietiiiiiiieiiiiilieiiiiiiiil\���iieiiiiiile/li\.reeiiiiiiii\\iiiiiiiiii � rrrrr/eiiiN/iiirrr/iiirrrerrir/iiiirrr:�/NiNr■■/i//rii\fir//irr/r/r\\///i/rir/ . ieieeiiiiitiiiiiiieiiiiiiieiiiiiiiei■cell\:\iiieiiieiieili/�\iiiliiiii\\iiiieiii • rrrirrri/rrrrr/irrri/rrrrrrir/rrrrrirrrir/rr/rr•\►\rllliilllrerr�\rrrlrr/\`ireiii iriiiiriieiiiiiiiiriiiieiieiiiiNiiieiiiriieiiiii/■►�\iieieiiiilie:\eeleil�\lelei • iiiiiiiiiiiiiiiiiieiiiiiiieiiiiiiiiiiiiiiiieiiiiBielr:�ieiiliiiiii\�eiiiii\eiii • z iriiiiiiiiiiiiiiiieiiiiiiieiiiiiiiiiiiiiiiireii■■iileiilililiii�►\i�iiiii\\lie.\ii ' eriiiiriiiiiiiieiieiiiiiiieiiiiiiiNii��iiiiiNiifiileiiiiiieiiieiir�•Niiii►`\cell ieiiiiiiiiiiiiiiiieiiiil�ieiiiiiiiieie.■iiiiiiiiiieeiliiiiiiiiiillii\�!\iii��i\`i • rriiirriiiiiiiiiiieiiiii ieiiii/iiiiiii/iiieiiiiiiieiliiiiieliiiiiiiei�r���\e►`\.\ . ieiiiiiliiiiiiiiiiiiiiieeieiii/iieii\iiiiiiiiiiiiileiiiiiiiiiiiiiiiieiiiiiir��., • CD Mm • RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPIMIES FOR PERVIOUS AREAS-AMC II • Cover Type (3) Quality of Soil Group Cover (2) A B C I D NATURAL COVERS Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparral, Marrowleaf Poor 71 82 88 91 (Chemise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckvheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 iWoodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Cosatercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) • R C F C & w C D RUNfJFF INDEX NUMBERS HYDROLOGY MANUAL R PERVIOUS AREA F • -------- --------HYDRAULIC-ELEMENTS_--I--PROGRAH-PACKAGE-- --------- ------- (C) Copyright 1982,1986 Advanced Engineering Software [AES] Especially prepared for: ---------------------------------------------------------------------------- Advanced Engineering Software (AES] SERIAL No. 10612I VER. 2.3C RELEASE DATE: 2/20/86 ««««««««««««««««««<o»»»»»»»»»»»»»»»»»»> ++++++****DESCRIPTION OF RESULTS********rx+x++++++++++rxxx+++++++++++++xrx++ * GILCHRIST POINT 1 + +x++x+++++++++++x+xx+++++++++xxx+xx+x+++++++++++x+xxx++++++++++x+x+xxx++++++ +++++++++xxxxx++++++++++xx++++++++++++++++xxx+++++++++++++xx++++++++++++++++ »»CHANNEL INPUT INFORMATION«« ----------------------------------------------------------------------- CHANNEL Z(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) _ .00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .010000 UNIFORM FFRICTIO _ .49 20 MANNINGS FRICTION FACTOR = .2D00 NORMAL-DEPTH FLOW INFORMATION: _ _________ »»> NORMAL DEPTH(FEET) _ .68 D C O, 6 FLOW TOP- WIDTH(FEET) = 4.09 FLOW AREA(SQUARE FEET) = 1.39 HYDRAULIC DEPTH(FEET) _ .34 S S FLOW AVERAGE VELOCITY(FEET/SEC.) _ .35 y UNIFORM FROUDE NUMBER = .106 PRESSURE + MOMENTUM(POUNDS) = 20.04 AVERAGED VELOCITY HEAD(FEET) _ .002 SPECIFIC ENERGY(FEET) _ .683 _ _ _ _ _________________ _ _ _ CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 1.67 CRITICAL FLOW AREA(SQUARE FEET) _ .23 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .14 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 2.12 CRITICAL DEPTH(FEET) _ .28 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 3.35 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .070 CRITICAL FLOW SPECIFIC ENERGY(FEET) - .347 pISCHARGE POINT NO. 2 Z Design Procedure for BMP Design Volume Worksheet 1 85th percentile runoff event Designer: HECTOR CORREA Company: HLC CIVIL ENGINEERING Date: Project: PA 05-05-o096 Location: TEMECULA 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T7S &R 3w Section). Section 2 (1) b. Slope value from the Design Volume 2.24 Curve in Appendix A. Slope = (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes El No❑ the origin, to create the graph attached? 2. Determine Runoff Coefficient a. Determine total impervious area A;mpemous= 0-83 acres (5) 697 acres b. Determine total tributary area Arorai = °. ( ) c. Determine Impervious fraction i = (5)/ (6) i = 0.86 (7) d. Use (7) in Figure 1 to find Runoff ORC = .858i - .78i' + .774i+ .04 C = 0.68 (6) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in-acre desired Vu value. 0.84 V„ = acre (9) 4. Determine Design Storage Volume a. VBMP= (9)x(6) [in-acres] VBMP= 0.81 in-acre (10) b. VBMP= (10)/ 12 [ft- acres] VBMP= 0.07 ft-acre (11) C. VBMP= (11)x 43560 [tt3] VBMP = 3,049 ft3 (12) Notes: 7 • 2 Worksheet 2 Design Procedure Form for Design Flow ' 1 Uniform Intensity Design Flow Designer: HECTOR CORREA Company: PEE id , :20AW Date: Project: PA 05-05-0096 Location: 1. Determine Impervious Percentage a. Determine total tributary area Aco i= 0.97 acres (1) b. Determine Impervious% i= 0.s6 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient C� = (3) • b. B Soil Runoff Coefficient Cb = o.B2 (4) c. C Soil Runoff Coefficient C� = (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = 1 (8) c. Area of C Soil / (1) = A� = (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9)+ (6)x(10) = C = 0.82 (11) 5. Determine BMP Design flow 3 a. QBMP = C X I X A= (11)x 02 x(1) QBMP = 0.16 s (12) • 10 Z Worksheet 4 Design Procedure Form for Infiltration Basin HECTOR CORREA Designer: HLC CIVIL ENGINEERING Company: FEB- 14, 2007 Date: Project: THMEeUbA Location: 1. Determine Design Storage Volume (Use Worksheet 1) a. Total Tributary Area (maximum 50) ARt,1 = 0 9 7 acres b. Design Storage Volume, Vamp VBmp - 3 , 049 W 2. Maximum Allowable Depth (Dm) a. Site infiltration rate (1) I = 0 . 5 inlhr b. Minimum drawdown time (48 hrs) t = 48 hrs c. Safety factor (s) s = 10 d. Dm = [(t) x (1)]412s] Dm = 0 . 20 It 3. Basin Surface Area A. A =VBMP / Dm Am = 15, 245 ft2 4. Vegetation (check type used or _Native Grasses describe "other) Irrigated Turf Grass Other Notes: 26 • Table 4. Runoff Coefficients for an Intensit = 0.2 m/hr for Urban Soil T es` erg..: , - . Impervious'% � A,Soil. � Soil C $oil" Soil', .. R �32 Rf 5.6 ,1,-69 0 (Natural) 0.06 0.14 0.23 0.28 5 0.10 0.18 0.26 0.31 10 0.14 0.22 0.29 0.34 15 0.19 0.26 0.33 0.37 20 1-Acre 0.23 0.30 0.36 0.40 25 0.27 0.33 0.39 0.43 30 0.31 0.37 0.43 0.47 35 0.35 0.41 0.46 0.50 40 (1/2-Acre) 0.40 0.45 0.50 0.53 45 0.44 0.48 0.53 0.56 50 1/4-Acre 0.48 0.52 0.56 1 0.59 55 0.52 0.56 0.60 0.62 60 0.56 0.60 0.63 0.65 65 Condominiums 0.61 0.64 0.66 0.68 70 0.65 0.67 0.70 0.71 75 Mobilehomes 0.69 0.71 0.73 0.74 80 (Apartments) 0.73 0.75 0.77 0.78 85 0.77 0.7 0.80 0.81 90 Commercial 0.82 0.82 0.83 0.84 95 0.86 6 0.87 0.87 100 0.90 0.90 0.90 0.90 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual 9 3. Using the runoff coefficient found instep 2, determine 8Vh percentile unit storage volume (V°) using Figure 2 (created in step 1). 4. Determine the design storage volume (VBMp). This is the volume to be used in the design of selected BMPs presented in this handbook. 1 .00 0.90 - 0.80 0.70 d r 0.60 - 0 0.50 - 0.40 • c 0.30 0.20 0.10 - 0.00 0% 10 20 30 40 50 60 70 80 90 100 % Im pervious Figure 1. Impervious — Coefficient Curve (WEF/ASCE Method) . hupen iousness is the decimal fraction of the total catchment covered by the sum of roads,parking lots, sidercalks,rooftops.and other impermeable surfaces of an urban landscape- 5 ,.5 1.4 CD 1.3 r: 1.2 (n 1.1 0 c 1 m < 0.9 0 3 0.8 m < 0.7 c 0.6 0.6 0.4 0.3 0.2 0.1 0 , 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph -A 2 _-------------- __HYDRAULIC-ELEMENTS ===I-_PROGRAM-PACKAGE =------------- ______ «««««««««««««««««««»»>Y»»»»Y»»»»»»»»»»»> (C) Copyright 1982,1986 Advanced Engineering Software [AES] ---------------------------------------------------------------------------- Advanced Engineering Software [AES] SERIAL No. I0612I VER. 2.3C RELEASE DATE: 2/20/86 **********DESCRIPTION OF ' GILCHRIST PT NO. 2 ' »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CHANNEL Z(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 2.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .010000 UNIFORM FLOW(CFS) _ .16 NANNING--FRICTION=FACTOR=---2000-------- - - - ------ - - - -- NORMAL-DEPTH FLOW INFORMATION _ ________ _________ _______ _______ »»> NORMAL DEPTH(FEET) _ .24 FLOW TOP- WIDTH(FEET) = 3.45 FLOW AREA(SQUARE FEET) _ .66 HYDRAULIC DEPTH(FEET) _ .19 ¢� V- © - 2 4 FLOW AVERAGE VELOCITY(FEET/SEC.) _ .24 UNIFORM FROUDE NUMBER = .098 PRESSURE + MOMENTUM(POUNDS) = 4.62 AVERAGED VELOCITY HEAD(FEET) _ .001 SPECIFIC ENERGY(FEET) _ .243 --_______________ - - -_- - _ CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 2.34 CRITICAL FLOW AREA(SQUARE FEET) _ .12 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .05 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.32 CRITICAL DEPTH(FEET) _ .06 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .62 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .027 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .083 DISCHARGE POINT NO. 3 Worksheet 1 Design Procedure for BMP Design Volume 85th percentile runoff event Designer: HECTOR CORREA Company: HLC CIVIL ENGINEERING Date: Project: PA 05-05-0096 Location: TEMECULA 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T7s &R 3w Section). Section 2 (1) b. Slope value from the Design Volume 2.24 Curve in Appendix A. Slope= (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes® No❑ the origin, to create the graph attached? • 2. Determine Runoff Coefficient - a. Determine total impervious area AanwNious- 0.12 acres (5) b. Determine total tributary area Arm,= 0.15 acres (6) c. Determine Impervious fraction i= (5)/(6) i = 0.80 (7) d. Use (7) in Figure 1 to find Runoff OR C= .858i - .78i2+ .774i + _04 C = 0.60 (8) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in-acre desired Vu value. V. = 0.73 acre (9) 4. Determine Design Storage Volume a. VBMP= (9)x (6) [in-acres] VBMP= 0.11 in-acre (10) b. VBMp = (10)/ 12 [ft-acres] VBMP= 0.01 ft-acre (11) c. VBMp = (11) x 43560 [ft3] VBMP= 0 ft3 (12) Notes: P41I•)hG($ .5d _5AW// S17644uc it vireTU4/1 z$�U . 7de-/19 ry tT 4f/,y 5"2R 7 Plot Slope Value from Appendix A here 2 -- -- — — — 1.9 —� 1.8 1.7 1.6 1.5 1.4 00LM 1.3 1.2 1.1 0cc < 0.9 _ 3 0.8 m 0.7 ..................... .......... ................. 2 0.s 0.5 0.4 0.3 I� 0.2 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph 3. Using the runoff coefficient found in step 2, determine 85th percentile unit storage volume (V ) using Figure 2 (created in step 1). 4. Determine the design storage volume (VBMp). This is the volume to be used in the design of selected BMPs presented in this handbook. �7 �3 1.00 - 0.90 = 0.80 2 0.70 ....... a. 0.60 r 0.40 o a 0.20 `. 0.10 - -- -- 0.00 0% 10 20 30 40 50 60 70 80 90 100 % Im pervious Figure 1. Impervious —Coefficient Curve (WEF/ASCE Method) Imperviousness is the decimal fraction of the total catchment covered by the sum of roads,parking lots, sidewalks,rooftops,and other impermeable surfaces of an urban landscape- 5 Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: HECTOR CORREA Company: Date: Project: PA 05-05-0096 Location: 1. Determine Impervious Percentage a. Determine total tributary area 0.15 acres (1) b. Determine Impervious % i = n an % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = 0.75 (4) c. C Soil Runoff Coefficient C� _ (5) d. D Soil Runoff Coefficient Ca = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = A. = (7) b. Area of B Soil / (1) = Ab = 1 (8) c. Area of C Soil / (1) = A. = (9) d. Area of D Soil / (1) = Ae = (10) 4. Determine Runoff Coefficient a. C = (3)x(7)+ (4)x(8) + (5)x(9) + (6)x(10) = C = o.7 s (11) 0.75 x 0_2 x 0.15=0.02 5. Determine BMP Design flow ff3 a. QBMP= CxlxA= (11)x0.2x (1) QBMP 2 s (12) 10 Design Procedure Form for Grassed Swale Worksheet 9 HECTOR CORREA Designer: HLC CIVIL ENGINEERING Company: FEB. 14, 2007 Date: PA 05-0096 Project: Location: } 1. Determine Design Flow QBMP - © Z cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b = 2 ft b. Side slope (z) z = 3 c. Flow direction slope (s) s = 1 % 3. Design flow velocity (Manning n = 0.2) V = 0.12 ft/s 4. Depth of flow (D) D = 0.07 ft 5. Design Length (L) 7 x 0.12 x 60=50 LF L = (7 min) x (flow velocity, ft/sec) x 60 L = ft 6. Vegetation (describe) 8. Outflow Collection (check type used or x Grated Inlet' describe "other") Infiltration Trench Underdrain Other Notes: 55 • HYDRAULIC-ELEMENTS== I==PROGRAM-PACKAGE------------===== ====_________—_---- - - __---- «««««««««««««««G«««<»»»»»»»»»»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software [AES] ---------------------------------------------------------------------------- «««««««««««««««««««»»»»>'»y»»»»»>»»»»»»»> Advanced Engineering Software [AES] SERIAL No. I0612I VER. 2.3C RELEASE DATE: 2/20/86 ++*+**+*+*DESCRIPTION OF ' GILCHRIST IT. NO. 3 + ****+*xxxxx*xxxx+x+++++x+*+*+*++*xxxxx*xxxxxxxxxxx+xxxx+x+xxxxx++++x+xxxx*x+ +++*+*++x+xxxxxxxxxxx+++++*+++++xx*+xxxxxxxxxxxxxxxxxxx++++++++++++*x*xxx+xx »»CHANNEL INPUT INFORMATION«« CHANNEL Z(HORIZONTAL/VERTICAL( = 3.00 BASEWIDTH(FEET) - 2.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .010000 UNIFORM FLOW(CFS) _ .02 . -- -MANNING--FRICTION-FACTOR - --.2000- -- ------------------------------------ NORMAL-DEPTH FLOW INFORMATION: ^^// ---------------------- --_-------------------_--- »»> NORMAL DEPTH(FEET) _ .07 -- -- FLOW TOP- WIDTH(FEET) = 2.45 FLOW AREA(SQUARE FEET) _ .17 HYDRAULIC DEPTH(FEET) _ .07 / FLOW AVERAGE VELOCITY(FEET/SEC.) _ .12 V UNIFORM FROUDE NUMBER = .082 PRESSURE + MOMENTUM(POUNDS) _ .38 AVERAGED VELOCITY HEAD(FEET) _ .000 SPECIFIC ENERGY(FEET) _ .075 CRITICAL DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 2.09 CRITICAL FLOW AREA(SQUARE FEET) _ .03 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .02 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) _ .63 CRITICAL DEPTH(FEET) - .02 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .04 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .006 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .022 • . Table 4. Runoff Coefficients for an Intensity 0 2 m/hr for Urban Soil Types* Impemois %A aAS BSo�i C $oiI fSoil ` Y -69 t21� 7�5� 0 Natural 0.06 0.14 0.23 0.28 5 0.10 0.18 0.26 0.31 10 0.14 0.22 0.29 0.34 15 0.19 0.26 0.33 0.37 20 1-Acre 0.23 0.30 0.36 1 0.40 25 0.27 0.33 0.39 0.43 30 0.31 0.37 0.43 0.47 35 0.35 0.41 0.46 0.50 40 1/2-Acre 0.40 0.45 0.50 0.53 45 0.44 0.48 0.53 0.56 50 1/4-Acre 0.48 0.52 0.56 0.59 55 0.52 0.56 0.60 0.62 60 0.56 0.60 0.63 0.65 65 Condominiums 0.61 0.64 0.66 0.68 70 0.65 0.67 0.70 0.71 75 Mobilehomes 0.69 0.71 0.73 0.74 80 (Apartments) 0.73 5 0.77 0.78 85 0.77 0.80 0.81 90 Commercial 0.82 0.82 0.83 0.84 95 0.86 0.86 0.87 0.87 100 0.90 0.90 0.90 0.90 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual • 9 Appendix G AGREEMENTS - COVENANT AND AGREEMENT • Recorded at the request of: City of Temecula After recording, return to: City of Temecula City Clerk COVENANT AND AGREEMENT WATER QUALITY MANAGEMENT PLAN AND URBAN RUNOFF BMP TRANSFER, ACCESS AND MAINTENANCE AGREEMENT OWNER: ROBERT GILCHRIST PROPERTY ADDRESS: Temecula, CA 92590 APN: 909-310-002, 909-310-003, 909-310-004, 909-310-005 THIS AGREEMENT is made and entered into in Temecula California, this day of by and Between ROBERT GILCHRIST herein after referred to as "Owner' and the CITY OF TEMECULA a municipal corporation, located in the County of Riverside, State of California hereinafter referred to as" CITY" WHEREAS, the Owner owns real property ("Property") in the City of Temecula County of Riverside, State of California, more specifically described in Exhibit "A" is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project known as WINCHESTER GILCHRIST, PARCELS 2 through 5 OF PM21383 within the Property described herein, the City required the project to employ Best Management Practices, hereinafter referred to as "BMPs," to minimize pollutants in urban runoff; Page I WHEREAS, the Owner has chosen to install and/or implement BMPs as described in the Water Quality Management Plan, on file with the City, hereinafter referred to as "WQMP", to minimize pollutants in urban runoff and to minimize other adverse impacts of urban runoff; WHEREAS, said WQMP has been certified by the Owner and reviewed and approved by the City; WHEREAS, said BMPs, with installation and/or implementation on private property and draining only private property, are part of a private facility with all maintenance or replacement, therefore, the sole responsibility of the Owner in accordance with the terms of this Agreement, WHEREAS, the Owner is aware that periodic and continuous maintenance, including, but not necessarily limited to, filter material replacement and sediment removal, is required to assure peak performance of all BMPs in the WQMP and that, furthermore, such maintenance activity will require compliance with all Local, State, or Federal laws and regulations, including those pertaining to confined space and waste disposal methods, in effect at the time such maintenance occurs; NOW THEREFORE, it is mutually stipulated and agreed as follows: 1. Owner hereby provides the City or City's designee complete access, of any duration, to the BMPs and their immediate vicinity at any time, upon reasonable notice, or in the event of emergency, as determined by City's Director of Public Works no advance notice, for the purpose of inspection, sampling, testing of the Device, and in case of emergency, to undertake all necessary repairs or other preventative measures at owner's expense as provided in paragraph 3 below. City shall make every effort at all times to minimize or avoid interference with Owners use of the Property. 2. Owner shall use its best efforts diligently to maintain all BMPs in a manner assuring peak performance at all times. All reasonable precautions shall be exercised by Owner and Owner's representative or contractor in the removal and extraction 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. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the material(s) removed, the quantity, and disposal destination. 3. In the event Owner, or its successors or assigns, fails to accomplish the necessary maintenance contemplated by this Agreement, within five (5) days of being given written notice by the City, the City is hereby authorized to cause any maintenance necessary to be done and charge the entire cost and expense to the Owner or Owner's successors or assigns, including administrative costs, attorneys fees and interest thereon at the maximum rate authorized by the Civil Code from the date of the notice of expense until paid in full. 4. The City may require the owner to post security in form and for a time period satisfactory to the city to guarantee the performance of the obligations state herein. Should the Owner fail to perform the obligations under the Agreement, the City may, in the case of a cash bond, act for the Owner using the proceeds from it, or in the case of a surety bond, require the sureties to perform the obligations of the Agreement. As an additional remedy, the Director may withdraw any previous Urban Runoff-related approval with respect to the property on which BMPs have been installed and/or Page 2 implemented until such time as Owner repays to City its reasonable costs incurred in accordance with paragraph 3 above. 5. 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 all successors and assigns of the title to said Property of the obligation herein set forth, and also a lien in such amount as will fully reimburse the City, including interest as herein above set forth, subject to foreclosure in event of default in payment. 6. In event of legal action occasioned by any default or action of the Owner, or its successors or assigns, then the Owner and its successors or assigns agree(s) to pay all costs incurred by the City in enforcing the .terms of this Agreement, including reasonable attorney's fees and costs, and that the same shall become a part of the lien against said Property. 7. It is the intent of the parties hereto that burdens and benefits herein undertaken shall constitute covenants that run with said Property and constitute a lien there against. 8. The obligations herein undertaken shall be binding upon the heirs, successors, executors, administrators and assigns of the parties hereto. The term "Owner" shall include not only the present Owner, but also its heirs, successors, executors, administrators, and assigns. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement. Owner shall provide such notice prior to such successor obtaining an interest in all or part of the Property. Owner shall provide a copy of such notice to the City at the same time such notice is provided to the successor. 9. Time is of the essence in the performance of this Agreement. 10. Any notice to a party required or called for in this Agreement shall be served in person, or by deposit in the U.S. Mail, first class postage prepaid, to the address set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two (72) hours after deposit in the U.S. Mail, whichever is earlier. A party may change a notice address only by providing written notice thereof to the other party. Page 3 • IF TO CITY: IF TO OWNER: IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. APPROVED AS TO FORM: OWNER: City Attorney Name CITY OF TEMECULA Title . Name Name Title Title ATTEST: City Clerk Date NOTARIES ON FOLLOWING PAGE • Page 4 • EXHIBT A LEGAL DESCRIPTION Being Parcels 2 through 5 inclusive of Parcel Map 21383 recorded in Book 167, Pages 18 through 25 inclusive of Parcel Maps, Records of Riverside County, California, lying within the City of Temecula, County of Riverside, State of California_ Page 5 Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT- SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS A PHASE 1 ENVIORNMENTAL SITE ASSESSMENT WAS NOT PERFORMED ON THIS PROPERTY • •