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HomeMy WebLinkAboutBook 15 Page 726 Lot 11-16 WQMP Truax Building Project Specific Water Quality Management Plan For: THE TRUAX BUILDING 41923 Second St. DEVELOPMENT NO. LOTS 11-16, BLOCK 18 OF MB15/726 DESIGN REVIEW NO. PA08-0008 Prepared for: SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41923 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax Prepared by: HECTOR CORREA, PRINCIPAL HLC CIVIL ENGINEERING 28465 Old Town Front Street, Suite 315 Temecula, CA 92590 Telephone: 951.506.4869 WQMP Preparation/Revision Date:July 15,2009 WATER QUALITY MANAGEMENT PLAN CHECKLIST Public Works Department NPDES Program 43200 Business Park Drive, Temecula, CA. \Six„ 14tlV'• '. 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 I. Watershed and Sub-Watershed: Santa Margarita River and MURRIETA CREEK Section II. Land-Use Category(from Initial Checklist): RETAIUCOMMERCIAL&OFFICE Section 111. Pollutants(expected and potential): SEDIMENT/TURBIDITY, NUTRIENTS,TRASH & DEBRIS, OXYGEN DEMANDING SUBSTANCES, BACTERIA&VIRUSES,OIL, GREASE AND PESTICIDES. Section IV. Exemption Category(A, B, C, or Not Exempt): CONDITION C Section V. Treatment BMP Category(ies): CONTECH STORMFILTER CATCH BASIN Section VI. Party(ies) responsible for BMP maintenance: PROPERTY OWNER Section VIL Funding source(s) for BMP maintenance: PROPERTY 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 V II must be accompanied by notarized proof demonstrating the funding mechanism(s) proposed(i.e. Assessments, Homeowner Association, Property Management, etc.) for the BMP maintenance. Pagel of 5 \111 1 WATER QUALITY MANAGEMENT PLAN CHECKLIST y Public Works Department NPDES Program 43200 Business Park Drive, Temecula, CA. Requirement Satisfied? WQMP REQUIREMENT Yes No I Not Applicable Title Page Name of project with Tract,Parcel, or other I.D.number 0 0 0 Owner/Developer name,address&telephone number 0 0 0 Consulting/Engineering firm,address&phone number 0 0 0 Pre arer's Registered Professional Engineers' Stamp and Signature 0 0 0 Date WQMP was prepared 0 0 0 Owner's Certification Signed certification statement 0 0 0 Table of Contents Complete and includes all figures, Appendices A-H ,and design worksheets 0 0 0 Section I. Project Description in narrative form Project location 0 0 0 Project size to the nearest 1/10 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 11, 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 I Site Assessment or summaries of assessment or remediation(Appendix H 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 im airments Page 2 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 Section Ill. Pollutants of Concern(in narrative form) Potential and expected pollutants from the proposed project QQ Q Q 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 Q Q 0 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- Q Q Q year,24-hour rainfall event is included Section V.Best Management Practices V1. Site Design BMPs Table 1. Site Design BMPs is complete Q O O Narrative describing the site design BMPs proposed for the project Q O O Narrative describing the site design BMPs that were not applicable and why they O O Q cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, Q p Q inspection criteria,and the responsible entity or party Site Design BMPs shown on the WQMP Site Plan(Appendix B) G) O O V2. Source Control BMPs Table 2. Source Control BMPs is complete Q Q Q Narrative describing the source control BMPs proposed for the project QQ O 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 p Q inspection criteria,and the responsible entity or party Structural source control BMPs shown on the WQMP Site Plan(Appendix B) Q O Q Copies of Educational Materials(Appendix D) Q 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 `tI` a 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) Q Q 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) G) O O V4. Fquivalent Treatment Control Alternatives Narrative describing equivalent treatment control alternatives O O 0 Calculations for Equivalent Treatment Control Alternatives(Appendix F) O O Q V5. 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 V1.Operation and Maintenance(0&" Responsibility for Treatment Control BMPs BMPs requiring O&M are identified 0 Q Q Description of O&M activities, the O&M process, and the handling and placement of O O O any wastes BMP start-up dates Q O 0 Schedule of the frequency of O&M for each BMP 0 O O Parties responsible for O&M 0 O O Notarized proof of the entities responsible for O&M(Appendix G) Q O O Inspection and record-keeping requirements for BMPs including responsible parties. Q O 0 Description of water quality monitoring,if required O O Section VII. Funding Notarized proof of the funding source(s)for the O&M of each Treatment Control BMP O Q 0 Appendix A (Section 1) Complete copy of the final Municipal Conditions of Approval O Q Q Appendix B (Sectionsl and V) Vicinity Map identifying the project site and surrounding planning areas I G Q O Page 4 of 5 1's( to. WATER QUALITY MANAGEMENT PLAN CHECKLIST Public Works Department NPDES Program 43200 Business Park Drive, Temecula, CA. 1989 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 0 BMPs. Landscaped areas. 0 0 0 Paved areas and intended uses. 0 0 0 Number and type of structures and intended uses. (ie: buildings,tenant spaces, O O 0 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 0 0 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 0 drainage facilities should be clearly differentiated.) Receiving Waters locations that the project directly or indirectly discharges into. 0 0 0 Discharge points where onsite or tributary offsite flows exit the site. Q 0 0 Proposed drainage areas boundaries, including tributary offsite areas,for each O O 0 location where flows exit the site. (Each tributary area should be clearly denoted.) Pre-and post-project topography. 0 0 0 Appendix C (Section IV) Supporting engineering studies, calculations,reports,etc. 0' 0 0 Appendix D (Section V) Educational materials proposed in implementing the project-specific WQMP 0 0 Appendix E (Sections II and V) Summary of Soils Report information if infiltration BMPs are proposed 0 0 0 Appendix F (Section V) Treatment Control BMP sizing calculations and design details 0' 0 0 Appendix G (Sections I and VI) CC&Rs,Covenant and Agreements,or other mechanisms used to ensure the ongoing 0' 0 0 operation,maintenance,funding, and transfer of the WQMP requirements Appendix H (Section IIj . Summary of Environmental Site Assessment, Remediation,and Use Restrictions. 0 0 0 (End of Checklist) Page 5 of 5 ACTIVITY NO.: LD09-005GR DUE DATE: 7/30/2009 COMMUNITY DEVELOPMENT DEPARTMENT LAND DEVELOPMENT DIVISION Is` PLAN CHECK TRANSMITTAL TO: NPDES - Aldo Licitra, Associate Engineer (NPDES) DATE TRANSMITTED: Thursday, July 16, 2009 LOCATION: MB 15/726 Block 18 - Lot 11-16 I TYPE OF PLAN: Truax Building - WQMP PLANNING APPLICATION NO.: PA08-0008 RETURN COMMENTS TO: Rene Martinez Jr., Community Development Technician CLEARED NOT CLEARED COMMENTS: SIGNED: „• DATE: 704242/ tIq w .. R:WARTIN=\Engineering Tech Folder\Forms\Department Clearance Form Project Specific Water Quality Management Plan For: THE TRUAX BUILDING 41923 Second St. DEVELOPMENT NO. LOTS 11-16, BLOCK 18 OF MB15/726 DESIGN REVIEW NO. PA08-0008 Prepared for: SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41923 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax Prepared by: HECTOR CORREA, PRINCIPAL HLC CIVIL ENGINEERING 28465 Old Town Front Street, Suite 315 Temecula, CA 92590 Telephone: 951.506.4869 • WQMP Preparation/Revision Date:July 15,2009 Water Quality Management Plan (WQMP) THE TRUAX BUILDING ENGINEER'S CERTIFICATION "1 certify under a penalty of law that this document and all attachments and appendices were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. HECT . CORREADate O Q0.0fESS10Nq� Q� fy HECTOR cy\ LUCID CORREA • No. 363C6 CIVIL ENGINEERING o Of �Euw,\ • Water Quality Management Plan (WQMP) THE TRUAX BUILDING • OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: The Truax Building by HLC CIVIL ENGINEERING for the project known as The Truax Building at 41923 Second Street, Temecula CA. This WQMP is intended to comply with the requirements of City of Temecula for Lots I 1-16, Block 18 of MB 15/726, which includes the requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation 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. • "1, the undersigned, certify under penalty of taw that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." wner's Signature / Date Al nnail-1+ �- /L— - Owner's Printed Name Owner's TifTefPosition SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax • (�(2 ACKNOWLEDGMENT State of California County of On before me, 7 � �1,,e insert name and title of the officer) I personally appeared Who proved to me on the basis of satisfactory evidence to be the person(s) whose name(sY�Is re subscribed to the within instrument and acknowledged to me that L�0/sWthey, executed the same in ffi,§ eath& authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. • I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. MAR*HEUOM COMMUOn 0 1632411 Notary Kzk -cdftmNa R1v9r3id9 COUVy MV COmm.ExPlm ion 17,2010 Signature (Seal) Water Quality Management Plan (WQMP) THE TRUAX BUILDING Contents Section Page I PROJECT DESCRIPTION A-1 II SITE CHARACTERIZATION A-5 III POLLUTANTS of CONCERN A-7 IV HYDROLOGIC CONDITIONS OF CONCERN A-9 V BEST MANAGEMENT PRACTICES A-10 V.1 Site Design BMPs A-10 V.2 Source Control BMPs A-14 V.3 Treatment Control BMPs A-18 VA Equivalent Treatment Control Alternatives A-21 V.5 Regionally-Based Treatment Control BMPs A-21 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs A-22 VII FUNDING A-24 • APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP,WQMP SITE PLAN,AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RFLATFI)TO HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS— CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION,MAINTENANCE,FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP H. PHASE I ENVIRONMENTAL- SETS ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS • A-i Water Quality Management Plan (WQMP) THE TRUAX BUILDING • I. Project Description Instructions: The project description shall be completely and accurately described in narrative form. In the field provided on page A-3, describe and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be described and/or addressed in the "Project Description" section of the project-specific WQMP: ■ Project owner and WQMP preparer, ■ Project location; ■ Project size; ■ Standard Industrial Classification(SIC), if applicable; ■ Location of facilities; ■ Activities and location of activities; ■ Materials Storage and Delivery Areas; ■ Wastes generated by project activities. • Project Owner: SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41923 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax WQMP Preparer: Hector Correa, RCE HLC Civil Engineering 28465 Old Town Front Street Suite 315 Temecula, CA 92590 (951) 506-4869 voice (951) 506-4979 fax Contact: Elector Correa A-1 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • Project Site Address: 41915 Second St., Temecula, CA 92591 Planning Area/Community Name/ Development Name: The Truax Building APN Number(s): 922-243-012 & 922-243-017 Thomas Bros. Map: Page 978, Gride H-1, 2006 Project Watershed: Santa Margarita River,( Hydrologic Unit 902) Sub-watershed: Murrieta Creek (HAS 902.32) Project Site Size: 0.51 AC gross and net disturbed area Standard Industrial Classification (SIC) Code: At this time, uses are not known. Anticipated uses are general office and retail commercial. 5399 Miscellaneous General Merchandise Stores Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y ❑ N RESPONSIBLE PARTY: SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner • 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed Y ❑ N® Alteration Agreement State Water Resources Control Board, Clean Water Act Y❑ N® (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit Y ❑ N® US Fish and Wildlife, Endangered Species Act section 7 Y ❑ N® biological opinion Other (please list in the space below as required) SWRCB General Construction Permit Y ❑ N® City of Temecula Y ® No • Riverside County Flood Control Y ❑ N® A-2 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • PROJECT DESCRIPTION: The proposed project is a redevelopment of an existing boat repair facility that will replace the existing one story building with a four story commercial/office. The new building foot print will be approximately 19,250 square feet with 2,505 square feet of hardscape and 460 square feet of landscape. LOCATION OF NEW FACILITIES The building will cover most of the property with hardscape and small landscape islands provided on the northwesterly and southwesterly boundaries. PROPOSED ACTIVITIES AT THESE FACILITIES: The activities associated with this development are general office and retail commercial SPECIFIC LOCATION OF ACTIVITIES All activities will be located within the building structure. LOCATION OF MATERIALS STORAGE Material deliveries will consist of office supplies and will be delivered in loading area provided at the southwesterly corner of the site adjacent access from Second Street. Outdoor storage is not proposed. • LOCATION OF LOADING AND UNLOADING AREAS Material deliveries will consist of office supplies and will be delivered in loading area provided at the southwesterly comer of the site adjacent to Second Street. Outdoor storage is not proposed. ACIVITY SPECIFIC WASTES GENERATED: General office and retail commercial waste will be generated on-site. The project will have one trash facility located within the building to service the site. Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP shall include: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co-Permittee base mapping; and 2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: ■ Location and identification of all structural BMPs, including Treatment Control BMPs. ■ Landscaped areas. ■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks,patios, tennis courts, etc.). • ■ Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools,recreation facilities, tot lots, etc.). A-3 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • ■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation. ■ Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated. ■ Location(s) of Receiving Waters to which the project directly or indirectly discharges. ■ Location of points where onsite (or tributary offsite) flows exits the property/project site. ■ Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site. Each tributary area should be clearly denoted. ■ Pre- and post-project topography. Appendix G of this project-specific WQMP shall include copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. • • A-4 Water Quality Management Plan (WQMP) THE TRUAX BUILDING IL Site Characterization Land Use Designation or Zoning: Community Commercial Current Property Use: Existing Boat Repair Facility Proposed Property Use: General Office and Commercial Availability of Soils Report: Y ® N ❑ Note:A soils report is required if infiltration BMps are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y ❑ N ® Note: If prepared, attached remediation summary and use restrictions in Appendix H. Receiving Waters for Urban Runoff from Site Instructions: On the following page, list in order of upstream to downstream, the receiving waters that the project is tributary to. Continue to fill each row with the receiving water's 303(d) listed impairments, designated beneficial uses, and proximity,if any,to a RARE beneficial use. A-5 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Designated Beneficial Uses Proximity to RARE Impairments Beneficial Use murrieta creek PHOSPHORUS MUN AGR IND PROC, GWR HU 2.32,2.52 NITROGEN, IRON,MANGANESE REC1, REC2, WARM, WILD Approximately /z Mile SANTA MARGARITA RIVER PHOSPHORUS MUN, AGR, IND, REC1, REC2, Approximately 3.5 Miles HU2.22 WARM, COLD, WILD, RARE SANTA MARGARITA MUN, AGR, IND, REC1, REC2, RIVER PHOSPHORUS Approximately 11 Miles HU 2.21 WARM, COLD, WILD, RARE SANTA MARGARITA MUN, AGR, IND PROC, REC1 RIVER None REC2, WARM, COLD, WILD, RARE Approximately 18 Miles HU 2.13 SANTA MARGARITA MUN, AGR IND REC1, REC2 RIVER NoneApproximately 21 Miles HU 2.12 WARM, COLD, WILD, RARE SANTA MARGARITA MUN, AGR, IND, PROC, RECl, RIVER None REC2, WARM, COLD, WILD, RARE Approximately 26 Miles HU 2.11 SANTA MARGARITA REC1, REC2, EST, WILD, RARE, RIVER LAGOON EUTROPHIC Approximately 29 Miles • HU 2.2.11 MAR, MIGR, SPWN IND, NAV, RECI, REC2, COMM, BIOL, PACIFIC OCEAN None WILD RARE MAR, AQUA. MIGR, SPWN, Approximately 29 Miles SHELL • A-6 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table that associates typical potential pollutants with types of development (land use). It should be noted that at the Co- Permittees discretion, the Co-Permittees may also accept updated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or other commonly accepted agencies/associations acceptable to the Co-Permittee for determination of Pollutants of Concern associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure to Urban Runoff must be addressed in project-specific WQMPs. The Co-Penrittee may also require specific pollutants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project proponent preparing a project-specific WQMP shall, at a minimum, do the following: 1. For each of the proposed project discharge points, identify the proximate Receiving Water for each discharge point, using hydrologic unit basin numbers as identified in the most recent version of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region. 2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act Section 303(d) list of impaired water bodies, which can be found at website www.swrcb.ca.gov/tmdl/303d_lists.litml. List all pollutants for which the proximate Receiving Waters • are impaired. 3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the potential pollutants to be generated by the project. Urban Runoff Pollutants: Parking lot will be used as the polluntan category for this WQMP as such, the pollutants associated with parking lots are listed below. • A-7 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Item #1 Addressed in Section 11, Receiving Water table. Item #2 Addressed in Section 11, Receiving Water table. Item#3 Parking Lots will be used as the pollutant category of this WQMP. As such, the pollutant associated with parking lots are listed below. POLLUTANTS POTENTIAL 303(d) EXPECTED POTENTIAL SOURCE LISTING SEDIMENT/TURBIDITY ROOF/ LANDSCAPE NUTRIENTS LANDSCAPE X ORGANIC COMPOUNDS LANDSCAPE/ROOF TRASH &DEBRIS VISITORS/EMPLOYEE OXYGEN DEMANDING LANDSCAPE SUBSTANCES PATHOGENS ( GARSAG/ROOF • OILS &GREASE BACTERIA&VIRUSES) LOADING ZONE PESTICIDES LANDSCAPE METALS ROOF X Pollutants of concern: Murrieta Creek is listed on 2006 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired by Phosphorus,Nitrogen, Iron, and Manganese. As such, these pollutants are the Pollutants of Concern for this Project. Legacy Pollutants: The project site has been a boat repair facility for several years and prior to that was commercial use. As such past pollutants of oil and grease spills may have occurred. • A-8 Water Quality Management Plan (WQMP) THE TRUAX BUILDING 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; stone flows could fill this sediment-carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre-development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions are met: ■ Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Permittee. ■ Condition B: The project disturbs less than I acre. The disturbed area calculation should include all disturbances associated with larger plans of development. ■ Condition C: The project's runoff flow rate, volume, velocity and duration for the post-development condition do not exceed the pre-development condition for the 2-year, 24-hour and 10-year 24-hour • rainfall events. This condition can be achieved by minimizing impervious area on a site and incorporating other site-design concepts that mimic pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co-Permittee. This Project meets the following condition: This project meet conditon B Supporting engineering studies, calculations, and reports are included in Appendix C. CONCENTRATION POINT 1 2 year—24 hour 10 year-24 hour 100 year—24 hour Precondition Post- Precondition Post- Precondition Post- condition condition condition Discharge(cfs) .17 0.17 0.23 0.23 0.32 0.32 Velocity(fps) 1.18 1.18 1.14 1.14 1.24 1.24 Volume(Acre) 0.0004 0.001 0.0005 0.002 0.001 0.003 Duration (minutes) 4.8 4.8 4.8 4.8 4.8 4.8 • A-9 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • V. Best Management Practices VA SITE DESIGN BMPs Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize Impervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas(DCIAs) The project proponent should identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. Instructions: Infield below,provide narrative describing which site design concepts were incorporated Into project plans.If the project proponent implements a Co-Permittee approved alternative or equally-effective Site Design BMP not specifically described below, the Site Design BMP checkbox in Table 1 should be marked and an additional description indicating the nature of the BMP and how it addresses the Site Design concept should be provided. Continue with completion of Table 1. Note: The Co-Permtttees general plan or other land use regulations/documents may require several measures that are effectively site design BMPs tsuch as minimization of directly connected impervious areas and/or setbacks from natural stream courses). The Project Proponent should work with Co-Permittee staff to determine if those requirements may be interpreted as site design BMPs for use in this table/narrative. See Section 4.5.1 of due WQMP for additional guidance on Site Design BMPs. Following Table 1: if a particular Site Design BMP concept is found to be not applicable, please provide a brief explanation as to why the concept cannot be implemented. Also include descriptions explaining how each included BMP will be implemented. In those areas where Site Design BIVIPS require ongoing maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection shall be described. The location of each Site Design BMP must also be shown on the WQMP Site Plan included in Appendix B. PROPOSED PROJECT BMPS This Project will include "Contech -3 Cartridge Stormfilter" which will collect and filter all roof drain storm flows prior to discharging flow to adjacent street. • A-10 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • Table 1. Site Design BMPs Included Design Technique Specific BMP Yes No N/A Concept Maximize the permeable area (See Section 4.5.1 of the WQMP). Comment: ❑ ❑ Proposed building covers the entire property. Incorporate landscaped buffer areas between sidewalks and streets. Comment: ❑ ❑ Street is existing and building covers entire site. Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. ❑ ❑ Comment: ^� None existing. Minimize Use natural drainage systems. 0 U Comment: ❑ ❑ � Urban None existing. .y d a Runoff Where soils conditions are suitable, use perforated pipe a or gravel filtration pits for low flow infiltration. y ❑ ❑ Comment: Infiltration is not suitable for this project. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration consistent with vector control objectives. Comment: ❑ ❑ Infiltration is not suitable for this project. Other comparable and equally effective site design concepts as approved by the Co-Permittee(Note: Additional narrative required to describe BMP and how it addresses Site Design concept). ❑ ❑ Comment: None proposed. • A-11 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Table 1. Site Design BMPs(Cont.) Included Design Conce Technique Specific BMP Yes No NIA t Maximize the permeable area (See Section 4.5.1 of the WQMP). ❑ ❑ Construct walkways, trails, patios, overflow parking lots, alleys, driveways, low-traffic streets and other low-traffic areas with open-jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular ❑ Elmaterials. N Comment: Infiltration is not suitable for this project. Minimize o Construct streets, sidewalks and parking lot aisles to the minimum U widths necessary, provided that public safety and a walk able Z Impervious environment for pedestrians are not compromised. ❑ ❑ O Footprint Public improvements I'm rovements are set by City Public Works Department 12 coReduce widths of street where off-street parking is available. Comment: ❑ ❑ . Public improvements are set by City Public Works Department. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. ❑ ❑ Comment: Infiltration is not suitable for this project. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). ❑ ❑ Comment: None Proposed. eq Conserve natural areas(See WQMP Section 4.5.1). Comment: El El o Conserve None existing adjacent to project. V Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting Natural additional native or drought tolerant trees and large shrubs. ❑ ❑ d Areas Comment: None existing adjacent to project. y Use natural drainage systems. Comment: El ElNone existing adjacent to project. Other comparable and equally effective site design concepts as • approved by the Co-Permittee (Note: Additional narrative required ❑ ® ❑ describing BMP and how it addresses Site Design concept). A-12 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Table 1. Site Design BMPs(Cont.) Included Design Technique Specific BMP Yes No N/A Concept Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer areas, where feasible. ❑ ❑ Comment: Infiltration is not suitable for this project. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. ❑ ElComment: Infiltration is not suitable for this project. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined swales. El ElComment: Draining to infiltration swale. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. ❑ ❑ Comment: Infiltration is not suitable for this project. Urban curb/swale system: street slopes to curb; periodic swale inlets drain to vegetated swale/boiler. El ElMinimize Comment: Infiltration is not suitable for this project. • N Directly Dual drainage system: First flush captured in street catch basins e and discharged to adjacent vegetated swale or gravel shoulder, high 0 connected flows connect directly to MS4s. ❑ ❑ C: Comment: Impervious Infiltration is not suitable for this project. ODesign driveways with shared access, flared (single lane at street) Areas or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. ❑ ❑ H Comment: DCIas) Draining to infiltration swale. Uncovered temporary or guest parking on private residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. ❑ ❑ Comment: Not a residential project. Where landscaping is proposed in parking areas, incorporate landscape areas into the drainage design. ❑ ElComment: Infiltration is not suitable for this project. Overflow parking (parking stalls provided in excess of the Co- Permittee's minimum parking requirements) may be constructed with permeable paving. ❑ ❑ 11 Comment: Overflow parking is not a part of project. Other comparable and equally effective design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). ® ❑ ❑ • Comment: Roof Drains to discharge into "Contech catch basin Storm alter" A-13 Water Quality Management Plan (WQMP) THE TRUAX BUILDING V.2 SOURCE CONTROL BMPS Instructions: Complete Table 2. Table 2.Source Control BMPS BMP Name Check One If not applicable,state Not Included Applicable brief reason Education for Property Owners,Operators,Tenants,Occupants, ® ❑ or Employees Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance ® ❑ Common Area Litter Control ® ❑ Street Sweeping Private Streets and Parking Lots ❑ ® Not a part of project Drainage Facility Inspection and Maintenance ® ❑ IStructuial Source control BMPS MS4 Stenciling and Si na e ® ❑ Landscape and Irrigation System Design ® ❑ Protect Slopes and Channels ❑ ® Not a part of pro'act Provide Community Car Wash Racks ❑ ® Not a part of project Properly Design: ❑ ® Not part of project Fueling Areas ❑ ❑ Not a part of project • Air/Water Supply Area Drainage ❑ ® Not a part of project Trash Storage Areas ® ❑ Not a part of project Loading Docks ❑ ® Not pan of project Maintenance Bays ❑ ® Not a part of project Vehicle and Equipment Wash Areas ❑ ® Not a part of project Outdoor Material Storage Areas ❑ ® Not a part of project Outdoor Work Areas or Processing Areas ❑ ® Not a art of project Provide Wash Water Controls for Food Preparation Areas ❑ ® Not a part of project Instructions: Provide narrative below describing how each included BMP will be unplemenied, the implementation frequency, inspection and maintenance frequency, inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection. The location of each structural BMP must also be shown on the WQMP Site Plan included in Appendix B. • A-14 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • ACTIVITY FREQUENCY RESPONSIBLE PARTY NON-STRUCTURAL SOURCE CONTROLS Education Provide at occupancy, within 3 months Property Owner for new hires, and annually for existing employees Activity Restrictions Daily Property Owner Landscape Maintenance Bi-weekly Property Owner Litter Control Daily Property Owner Drainage Facility Inspection Monthly Property Owner and Maintenance STRUCTURAL SOURCE . CONTROLS ' • Stenciling and Signage Bi-annually Property Owner Irrigation System Same as landscape maintenance Property Owner Maintenance Trash Storage Areas Daily Property Owner PROPOSED NON-STRUCTURAL SOURCE CONTROL Bimps Education for Employees &Contractors: The Developer will distribute to employees &Landscape Contractors, a public education program on the use of pesticides, herbicides, fertilizers, proper disposal of wastes, and other storm water pollution prevention measures. Employees & Landscape Contractors will sign a form acknowledging receipt of the storm water pollution prevention materials, (See Appendix D). An Education log will be kept showing that they have received the information. The log will be kept herein in Appendix D. • Training will be provided within 30 days of signing rental agreement with on going training at no less than 90- day intervals. The tenant will be provided with pamphlets provided by the Property Owner. Activity Restrictions: A-15 Water Quality Management Plan (WQMP) THE TRUAX BUILDING At a minimum, Rental Agreement 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. Irrigation System and Landscape Maintenance 1 Pesticides, fertilizers and other chemical products shall be used in accordance with applicable federal, state, and local laws and regulations. 2 Pesticides, fertilizers and other chemical products shall be stored in closed, labeled containers, under cover and off the ground. 3 Landscaping waste shall be properly disposed by at an approved composting location or permitted landfill. 4 Stockpiles shall be placed away from watercourses, and covered to prevent the release 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. 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. I 1 Irrigation system maintenance will be conducted weekly to detect overspray, broken sprinkler heads, and other system failures. 12 The frequency of irrigation is anticipated to be daily during summer months and bi-daily during the rest of the year. Inspection & Maintenance Frequency will be conducted weekly • Property Owner Association will be responsible for implementation, maintenance, inspection and funding. Common Area Litter Control Property Manager will hire grounds keeper to inspect and collect all litter on a daily schedule. A-16 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Drainage Facility Inspection and Maintenance All drainage facilities will be inspected monthly and after each major rain storm and will be maintained by the Property Manager. PROPOSED STRUCTURAL SOURCE CONTROL BMPS Stenciling and Signage Each catch basins will be stenciled with the following prohibitive language; "NO DUMPING, DRAINS TO CREEKO Trash Storage Areas Trash enclosure is located within the building and will be inspected weekly. Washing of food preparation utensils will be prohibited. PROPOSED SOURCE CONTROL BMPS MAINTENANCE The Source Control BMP's will be installed by the project developer prior to occupancy. Long-term Maintenance and Inspection will be the responsibility of the Property Manager. Appendix D includes copies of the educational materials that will be used in implementing this project-specific WQMP. A-17 Water Quality Management Plan (WQiMP) THE TRUAX BUILDING V.3 TREATMENT CONTROL BMPS Instructions: 1. Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria [i.e., Urban Runoff quality design flow(QBMP)or the Urban Runoff quality design volume(VBMP),preliminary design calculations,for sizing BMPS, maintenance procedures, and the frequency of maintenance procedures necessary to sustain BMP effectiveness. The location of each Treatment Control BMP must also be shown as the Site Plan included in Appendix B. 2. Complete Table 3: Treatment Control BMP Selection Matrix Directions for completing Table 3: ♦ For each pollutant of concern enter 'yes"if identified using Exhibit B (Riverside County WQILIP- General Categories of Pollutants of Concern per the instructions specified in Section III of this Template), or "no"if not identified for the project. ♦ Check the boxes of selected BMPS that will be implemented for the project to address each pollutant of concern from the project as identified using Exhibit B. Treatment Control BMPS must be selected and installed with respect to identified pollutant characteristics and concentrations that will be discharged from the site, ♦ For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix,provide an explanation (in space below)of how they will be addressed by Treatment Control BMPS. 3. In addition to completing Table 3,provide detailed descriptions on the location, implementation, installation, and long-ternn O&M ofplanned Treatment Control BMPS. For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more Treatment Control BMPS of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern will be fully addressed. The Agency may require inforrnation beyond the minimum requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. Supporting engineering calculations for QBA/r and/or Vsjne, and Treatment Control BMP design details are included in Appendix F. Nate: Projects that will utilize infiltration-based Treatment Control BMPS (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPS)for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will dischluge Urban Runoff. BMP This project will include a "Contech 3-Cartridges Stormfilter" to removal sediment and associated pollutants location is shown on Exhibit A. • A-18 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(9) Manufactured/ Infiltration Basins Proprietary Vag. Swale Detention & Wet Sand Water Hydrodynamic Devices Neg. Filter Basins(2) Trenches/Porous Ponds or Filter or Quality Separator "Contech Pollutant of Concern Strips Pavement(3)(10) Wetlands Filtration Inlets Systems 3-Cartridge Stormfilter" Sediment/Turbidity HIM M HIM HIM HIM L I(L for H turbidity) M Y M N ❑ ❑ ❑ ® ❑ ❑ ❑ ❑ Nutrients L M HIM HIM LIM L L HIM Y❑ NZ ❑ ❑ ® ❑ ❑ ❑ ❑ Organic Compounds U U U U HIM L L HIM Y® N ❑ ❑ ❑ ® ❑ ❑ ❑ ❑ Trash&Debris L M U U HIM M HIM M Y® N ❑ ❑ ❑ ® ❑ ❑ ❑ ❑ Oxygen Demanding Substances L M HIM HIM HIM L L U Y❑ NZ ❑ ❑ ® ❑ ❑ ❑ ❑ ❑ Bacteria&Viruses U U HIM U HIM L L M Y® N ❑ ❑ ❑ ® ❑ ❑ ❑ ❑ Oils&Grease HIM M U U HIM M UM HIM Y® N ❑ ❑ ❑ ® ❑ ❑ ❑ ❑ ❑ Pesticides(non-soil bound) U U U U U L L U Y❑ NO ❑ ❑ ® ❑ ❑ ❑ ❑ ❑ Metals HIM M H H H L L L Y❑ NZ ❑ ❑ ® ❑ ❑ ❑ ❑ A-19 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Abbreviations: L:Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Notes: it) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales,grass strips,wetland vegetation swales,and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins,infiltration trenches,and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand 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 not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook O New Development and Redevelopment (www.cabmphandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement)must include a copy of the property/project soils report as Appendix E to the project-specific WQMP.The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. • A-20 Water Quality Management Plan (WQMP) THE TRUAX BUILDING oVA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not Applicable V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS Not Applicable 0 0 A-21 Water Quality Management Plan (WQMP) THE TRUAX BUILDING VI . Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control BMPs shall be identified in the project-specific WQMP. The project-specific WQMP shall address the following: ■ Identification of each BMP that requires O&M. ■ Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. ■ BMP start-up dates. ■ Schedule of the frequency of O&M for each BMP. ■ Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, IIOA or POA CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to guarantee perpetual O&M. The preparer of this project-specific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project-specific WQMP. ■ Self-inspections and record-keeping requirements for BMPs (review local specific requirements regarding self-inspections and/or annual reporting), including identification of responsible parties for inspection and record- keeping. ■ Thorough descriptions of water quality monitoring, if required by the Co-Permittee. Instructions: Identify below all operations and maintenance requirements, as described above, for each structural BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in Appendix G. Operation and maintenance (O&M) for all Structural Source Control and Treatment Control BMPs will be will the responsibility of the Property Owner. Treatment Control BMPs: The Property Owner will be responsible for the inspection and record keeping of O&M of this BMP. OPERATION AND MAINTENANCE COST ESTIMATE Structural Quantity Capital Annual Start-up O&m Responsible Responsible BMP Cost O&M Dates Freque funding party funding party Cost ney For For long-term installation O&M CONfECFI 8,000 During Monthl Current Current and 3-CARTRIDGE lEA $2000 Building Property Future Property STORMFILTER EA Construction y Owner Owner • A-22 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • Parties responsible for O&M The Property Owner will be responsible for the O&M of this BMP. SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax Proof of Entities Responsible For O&M 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 will be responsible for the inspection and record keeping of O&M of this BMP. • • A-23 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • VI I . Funding A finding source or sources for the O&M of each Treatment Control BMP identified in the project-specific WQMP must be identified. By certifying the project-specific WQMP,the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer O&M responsibilities is to record the project-specific WQMP against the title to the property. Maintenance funding will be provided by the Property Owner and be will be enforced by implementation of the Rental Agreement. CURRENT PROPERTY OWNER SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax • • A-24 Water Quality Management Plan (WQMP) THE TRUAX BUILDING • FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in the WQMP until the project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the O &M responsibilities to each new owner. Where the owner requires a lessee or other parry 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 owner's expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs,or from pursing remedies for the default of responsibilities as provided by the lease contract and law. The owner for The Truax Building,Lots 1 1-16, Block 18 of M B 15/726, 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. Owner's Signature Date Owner's Printed Name Owner's or cormf any Official's Title/Position • SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax • A-25 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix A Conditions of Approval Planning Commission Resolution PA 08-0008 Dated • • PC RESOLUTION NO. 08-40 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF TEMECULA APPROVING PLANNING APPLICATION NUMBER PA08-0008, A DEVELOPMENT PLAN TO CONSTRUCT A 66,075 SQUARE FOOT, FOUR- STORY BUILDING WITH HEIGHT INCREASE UP TO 66` 3" WITH PROPOSED USES TO INCLUDE FIRST FLOOR RETAIL AND OFFICES ON THE SECOND THROUGH FOURTH FLOORS AND PLANNING APPLICATION NUMBER PA08-0083, AN ASSOCIATED SIGN PROGRAM WHICH INCLUDES A VERTICAL MARQUEE, DIRECTIONAL BLADE SIGNS, WALL/FRIEZE BUILDING SIGNS, AND WINDOW SIGNS FOR THE TRUAX BUILDING LOCATED AT THE NORTHWEST CORNER OF MERCEDES AND SECOND STREETS (APNS 922-043-012 AND 922-043-017) Section 1. Procedural Findings. The Planning Commission of the City of Temecula does hereby find, determine and declare that: A. On January 14, 2008, Ms. Martina Masarani, representing Walt Allen • Architects, filed Planning Application No. PA08-0008, a Development Plan Application in a manner in accord with the City of Temecula General Plan and Development Code. B. On March 31 , 2008, Ms. Martina Masarani, representing Walt Allen Architects, filed Planning Application No. PA08-0083, Sign Program Application in a manner in accord with the City of Temecula General Plan and Development Code. C. The Applications were processed including, but not limited to a public notice, in the time and manner prescribed by State and local law. D. On July 14, 2008, the applications were reviewed by the Old Town Local Review Board. E. The Planning Commission, at a regular meeting, considered the Application and environmental review on September 17, 2008, at a duly noticed public hearing as prescribed by law, at which time the City staff and interested persons had an opportunity to and did testify either in support or in opposition to this matter. F. At the conclusion of the Commission hearing and after due consideration of the testimony, the Commission approved Planning Application Numbers PA08-0008 and PA08-0083, subject to and based upon the findings set forth hereunder. G. All legal preconditions to the adoption of the Resolution have occurred. • Section 2. Further Findings. The Planning Commission, in approving the Applications hereby finds, determines and declares that: • Development Plan, Section 17.05.020F A. The proposed use is in conformance with the General Plan for Temecula and with all applicable requirements of State law and other Ordinances of the City; As conditioned, the proposal is consistent with the General Plan land use policies for Community Commercial (CC) development in the City of Temecula General Plan and the Tourist Retail Core designation in the Old Town Specific Plan. The General Plan has listed the proposed uses, including retail, professional office, and service-oriented businesses, as typical uses in the Community Commercial designation. B. The overall development of the land is designed for the protection of the public health, safety, and general welfare; The project has been reviewed for, and as conditioned, has been found to be consistent with, all applicable policies, guidelines, standards and regulations intended to ensure that the development will be constructed and function in a manner consistent with the public health, safety and welfare. Sign Program, Section 17.28.080E • A. The proposed signs enhance the development, and are in harmony with, and visually related to all of the signs included in the Sign Program. B. All of the signs shall be included in the Sign Program. This shall be accomplished by incorporating several common design elements such as materials, letter style, colors, illumination, sign type, or sign shape; All signage proposed for the Truax Building is included in the Sign Program. The Sign Program allows for a vertical marquee sign at the corner of Second and Mercedes Streets, Frieze/Wall Mounted Signs just above the first floor retail shop windows and awnings, directional/blade signs, and tenant window signs. The sign types provide for visual interest and an upscale theme. C. The proposed signs enhance the development, and are in harmony with and visually related to the buildings and/or the developments they identify by utilizing materials, color, or design motifs included in the building being identified; The proposed vertical marquee sign is consistent with the period architecture. The wall and window signage is carefully placed to promote businesses while maintaining the building's architectural style. D. The proposed signs enhance the development and are in harmony with . and visually related to surrounding development by not adversely affecting surrounding land uses or obscuring adjacent approved signs; • The surrounding development will not be adversely affected by the proposed signage. The proposed project is located in Old Town Specific Plan area. Allowing new signs would not adversely affect the surrounding development or neighborhoods, or obscure any adjacent approved signs. E. The Sign Program accommodates future revisions which may be required due to changes in building tenants; The Development Code allows revisions to Sign Programs either by completing a Minor or Major Modification application to the original Sign Program. New signage or a change in signage will be permitted administratively by the Planning Department. F. The proposed program satisfies the intent of the sign criteria in the Development Code, except that flexibility is allowed with regards to sign area, number, location, and height; The proposed Sign Program is consistent with the sign standards listed in the Old Town Specific Plan while satisfying the applicant's request in sign variation in sizes, colors, and styles. Section 3. Environmental Findings. The Planning Commission hereby makes • the following environmental findings and determinations in connection with the approval of the Development Plan and Sign Program Applications: A. In accordance with the California Environmental Quality Act, the proposed project has been deemed to be categorically exempt from further environmental review (CEQA Section 15332, Class 32 In-fill Development); 1. The project site is 0.52 acres located in Old Town (urban area). The proposed building is consistent with the General Plan and zoning designation and can be adequately served by all required utilities and public services. No significant effects relating to traffic, noise, air quality, or water quality will result from approving the project with the proposed Conditions of Approval. 2. The site has been previously disturbed and has no value as habitat for endangered, rare or threatened species. Section 4. Conditions. The Planning Commission of the City of Temecula approves Planning Application Nos. PA08-0008, a Development Plan to construct a 66,075 square foot, four-story building, and PA08-0083, a Sign Program for the proposed building located at the northwest corner of Mercedes and Second Streets in Old Town, subject to the Conditions of Approval set forth on Exhibit A, attached hereto, • and incorporated herein by this reference. Section 5. PASSED, APPROVED AND ADOPTED by the City of Temecula Planning Commission this 17th day of September 2008. �C_ 1" ) 1 John Telesio, Chairman ATTEST: Debbie Ubnoske, Secretary [SEAL] STATE OF CALIFORWA ) COUNTY OF RIVE MDE )ss • CITY OF'TEMECULA ) I, Debbie Ubnoske, Secretary of the Temecula Planning Commission, do hereby certify that the forgoing PC Resolution No. 08-40 was duly and regularly adopted by the Planning Commission of the City of Temecula at a regular meeting thereof held on the 17th day of September 2008, by the following vote: AYES: 4 PLANNING COMMISSIONERS: Carey, Chiniaeff, Guerriero, Telesio NOES: 0 PLANNING COMMISSIONERS: None ABSENT: 1 PLANNING COMMISSIONERS: Harter ABSTAIN: 0 PLANNING COMMISSIONERS: None Debbie Ubnoske, Secretary • • EXHIBIT A FINAL CONDITIONS OF APPROVAL SCANNED: �7/j G DRIVE: fopp ' PERMITS PLUS-oi/Od, INITIALS: _ PLANNER:/( J // 0-1111 ACCEPTANCE OF CONDITIONS OF APPROVAL I, Bernard L. Truax II, understand that Planning Application No. PA08-0008 has been • approved with Conditions of Approval which are set forth in Exhibit A. I have read the Conditions of Approval contained in PC Resolution No. 08-40 and understand them. Through signing this ACCEPTANCE OF CONDITIONS OF APPROVAL_, I agree and commit to the City of Temecula that I will implement and abide by the Conditions of Approval, including any indemnification requirements imposed by those conditions. SIGNATUR DATE • EXHIBIT A CITY OF TEMECULA FINAL CONDITIONS OF APPROVAL Planning Application No.: PA08-0008 Project Description: A Development Plan to construct a 66,075 square foot, four-story building with increased building height up to 66' 3" with proposed uses to include first floor retail and offices on the second through fourth floors Assessor's Parcel No.: 922-043-012 and 922-043-017 MSHCP Category: Commercial DIF Category: Office/Retail Commercial TUMF Category: Service Commercial/Office Approval Date: September 17, 2008 • Expiration Date: September 17, 2010 PLANNING DEPARTMENT Within 48 Hours of the Approval of This Project PL-1. The applicant/developer shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of 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)). PL-2. The applicant shall review and sign the Acceptance of Conditions of Approval document that will be provided by the Planning Department staff and return the document with an original signature to the Planning Department. General Requirements PL-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. PL-4. The permittee shall obtain City approval for any modifications or revisions to the approval of this project. PL-5. This approval shall be used within two years of the approval date; otherwise, it shall become null and void. By use is meant the beginning of substantial construction contemplated by this approval within the two year period, which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. PL-6. This project and all subsequent projects within this site shall be consistent with the Old Town Specific Plan. PL-7. A separate building permit shall be required for all signage. PL-8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. • PL-9. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained,the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. PL-10. The applicant shall submit to the Planning Department for permanent filing two 8"X 10" glossy photographic color prints of the approved color and materials board and the colored architectural elevations. All labels on the color and materials board and Elevations shall be readable on the photographic prints. PL-11. 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 Conditions of Approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal, the decision to the Planning Commission for its decision. MATERIAL COLOR Concrete Limestone Veneer Pebble— Rockface texture (building base) Tan — Rockface texture (19S floor band) Tan—Smooth texture (19t floor) • Concrete Panels Tan Signage Boxes Deep Brown Metal Clad Wood Windows Slate Blue, Clear Glass . Metal Clad Cornice (Penthouse) Silver Stucco (Penthouse) Buff Concrete Cornice Buff Fabric Awnings Night on the Town PL-12. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. PL-13. Final approval of this development plan is contingent upon City Council approval of the proposed building height of 66 feet 3 inches and four stories. Prior to Issuance of Grading Permit(s) PL-14. Provide the Planning Department with a copy of the underground water plans and electrical plans for verification of proper placement of transformer(s) and double detector check prior to final agreement with the utility companies. PL-15. 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. PL-16. The following shall be included in the Notes Section of the Grading Plan: "If at any time during excavation/construction of the site, archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of cultural or archaeological resource are discovered, the property owner shall immediately advise the City of such and the City shall cause all further excavation or other disturbance of the affected area to immediately cease. The Director of Planning at his/her sole discretion may require the property owner to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent,fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/ cultural resource, the Director of 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 owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Director of Planning." PL-17. A copy of the Rough Grading Plans shall be submitted and approved by the Planning Department. PL-18. A 15-foot access drive to service the trash receptacles from Second Street shall be provided. If the proposed off-site easement is not granted prior to issuance of Grading Permits, the site plan shall be modified to accommodate full access on-site. Prior to Issuance of Building Permit(s) PL-19. A Parcel Merger shall be completed and recorded. (Modified by Planning • Commission on 9-17-08). PL-20. The cornice on the 4t' story penthouse shall be modified to match the 3'° story main building cornice. (Modified by Planning Commission on 9-17-08) • PL-21. All downspouts shall be internalized. PL-22. 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 appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal)and one copy of the approved Grading Plan. PL-23. The Landscaping and Irrigation Plans shall include a note stating that"Two landscape site inspections are required: One inspection is required for irrigation lines and a separate inspection is required for final planting inspection." PL-24. The Landscaping and Irrigation Plans shall include a note on the plans stating that"The contractor shall provide two copies of an agronomic soils report at the first irrigation inspection." PL-25. The Landscaping and Irrigation Plans shall include water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance), the total cost estimate of plantings and irrigation (in accordance with approved plan), and the locations of all existing trees that will be saved consistent with the Tentative Map. PL-26. 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. PL-27. Specifications of the landscape maintenance program shall indicate that a minimum of two landscape site inspections will be required. One inspection to verify that the irrigation mainline is capable of being pressurized to 150 psi for a minimum period of two hours without loss of pressure. The second inspection will verify that all irrigation systems have head-to-head coverage, and to verify that all plantings have been installed consistent with the approved construction landscape plans. The applicant/ owner shall contact the Planning Department to schedule inspections. PL-28. 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. PL-29. Building Construction Plans shall include detailed outdoor areas (including but not limited to trellises, decorative furniture, fountains, and hardscape)to match the style of the building subject to the approval of the Planning Director. PL-30. Building plans shall indicate that all roof hatches shall be painted 1ntemational Orange." • PL-31. 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 apart. • The numerals shall be painted with a standard nine-inch paint roller using fluorescent yellow paint applied 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. Prior to Release of Power, Building Occupancy or Any Use Allowed by This Permit PL-32. An applicant shall submit a letter of substantial conformance,subject to field verification by the Planning Director or his/her designee. Said letter of substantial conformance shall be prepared by the project designer and shall indicate that all plant materials and irrigation system components have been installed in accordance with the approved final landscape and irrigation plans. If a certificate of use and occupancy is not required for the project, such letter of substantial conformance shall be submitted prior to scheduling for the final inspection. PL-33. The applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of-ways. If upon final inspection it is determined that any mechanical equipment,roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening reviewed and approved by the Director of Planning. PL-34. 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. PL-35. All site improvements including but not limited to parking areas and striping shall be installed. PL-36. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. OUTSIDE AGENCIES PL-37. The applicant shall comply with the recommendations set forth in the County of Riverside Department of Environmental Health's transmittal dated March 14, 2008, a copy of which is attached. PL-38. The applicant shall comply with the recommendations set forth in the Rancho California Water District's transmittal dated February 11, 2008, a copy of which is attached. BUILDING AND SAFETY DEPARTMENT General Conditionslinformation B-1. All design components shall comply with applicable provisions of the 2007 edition of the • California Building, Plumbing and Mechanical Codes; 2007 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. • B-2. Provide details of all applicable disabled access provisions and building setbacks on plans. B-3. Provide disabled access from the public way to the main entrance of the building. B-4. Submit at time of plan review, a complete exterior site lighting plan showing compliance with Ordinance Number 655 for the regulation of light pollution. All streetlights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. B-5. 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. B-6. Obtain all building plans and permit approvals prior to commencement of any construction work. B-7. Commercial and industrial project trash enclosures, patio covers, light standards, and any block walls will require separate approvals and permits. B-8. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, as allowed by the City of Temecula Ordinance Number 94-21, specifically Section G(1) of Riverside County Ordinance Number 457.73, for any site within one-quarter mile of an occupied residence. The permitted hours of construction • are Monday through Friday from 6:30 a.m.to 6:30 p.m., and Saturday from 7:00 a.m.to 6:30 p.m. No work is permitted on Sundays or Government Holidays. B-9. The City of Temecula adopted an ordinance on March 31, 2003 to collect fees for a Riverside County area wide Transportation Uniform Mitigation Fee (TUMF). This project is subject to payment of these fees at the time of building permit issuance. The fees are subject to the provisions of Ordinance 03-01 and the fee schedule in effect at the time of building permit issuance. Prior to Submitting for Plan Review B-10. Obtain street addressing for all proposed buildings. At Plan Review Submittal B-11. Provide electrical, plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. B-12. Provide number and type of restroom fixtures,to be in accordance with the provisions of the 2007 edition of the California Plumbing Code. B-13. Provide precise grading plan to verify accessibility for persons with disabilities. B-14. Provide truss calculations that have been stamped by the engineer of record of the • building and the truss manufacturer engineer. • Prior to Issuance of Building Permit(s) B-15. Provide appropriate stamp of a registered professional with original signature on plans. Prior to Beginning of Construction B-16. A pre-construction meeting is required with the building inspector prior to the start of the building construction. COMMUNITY SERVICES DEPARTMENT General Conditions/Information CS-1. The trash enclosures shall be large enough to accommodate a recycling bin,as well as, regular solid waste containers. CS-2. The developer shall contact the City's franchised solid waste hauler for disposal of construction and demolition debris. Only the City's franchisee may haul demolition and construction debris. CS73. The applicant shall comply with the Public Art Ordinance. CS-4. All parkways, including within the right-of-way, landscaping, walls and on-site lighting shall be maintained by the property owner or maintenance association. • CS-5. A 15 foot wide and 16 foot vertical clearance shall be provided from Second Street to the trash enclosure. Prior to Issuance of Building Permit(s) CS-6. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction and demolition debris. CS-7. Prior to the first building permit or installation of additional street lighting, which ever occurs first, the developer shall complete the TCSD application, submit an approved Edison Streetlight Plan and pay the advanced energy fees. FIRE PREVENTION General Requirements F-1. 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. F-2. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix B. The developer shall provide for this project, a water system capable of delivering 4,000 GPM at 20-PSI • residual operating pressure for a 4-hour duration. The fire flow as given above has taken into account all information as provided (CFC Appendix B and Temecula City Ordinance 15,16.020, Section R). F-3. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix C. A combination of on-site and off site 6" x 4" x 2-2 '/" outlets on a looped system shall be located on fire access roads and adjacent to public streets. Hydrants shall be spaced at 350 feet apart, at each intersection and shall be located no more than 210 feet from any point on the street or Fire Department access road(s)frontage to a hydrant. The required fire flow shall be available from any adjacent hydrants in the system. The upgrade of existing fire hydrants may be required (CFC Appendix C and Temecula City Ordinance 15.16.020, Section R), F-4. 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 (CFC Chapter 5, Section 508.5). F-5. If construction is phased, each phase shall provide approved access and fire protection prior to any building construction (CFC Chapter 5, Section 503.4). Prior to Issuance of Building Permit(s) F-6. The developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval priorto installation for all private water systems pertaining to the fire service loop. Plans shall be signed by a registered civil engineer, contain a Fire Prevention Bureau approval signature block, and conform to hydrant type, location, spacing and minimum fire flow standards. Hydraulic calculations will be required with • the underground submittal to ensure fire flow requirements are being met forthe on-site hydrants. The plans must be submitted and approved prior to building permit being issued (CFC Chapter 14, Section 1412 and Chapter 5, Section 501.3). F-7. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of sprinkler plans must be submitted by the installing contractor to the Fire Prevention Bureau. These plans must be submitted prior to the issuance of building permit. F-8. Fire alarm plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of alarm plans must be submitted by the installing contractor to the Fire Prevention Bureau. The fire alarm system is required to have a dedicated circuit from the house panel. Prior to Issuance of Certificate of Occupancy F-9. Hydrant locations shall be identified by the installation of reflective markers (blue dots) per City Ordinance 15.16.020 Section E. F-10. New and existing buildings shall have approved address numbers,building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Commercial buildings shall have a minimum of 12-inch numbers with suite numbers being a minimum of six inches in size. All suites shall have a minimum of 6- inch high letters and/or numbers on both the front and rear doors. (CFC Chapter 5, • Section 505.1 and City Ordinance 15.16.020 Section E). • F-11, A "Knox-Box" shall be provided at the fire sprinkler riser room. The Knox-Box shall be installed a minimum of six feet in height and be located to the right side of the fire riser sprinkler room (CFC Chapter 5, Section 506). F-12. A simple plot plan and a simple floor plan, each as an electronic file of the .DWG format, must be submitted to the Fire Prevention Bureau. Contact Fire Prevention for approval of alternative file formats which may be acceptable. POLICE DEPARTMENT General Requirements PD-1. Applicant shall ensure all landscaping surrounding all buildings are kept at a height of no more than three feet or below the ground floor windowsills. Plants, hedges and shrubbery shall be defensible plants to deter would-be intruders from breaking into the buildings utilizing lower level windows. PD-2. Applicant shall ensure all trees surrounding all building rooftops be kept at a distance to deter roof accessibility by"would-be burglars." Since trees also act as a natural ladder, the branches must be pruned to have a six-foot clearance from the buildings. PD-3. Berms shall not exceed three feet in height. PD-4. The placement of all landscaping shall be in compliance with guidelines from Crime • Prevention through Environmental Design (CPTED). PD-5. All parking lot lighting surrounding the complex shall be energy saving and minimized after hours of darkness and in compliance with the State of California Lighting Ordinance, California Government Code 8565. PD-6. All exterior lighting to be in compliance with Mount Palomar Lighting Ordinance 655. PD-7. All exterior doors to have their own vandal resistant fixtures installed above each door. The doors shall be illuminated with a minimum one-foot candle illumination at ground level, evenly dispersed. PD-8. All exterior night lighting shall be wall mount light fixtures to provide sufficient lighting during hours of darkness. PD-g. Applicant shall comply with the Governor's order to address the power crisis. This order became effective March 18, 2001 calling for a substantial reduction from businesses to cut usage during non-business hours. The order, in part, states, "All California retail establishments, including, but not limited to, shopping centers, auto malls and dealerships, shall substantially reduce maximum outdoor lighting capability during non- business hours except as necessary for the health and safety of the public, employees or property." Failure to comply with this order following a warning by law enforcement officials shall be punishable as a misdemeanor with a fine not to exceed $1000 in accordance with Section 8565 of the California Government Code. • PD-10. All doors, windows, locking mechanisms, hinges, and other miscellaneous hardware shall be commercial or institution grade. PD-11. Any graffiti painted or marked upon the buildings must be removed or painted over within 24 hours of being discovered. Report all such crimes to the Temecula Police 24- hour dispatch Center at (951) 696-HELP. PD-12. Upon completion of construction, the buildings shall have a monitored alarm system installed and monitored 24 hours a day by a designated private alarm company to notify the Temecula Police Department of any intrusion. All multi-tenant offices/suites /businesses located within a specific building shall have their own alarm system. This condition is not applicable if the business is opened 24/7. PD-13. All roof hatches shall be painted "International Orange." PD-14. Any public telephones located on the exterior of the buildings shall be placed in a well- lit, highly visible area, and installed with a "call-out only"feature to deter loitering. This feature is not required for public telephones installed within the interior of the buildings. PD-15. All disabled parking stalls on the premises shall be marked in accordance with Section 22511.8 of the California Vehicle Code. PD-16. All retailing businesses shall contact the California Retailers Association for their booklet on the California Retail Theft Law at California Retailers Association, 1127 Eleventh Street, Suite 1030, Sacramento, CA 95814, (916) 443-1975. Penal Code 490.5 affords merchants the opportunity to recover their losses through a civil demand program. PD-17. Businesses desiring a business security survey of their location can contact the Crime Prevention and Plans Unit of the Temecula Police Department. PD-18. Employee training regarding retail/credit card theft, citizens'arrest procedures,personal safety, business security, shoplifting or any other related crime prevention training procedures is also available through the Crime Prevention Unit. PD-19. Any business that serves or sells any type of alcoholic beverages will comply with all guidelines within the Business and Profession Codes and all other guidelines associated with the State Department of Alcohol Beverage Control. PD-20. Contact the Temecula Police Department for inspections and training for both employees and owners. This includes special events held at business locations where alcohol will be served for a fee and the event is open to the general public. PD-21. The Temecula Police Department affords all retailers the opportunity to participate in the "Inkless Ink Program." At a minimal cost of less that $40 for inkless inkpads, retailers can take a thumbprint of every customer using a personal check to pay for services. A decal is also posted on the front entry of the business advising customers of the "Inkless Ink Program" in use. If the business becomes a victim of check fraud, the Police Department will be able to track the suspect with the thumbprint. • • PUBLIC WORKS DEPARTMENT General Requirements PW-1. Unless otherwise noted, all conditions shall be completed by the developer at no cost to any Government Agency. It is understood that the developer correctly shows on the site plan all existing and proposed property lines, easements, traveled ways, improvement constraints and drainage courses, and their omission may require the project to be resubmitted for further review and revision. PW-2. A Grading Permit for precise grading, including all on-site flat work and improvements, shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City-maintained street right-of-way. PW-3. An Encroachment Permit shall be obtained from the Department of Public Works prior to commencement of any construction within an existing or proposed City right-of-way. PW-4. All improvement 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. PW-5. The project shall include construction-phase pollution prevention controls and permanent post-construction water quality protection measures into the design of the project to prevent non-permitted runoff from discharging off site or entering any storm • drain system or receiving water. PW-6. A Water Quality Management Plan (WQMP) must be accepted by the City prior to the initial grading plan check. The WQMP will be prepared by a registered civil engineer and include site design Best Management Practices, (BMPs) source controls, and treatment mechanisms. PW-7. Project improvements shall be coordinated with City of Temecula project number PW 06-07. PW-8. Conditions of Approval are based on the Site Plan dated June 10, 2008 and the conceptual grading plan dated June 5, 2008. Prior to Issuance of Grading Permit(s) PW-9. A grading plan shall be prepared by a registered civil engineer in accordance with City of Temecula standards, and shall be reviewed and approved by the Department of Public Works prior to the commencement of grading. The grading plan shall include all necessary erosion control measures needed to adequately protect the site(public and private) and adjoining properties from damage due to erosion. PW-10. The developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works in accordance with Grading Ordinance Section 18.24.120. • • PW-11. A Soils Report shall be prepared by a registered soil or civil engineer and submitted to the Department of Public Works with the initial grading plan check. The report shall address all soil conditions of the site,and provide recommendations forthe construction of engineered structures and pavement sections. PW-12. A Geological Report shall be prepared by a qualified engineer or geologist and submitted to the Department of Public Works with the initial grading plan check. The report shall address special study zones and the geological conditions of the site, and shall provide recommendations to mitigate the impact of liquefaction. PW-13. The developer shall have a Drainage Study prepared by a registered civil engineer in accordance with City Standards identifying storm water runoff expected from this site and upstream of this site. The study shall identify all existing or proposed public or private drainage facilities intended to discharge this runoff. The study shall also analyze and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the developer. PW-14. Construction-phase pollution prevention controls shall be consistent with the City's Grading, Erosion and Sediment Control Ordinance and associated technical manual, and the City's standard notes for Erosion and Sediment Control. PW-15. The project shall demonstrate coverage under the State NPDES General Permit for Construction Activities by providing a copy of the Waste Discharge Identification • Number (WDID) issued by the State Water Resources Control Board (SWRCB). A Stormwater Pollution Prevention Plan(SWPPP)shall be available at the site throughout the duration of construction activities. PW-16. As deemed necessary by the Department of Public Works,the developer shall receive written clearance from the San Diego Regional Water Quality Board, Riverside County Flood Control and Water Conservation District, Planning Department, or other affected agencies. PW-17. The developer shall comply with all constraints which may be shown upon an Environmental Constraint Sheet(ECS)recorded with any underlying maps related to the subject property. PW-18. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that ordinance or by providing documented evidence that the fees have already been paid. PW-19. The developer shall obtain letters of easements for any off site work performed on adjoining properties. The letters shall be in format as directed by the Department of Public Works. PW-20. The developer shall record a fifteen (15) foot wide access easement with the southwesterly adjacent property to provide for trash and delivery services. • • PW-21. The developer must comply with the requirements of the National Pollutant Discharge Elimination System (NPDES) permit from the State Water Resources Control Board. No grading shall be permitted until an NPDES Notice of Intent (NOI) has been filed or the project is shown to be exempt. Prior to Issuance of Building Permit(s) PW-22. Improvement plans shall conform to applicable City of Temecula Standards subject to approval by the Department of Public Works.. The following design criteria shall be observed: a. Flowline grades shall be 0.5%minimum over P.C.C.and 1.00%minimum overA.C. paving- b. Driveway shall conform to the applicable City of Temecula Standard Number 207A. c. Streetlights shall be installed along the public streets adjoining the site in accordance with City of Temecula Standard Number 800. d. Concrete sidewalk and ramp shall be constructed along public street frontages in accordance with City of Temecula Standards 401 and 402. e. Improvement plans shall extend 300 feet beyond the project boundaries. • f. All street and driveway center line intersections shall be at 90 degrees. g. Public street improvement plans shall include plans and profiles showing existing topography, utilities, proposed centerline, top of curb and flowline grades. h. Landscaping shall be limited in the corner cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. PW-23. The developer shall construct all public improvements outlined in these conditions to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Department of Public Works. PW-24. Improve Mercedes Street (Local Street Standards for Old Town - 60' R/W) to include installation of half-width street improvements plus twelve feet, paving, colored rolled curb and gutter, sidewalk, streetlights, drainage facilities and utilities(including but not limited to water and sewer). PW-25. Improve Second Street (Local Road Standards for Old Town — 60' R/W) to include installation of half width street improvements plus twelve feet, paving, colored rolled curb and gutter, sidewalk, streetlights, drainage facilities and utilities(including but not limited to water and sewer). PW-26. Improve the 20 (twenty) foot alley along the northwesterly boundary to include installation of full-width improvements or as directed by the Director of Planning. The • applicant shall have the responsibility forseeking vacation of the alley, unless the City vacates the alley pursuant to the requirements of the California Streets/State Highway Code. (Modified by the Planning Commission on 9-17-08). • PW-27. An encroachment permit will be required for any street furniture within the 20 (foot) alley. PW-28. Loading/unloading parking zones shall be provided for the project. These may be provided along the project frontage or within the alley along the northwesterly boundary; and are subject to the review and approval of the Director of Public Works and the Public and Traffic Safety Commission. PW-29. Any accessory building structure and/or fixtures within the public right-of-way requires approval by the Director of Public Works and issuance of an encroachment permit. PW-30. The developer shall improve a fifteen (15) foot wide access easement with the southwesterly adjacent property to provide for trash and delivery services. PW-31. Dedication of right-of-way for a modified corner property line cut-off per City of Temecula Standard No. 603A. PW-32. All street improvement designs shall provide adequate right-of-way and pavement transitions per Caltrans' standards for transition to existing street sections. PW-33. The developer shall construct all public improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works including street improvements, which may include, but not limited to, pavement, curb and gutter, sidewalk, drive approach, streetlights, sewer and domestic water systems, under • grounding of proposed and existing utility distribution lines, and storm drain facilities. PW-34. A construction area Traffic Control Plan shall be designed by a registered civil or traffic engineer and reviewed by the Department of Public Works for any street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. PW-35. The building pad shall be certified to have been substantially constructed in accordance with the approved Precise Grading Plan by a registered civil engineer, and the soil engineer shall issue a Final Soil Report addressing compaction and site conditions. PW-36. The developer shall pay to the City the Public Facilities Development Impact Fee as required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.06. PW-37. The developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.08. Prior to Issuance of Certificate of Occupancy PW-38. The project shall demonstrate the pollution prevention BMPs outlined in the WQMP have been constructed and installed in conformance with approved plans and are ready for immediate implementation. • PW-39. As deemed necessary by the Department of Public Works the developer shall receive written clearance from Rancho California Water District, Eastern Municipal Water District, or other affected agencies. PW-40. All public improvements shall be constructed and completed per the approved plans and City standards to the satisfaction of the Department of Public Works. PW-41. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Department of Public Works. PW-42. All necessary certifications and clearances from engineers, utility companies and public agencies shall be submitted as required by the Department of Public Works. • • COt,,ATY OF RIVERSIDE • COMMA JITY HEALTH AGENCY DEPARTMENT OF ENVIRONMENTAL HEALTH MR 18 200g City of Temecula Planning Department C/o Cheryl Kitzerow/Matt Peters PO BOX 9033 Temecula, CA 92589-9033 14 March 2008 RE: PA08-0008 The Department of Environmental Health(DEH)has received and reviewed the PA08- 0008 for a Commercial Development Plan to construct a 64,000 square foot;4-st6ry mixed use building located at the northwest corner of 2nd Street and Mercedes Street (Pre-App PR07-0003). Uses proposed include 1 el floor retail and offices on the 2nd thru 4"'floors,under the applicant: Walt Allen Architect • APN 922-040-012 should request water and sewer availability letters for customer use from the purveyors. Food vending or restaurant use of any portion of the building shall require food plan check compliance by the County of Riverside DEH. PIease call Bonnie Dierking, Supervising RES at 951.461.0284 within 24 hours of the City's receipt fax of these conditions. If you have any questions, please do not hesitate to call me at 951.600.6180 Sincerely, Gregor Dellenbach,REHS EHS080409 • Local Enforcement Agency • F0. Box 1280, Riverside. Cii 92502-1280 • (951)95;-8952.• FAX f951) 781A653 • 4080 Lemon Street. 9:t Floor, Iijvmide,CA 92501 Land Use and Water Fnylnecring - P.O.Bex 1206. Riverside,CA92502-vG6 • (951i r+56,8980 • FAX:951:955 8903 • 4080 LerrAn Street.2nd-Poor.Riveride. EA 92501 0 (9) February 11, 2008 02-12-2008 iYQi1Yf1Y Cheryl Kitzerow, Case Planner City of Temecula Planning Department RoarddDi,.tooi. Post Office Box 9033 WNi.e.H.Plue.e.., Temecula, CA 92589-9033 PrtodoM Rwph IL Day P SUBJECT: WATER AVAILABILITY M.A..J.C�_. TRUAX BUILDING Bets R.De.he LOTS NO. 11 THROUGH NO. 16 OF BLOCK 18; MAP U.D. BOOK 15/726;APN 922-043-012 AND APN 922-043-017 John 66o,d..d [WALT ALLEN ARCHITECT] I..X LA.. Please be advised that the above-referenced property is located within the OT.- boundaries of Rancho California Water District (RCWD), and fronts an existing sed..J.e..y 24-inch diameter water pipeline within Mercedes Street and Second Street {1305 �L- Pressure Zone). Water service to the project would be available upon the ,,a;,,ut G �, completion of financial arrangements between RCWD and the property owner. Job.QMonson If new water facilities are required for water service fire Protection or other w. .e oaow x...,ei c•m +..•O purposes, the customer will need to contact RCWD for fees and requirements. r Please note that separate water meters are required for Landscape irrigation. Jarq D.Arm.ho.= C.U.B. In addition, water availability is contingent upon the property owner signing an Kau L?"rd. Agency Agreement that assigns water management rights, if any, to RCWD. C.mch C.'s Sanitary sewer service to the subject project, if available would be provided by c.aDoh,dc,.tu j P J t, � , Best Rest.a.l...=ur Eastern Municipal Water District. If you should have any questions or need additional information,please contact an En9ineerin8 SWA0es Representative at this office at(951)296-6900- Sincerely, RANCHO CALIFORMA WATER DLSTRicr Corey F. Wallace,P.E. Development Engineering Manager cc: Laurie Williams,Engineering Services Supervisor 081CW:9t01 TFEG . . .. 17 . Wst.District aWWoehcet.rRoad PoetOffmRo.90 Tm.LCdVomim 9M9 90 17 •l851129G6900 . PA%(971)296F860 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map Water Quality Management Plan (WQMP) THE TRUAX BUILDING • VICINITY MAP . sty �.�'� r ' ` ,•., .`�c �' + �(�,,, v'`�i,,. y' �. _ ` r,� �, � �r Y,A� try r C�' ` ra \. k _%. � `� "- r�M11 •" 1 fµ �?� .. r� '� ��f� i '♦ r� fit. w�" � r� jrj/' „e,V� tr�'� �_��r u r t � • .,♦7't7 r . A' Ail • ... r.-, /- k, ?{�.t + 1 \. ��f^�'FaPY ��' .?A,} fi• � \ ` x�riti't �'�y �,�. ` N°�, • J / 'yj �'�a\7lit`� �!r y*� .. SI10 7+r �r(($/ 'C.: 3 1 v. � � � I?y ! y� k♦!j �.,.: �r `1, �''!•� ,r� �� � I Ih A•yR� �,sfhr � ,�<S t+ ,l i,�+'3�,{ '"- i ♦, ♦ ,. x r. ... 5 -Wy�*.., � � ���♦a .,` rr`t' � q ,�. . r�x�r i �*it �,�°`nip q ..; r�J'f . ♦ N„ �`'+, r}uMJC .'iu*�`�'f. �S � ys'r}4� tl 1y� !�.* 1�,.1 +, } } r•a • • v RECIEVING WATERS MAP 260 7 1 .":r I Panlb� �, '� �• I A�dmrld�Aw O '.. IfI`�)R mOUl �f El$INORG PEAK cr_ l F_>xa[`� �J':N✓ �'�-.y� \ �. � r amm _ puzirY�nr�.�1 ri SfrtONaVEAN 1 I \ lr �' \\ 'l•1''N "I! - JrA I �_w••'.dl 1 a:a ,j3y?.1' Ranch. / 1 ( F OAR & S T ' MurF¢a / II /� ( 1 �o (�`� //A•, {_ I d I '.w - 1 l HDUSPns Bn I � Arau _ I oapo �m t� 0 S /sou.., I /Mo�uNnDA w iIVER5AE COUNTY Y '-'.Ra nC-YcIt Ll(i �Y-r�` I 1�,''�1 VapxoM1i5 *�l1su-`��rw--_(v u j f♦ v`tr �y,Yt_D GO CUNTY mu �� DF' ! E �'JCoICAnDc J 1 /•.l+ f S11171ET >• _ .-ram 1 D Cyr 4y Rencn 1 \.. la �}•l�em 11 `309 cur r iin / j �,) I l�l.. / f uarrc'9r j f /� F��� Pe \ _ PECHANGA MARckARlb FFAX I [ 1 ) g1' \,�y� / P G hnr VNZAIN y �J"r��IAI - N DIA VI� I Ranch �� ( A' � VA�IUN { 4..: C ,i I Yi-`r ` ( i � � O ••.PUS' L. � ./Bi4. CAlvlf RCDIMOUNialN I. A c% _ PENDLETON /�a tll `, I111 f.l — .GV dS101a I iORRMAIPIf QUffl b ;\ - r I ahK : - N Imo. FQll�rook r v .1 _ -- _ t_9ROOK t � a ^-' Ry / l�i0 i lel V I. 'NAVAL '. t cA V"r \\ f$,. 1• flr Fal poF ` ` f I �1. ♦ sEi AZIONI , Gy i \ J IF F AI ./ t Metfisrde rS r 1 r`"ear ��5 .;T c�• t7 �4 q ..� �l IN IAN rga �.. r� fiav'al h 11! ; 1 y` / J - a[ ^ryancn A• ,7{;;k` '� r- I I� Pala Mesa. ><inNCOSTFP +o "i'dlfd RESE RVA�fba/ o L/�yrr ) Co+n Parldlefton l y Ranh ,- 1 M1 CAE I -Camp Pendl �� XI IM Rr+O w r1 Ru �S C r�_ Rauh `F .� 1 , 'err. �^\ / /i 1 ' t\•J �-J 'v,e MIN •lVuwl nCh C i r; k. ✓ J/ ; r ��,/ �� ooA RalacMinlon D5n:.. R�\Omal 2 iacrrrf 3 r//i r �,i-�{ 2..[r.� [h _P,�am J•1'_. - / \ %�3 it, ! .✓ 1 RI REDtiNEArN th ?I�u . ...... M1 r• �v\ � ry V It e Z on M®nsme ,VI$TAtI h�Oj.�\ f -• `°� I i LiBhl' t L— ; BURr t nr rCiv OCEAN$IDE� Rf rl • Wo P LEGEND EXHIBIT A BUILDING STRUCTURE WAT QUA I Y A M N T P AN THETRUAXBUILDING NOTE I ...................... R rr F RY �� •" .•...r.. ..,.....,... I TO�\M 1 I L-r 4-.I� L-J 1 Q :i '•.' : ) 5 CON-TECH 5TORMWATER 50LUTION5; FORTLAND OR 6O Y•...•` ". • Yr••~• CONC. HARDSCAPE , , ( o) am m mwmAlm It • LANDSCAPE AAF . r r w r•.r rL01 OF MB ...r..r...........r:::: 546-4GG7; SCARBOROUGH, ME (677) 907-8G7G; ELKRIDGE, MD (6GG) 740-33 18. 10 DRAINAGE BOUNDARY 2 FILTER5 TO BE 51FHON-ACTUATED AND ELf- EA I ? 5 CL N NG �D 0851 DRAINAGE AREA 100 YEAR STORM RUNOFF 3) 5TEEL 5TR1UC-TURE TO BE MANUFACTURED OF 1/4 INCH 5TEEL PLATE. � � � � PROJECT IO I - ��F` �(� t� LOCATION Q100=2.62cf YEAR STORM RUNOFF 4) 5TORMFILTEK KEQUIKE5 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET 5HOULD �` /1, DISCHARGE POINT NOT BE COINER THAN OUTLET. NODE ELEVATION STEEL C�►`TCHB�ISIN STORM FILTER �'p�• �`�. � NODE NUMBER PLAN AND SECTION VIEW 5) CB5F EQUIPPED WITH 4 INCH (APPROXIMATE) LONG 5TUB5 FOR INLET (IF APPLICABLE) ° ► TRASH ENCLOSURE LOCATION � - G lb� CK PA GE 726 .� STORM DRAIN INVERT ELEVATION STANDARD DETAIL.-3 CARTRIDGE UNIT AND OUTLET PIPING. 5-TANDARD OUTLET STUB 15 6 INCHE5 IN DIAMETER. MAXIMUM `f0� IIOO. OUTLET 5TU8 15 15 INCHE5 IN DIAMETER, CONNECTION TO COLLECTION PIPING CAN ,S BE MADE U51NG FLEXIBLE COUFLING BY CONTRACTOR. � G) FOR H-20 LOAD KATING, CONCRETE COLLAR 1'5 REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING DAK5 TO BE PROVIDED BY CONTRACTOR. BZAC_N� 2 2 INLET STUB INLET C�RATL �CCE55 COVER �,), , (SEE No TES 4&5) Q .. . . .. .3-C A RT Rl D G� CATCHDA51N . _ _---2-____ H '••- a !y e � • 4. .. ..' .. _ '•,. .e:•• i. STORM f l LTER DATA _ __ .. �_;-'I . __.._..__ ._•- . _,•._ ------ ..... ._-.-_ ,�z z ----- ._.=:-..__..... .-__mm r��.�.��, ..T.. .--:� .__ - .. ..___._._._... __--_--.. ...r...: -•__... ___._. .. WEIR WALL p •�•' -.•• ._ ,• . 4.• • � _ •. • __ • r - - _ y e• OVERLAP 4 • 4 , '* _w r . RF ST. IhIPRnVMENT -�_�___- - - - :,y^ � 10�. ID 5TR CTU ID i .._ ._ OTU _ A ' t eQ WATER QUALITY FLOW RATE (cf5) 0.09CFS ,- .. r ti � __._____._w.. _W._ -__ -_ . .____ __._--_-. -__. _. rt..w_ - -__•- ._ � r_ .o. - � PEA � f �. K F LOW RATE ( I d 5) 0.32CFS - ___r•__._. _..- _ f , rT t KETU KN PERIOD OF PEAK FLOW ( r5) rooYR 2iR Elf. AC DIKE i -H ; �� �' , ^ :• o 7 r r� 16 A a c., CARTRIDGE FLOW RATE (1 5 OR I.5 rr�} 15 m C' `� MEDIA TYPE (CSr, PERLITE, ZPG) ZPG ,... w \ 4 / - J. ♦. t i � �-' -, ,, `�, /� . , / a {TYP) RIM ELEVATION 1015.1 D f VP It • 3 __ _.__ _____ _ w _ __ - W_ _ - f - 1 _.. =• �'. y ; ' .' ;'' ° .4. o: :y PIPE DATA: I.E. DIAMETER ♦ d. At 1 r raFr C ux • y : e' , •, . INLET 5TUB 1013.10 Ax _- - ... - . ' . y OUTLET STUB11012.801 8 _ AC DIKE M ;. ,` ,� y, ,4 .. r 2_4 `� r L M r:,ir fJ ,ram , �� �r^4 �r _ SCUM BAFFLE CONFIGURATION FUTURE ST.._IMPRQV lL _ - '__m z.14,V PROP. CURB-� ������- _ ___ __ - - ," 1 OUTLET STUB REINFORCING BARS INSIDE RIM INSIDE RIM INSIDE RIM SEE NOTE ) INLET tx sr,uai �'c -J �- _ ... ------. ..__�':- ___.�.._..._...___. __.� --��.� -- ���- �. '`� ,' \ (OPTIONAL) 8•�'�„ _. ___. _.__..._ L.._._..._......__._ _� _ , (SEE NOTES 4dc5) OUTSIDE RIM . EKE , 22 r,��-�a _ (D O 00 S G- n Jp ti r _.,_.... m .. -• C J e• r a s _ r, .. -• _ . - . OUTLET /'_. r- � •♦• .: `•�rt •r.^d�f •-.--,._ w ^----'^"'-- ""` ""mow'_. -- *�',y ,:i',� � . ^� �______ r I o 1'" ••, x, ,r `t l µ __. ._- p{* 3r W '` _ 4"l• O . RV�I - 9.42' - 3►-C r 3-CARTRIDGE CATCHBASIN PLAN VIEW 1 ARTRIDE CATCHBASIN TOP VIEW 1 �/ • _ � - a 1^,' .0 •._r•-+.fir -'" Y • 'a •,r I ' 'ti 1 A02 5 LO P E D LID NO 50LID COVER NO : K. NOTESISFECIAL REQUIREMENTS: "-•rra c II .• f ;, , ��. ��/ .__:.---" A' Yr �G- � rU1 .,�•ti 470 OPENING I •• f`'� . (}• .-r,..,•.. "'" ^i, Cry f w r _ '; ��- ,� ` f -'� INLET GRATE �y INLET GRA TE ♦! s x' _ ..,. ``- c- � f` \ 1015.10 TG } OUTLET STUB 4 Q1 OPENING 101115 ( {SEE NOTES 4&5) � } N PERMANENT POOL R. : P :�,a,a.4ia I ELE VA TION \ •� •. `.• � c s• O I Fray - ._ ,'"•' � ' � may, 1 tom. R � - CONCRETE COLLAR cv sz - _Y �� SEE NOTE 6) LIFTING EYE •: .,.• �6'f, STORMFI L TER EX BLDG '• ` - . p � ARTRIDGE TYP r (SEE NOTE 2) +I .• . .... --, I W CLEANQUT OUTLET STUB 1012.80 INV 8 INLET STUB )'UILWJG ►' •:'. ~` c, f' F �,c�'S.a� I �, 1 ( , ACCESS PLUG- 1 D13.101NV SEE NOTES 4& 5 A ' PE=10,5.,0 ;r R i _ 2 C ) PERMANENT f - r j,` _ .__ N WEIR WALL ,a nr UNDERpRAIN SEE NOTES 4& 5 q' w r , { ) INSIDE POOLLEV TION L ---� - I tr4. , , B .� MANIFOLD 2'►0, OUTLET E A ;•. ' 1 F'r" ir�t n� , z. r H r » _ ,�---0 1�2 PIPE FROM ___ __.._ __.-._._ ►.. - 7� R P. CUR 2 ,�--8 3-8 UNDERDRAIN _.. __.__-._._.. __.�.-_� �_._ OUTSIDE _. . ♦: ♦. r i� ____. __ _ .____ w _-___._- CARTRIDGE co PROP. WA I �--. r I INSIDE INSIDE INSIDE• n 1 a at _ .._ __ „ _ SUPPORT ., '''•:��:` I, ► Imo- S TO GEa I - j ;. : ..:•. ._ ' (.,`` fr �:w 1 D I I OUTSIDE Li ,.- ...,.,............,.... •'f•/ •• n +� I ( , �,Y- 'ry 3-CARTRIDGE CATCHBASIN - SECTION VIEW B ,� rA3--CARTRIDGE CATCHBASIN SECTION VIEWrc _ 3 CARTRIDGE CATCHBASIN SECTION VIEW s -F,.. �., - •' � 2 f •. -_--.w_ _-.•._• -..tea ? F ).65' F!01OR [?!FF _..�_ /7 {f`} e _ r 13.1¢F'G ••• J �...r:r+•! f- rh i. tt A 1 fff . M - �-+•�1 !` p it fr 013.2o `BUIOP. DE ECTOR'f F 'TC , �r� .f� �:�:'�r � ��- ,�[� ', v � r7 p �C'� r M I y� �i '��r l} __...W.----.....__...� �"yf "�J /'� � W ����� 14 //++� jI { .�♦ ..I: �: .1b, .pt r [� G, rT`r I ( t;.CB7 LOW I_ RW r i.NS�INV I� J EX. BLDG I �-- , � `t ' U- , 11 1 , . .. o.s9 2ND STREETASSESSOWSL. NUMBERS +GROUND yrf' S`r-b r ! �jL a72G 03 V 1L, a7LL lJ`9'J 017 �' ' '• ', i 5.25' 5' FLOCR DiFF w.. -- ;t i 7.19 . \ 1 •. 1 T __...._.._ . '`�- _.. _ I_or� JIFF r _. VARIES 20' 16 r.-19'f w /rE AREA R DR '�`'� ��ia i;�� FF�°1ai�o -;��� �i � f_• M �IfN= UILDING w r,i;�.� - -ter ! I .` 16' X. BLD - , ..�' , :a.3 �� i ! 922--a43-o12 - 0.32 AC. NET �_ v OP. SUPER I� �- �, fi `, >I � "''�-.4 ``r-�? ,':. r !r. r> a i PR , \I PROP, I , I F Y= c. r ." ,�. ' + �"' j' FN s STREET I ALLEY WAY 6.Q1 922--043---017 -- 0.16 A . N w; ❑ `' R [/ c NET lr. ` � M• r f,a;*,• r. n•. r �`+}y! FLOOR IMPRO♦. 3•V4r 7nr r' •( •• ..'- `• '•. .'. i �• '1, f:•�(, • •• .e '• )♦..• • .�•! ,� • r ♦ ♦Y i •\ r` FINIS/• •LOOR f 'V ♦ • ♦ • p-G''• µ '%�. 1' •A f •� wYf:�r'�r. .• • •.f' I•.: "� I ""�' .� L �. "w .♦ ♦ i ♦.5.+-.i9 aP'' •• -a a 3 , >_j..' .•. ♦ t{)�i4f': l 2/V /�/ �+.,j p .,� ALLEY WAY AREA 0.03 AC. NET r i C M'• " ,� v4 �.• , J'dLt, r �.`i . .. ►-. ?. ♦t;,r r r ti-r 1 ,._.� 0 . OLL CRJRB _ _ r f , .,. r (`ft R P FIRST FLOOR I n , -,. s -� 4�• :. �::t �'.' : .; :, ,. xr rf _,' li ?�µ7tF: 1 __.. . ._ ._ 2 ' TOTAL- 0.51 AC. GROSS w . - ' I' j ' _ .: �. -� . . � ... _ ;� � a FINISH SURFACE L SS -f :,.`]f \I •!✓ _I,/.h./ r) j .,, r' I .J -. .`f. !' .` •`e.w .i• w .\ - , J'71 'G ..... �. �,�r,� ,..w....---,- !' .r. ••!• •f i' -* '{•.- •-"':�.'_.a''. ••--+r»h.. a r .vY... rw, '• C' - ,., r __,._ ..--. ..,. -..! D . ... . . . . . .: '. . x. GROUN - y. r. �,r,.a .,..:.:.,+ „..xr '...,.._ ....,.. ,. ...w x ...... `.�,,k'•'`.. i' d..•--•. f! EX. AC PAVE ` y EX. EP Ep 91TE ADDRESS MXOT 9E ._.......w......__.,... .._.._,..._...r ,Cart' --.,._. i i.�•.y: / r' ..5 r! ..j ; C. :_} Y')t. O x:�j l\jC� .1]t` _F••- I 1 2 4)923 2ND STREET Ait, � ROP. t P -- 10091 _ \ ! CTION RET. WALL TEMECULA, CA 92590 a�IN INSTALL CURB TLET DRAT , - - NTS AMA /EG Im71P r1 r _____ ,' `7 ` 1 , 16► �, i N T ' LOT(S) 11 THROUGH 16, OF BLOCK 18 OF THE TOV�JV OF TEJ�lECULA, AS SHOWN BY MAP ON FILE' IN BOOK 15 PAGES 726, INCLUSIVE, Or MAPS LL ROOF DRAIN TO DRAIN INTO `I C • � �.• .r. __.. STEEL CATCHBASIN c' f� � I , t � RECORDS OF SAN DIEGO COUNTY RECORDS, CALIFORNIA. J STORMFIL TER--3 CARTRIDGE UNIT � 4 PL PL 1 Q MIN OWNER • 9 °' THE TRVAx GROUP. FEMA MAPPED FLOODPLAIN SD 41923 2ND STREET ►f 4'84 0.CL FIRST FLOOR 1-INCH T D WALL. FACE � • r � ,_._ ...-� .'-- -- T,�EMECULA .CA 92590 GRAPHIC SCALE (COMMUNITY PANEL 060742 0010B) EX. GROUND i.,,. % FINISH SURFAC � r � _._.- -•--• �---� .� FIRST FLOOR VOICE: (951) 693--2008 MAP REVISED AUG. 28, 2008 21 FINISH SURFACE (951) 693 2005 20 0 10 20 40 ENTIRE SITE IS NOT LOCATED W1 THIN MAPPED 100 YEAR FLOODPLAI N FAX: PROP. � Ex. GROUND CONTACT: BERNIE TIRtJAx W RET. WALL SCALE: I" - �O' 0.65�� •86 r PROP. PROP. PROPTRENCH DRAIN 4 HOUR STORMSBMPSUMMARY CONCENTRATION POINT' A EXISTING RET. WALL Civil Engineering MARCEDES STREET CL ��CTI(��T � I HAR P 2 YEAR ---24 HR. STORM 10 YEAR -24 FIR. STORM 100 YEAR -�-24 FIR. STORM SECTION C NTS 39281 VIA +DADIZ SC GE DINT D� i NTS MU�7'A CA 92568 PRE POST PRE PAST PRE' POST � '' IMPERVIOUS AREA PREPARED FEB. 13, 2012 RUNOFF -CPS U.17 D.17 0.23 a.23 D..32 0.32 BUILDING ROOF AREA 19,250 S VELOCITY -- FPS 1.18 1.18 1.14 1.14 1.24 1.24 2-- - EX.ROLL CURB DATE BY REVISIONS DRAWING N O. FINISH FL R Cll'� OF TEMECULA DEPARTMENT OF PUBLIC WORKS HARDSCAPE' 2,505 S VOLUME-CUBIC FT 48.9 48.9 66.2 66.2 92.,E 92.2 IMPERVIOUS AREA 21,755SF--- 0.50A Ex. ST. IMPROVEMENT of " EXHIBIT A VOLUME-AC FT o.ao10 0.do1 a o.ao15 0.OU15a D.U021 0.002� BUILDING WATERQUALITY MANAGEMENT PLANmp SITE AREA=0.51 AC 1=0.5010.51=.98 ET. watt SECTION A ` ::�:. f :� 7RUAX BUILDING Tom.. DURATTC]N-- MIN 4.8 4.8 4.8 4.8 4.8 4.$ a ::' ,^� .. �� - ,� NTS .. LOTS ? 1�-- 16 OF BL OGK 18 MB 15 PAGE 726 . PA08-0008 SHEET 1 OF 1 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix C Supporting Detail Related to Hydraulic Conditions of Concern THE TRUAX BUILDING PA08-0008 LOTS 11-16, BLOCK 18 MB 15 PAGE 726 DRAINAGE STUDY February 12,2009 Prepared For: SECOND STREET OLD TOWN, LLC Contact: Bernard Truax, Managing Partner 41915 Second St. Temecula, CA 92530 (951) 693-2008 (951) 693-2005 Fax • Prepared By: HLC CIVIL ENGINEERING 28465 OLD TOWN FRONT ST. SUITE 315 TEMECULA, CA 92590 (951) 506-4869 VOICE (951) 506-4979 FAX RCE STAMP HECTOR y� W LUCIO CORREA No. 36306 CIVIL ENGINEENING By. Hector L.Correa, RCE 36306 of CAUF����� Expires 6/30/10 • TABLE OF CONTENTS TABLE OF CONTENTS Page PROJECT DESCRIPTION I PRE-DEVELOPMEND 2 POST DEVELOPMENT 7 HYDRAULIC CALCULATION 13 • HYDROLOGY EXHIBITS POCKET • DRAINAGE STUDY STUDY AREA The subject property consists of approximately 0.51 acres and is located on the northwesterly corner of Mercedes and Second Streets in Old Town Temecula. The site is protected from off-site flows by existing street. PROPOSED DRAINAGE IMPROVEMENTS The developments will not change existing drainage patterns and will discharge on-site flows to the existing Second Street mentioned above. SUMMARY TABLE 24 HOUR STORM EVENT 2 year—24 hour 10 year—24 hour 100 year—24 hour Precondition Post- Precondition Post- Precondition Post- condition condition condition Discharge(cfs) .17 0.17 0.23 0.23 0.32 0.32 Velocity(fps) 1.18 1.18 1.14 1.14 1.24 1.24 Volume(Acre) 0.0004 0.001" 0.0005 0.002.' 0.001 0.003' Duration (minutes) 4.8 4.8 4.8 4.8 4.8, 4.8 • - I - PRE- DEVELOPMENT CONDITION z • EXISTING 2 YEAR 24 HOUR STORMS ------------ ---------------------------------------------------- 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 * 2 YEAR 24 HOUR STORM ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .100 100-YEAR, 1-HOUR PRECIPITATION(INCE) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH/HOUR) _ .1000 SLOPE OF INTENSITY DURATION CURVE _ .5500 • RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES] SERIAL No. I00971 VER. 3.3C RELEASE DATE: 2/20/86 ««««««««G<G«««««««««<»»»»»»»»»»»»»»»»»»» *FLOW PROCESS FROM NODE ****1.00*TO*NODE*****2.00*IS*CODE*= ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< __ _ _______________________ _ _ _ _ ___ _ ___ _ __ _ __ __________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO - K-[(LENGTH"*3)/(ELEVATION CHANGE)]**.2 INITTAL SUBAREA FLOW-LENGTH - 225.00 UPSTREAM ELEVATION = 1020.70 VOL=2(TC)(Q)(60)/2 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 V-(2)(4,8)(0,17)(60)/2=48.9 C1 TC = .303*[( 225.001'3)/( 11.70) ]**.2 = 4.778; -0.001 AC.-FT COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ .392 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8345 SUBAREA RUNOFF(CFS) _ .17 TOTAL AREA(ACRES) = .51 TOTAL RUNOFF(CFS) = .17 _ _ _ _ _____________ _ _ END OF RATIONAL METHOD ANALYSIS • - 3 - • EXISTING 10 YEAR 24 HOUR STORMS ---------------------------------------------------------------------------- --------------------------------------- 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] fi'*******DESCRIPTION OF * 10 YEAR 24 HOUR STORM ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2-YEAR, 1-HOUR PRECIPITATION(INCH) _ .100 100-YEAR, 1-HOUR PRECIPITATION(INCH) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) _ .1384 SLOPE OF INTENSITY DURATION CURVE _ .5500 • RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED «««««««««««««««««««»»»»»»»»»»»»»»»»»>>>> Advanced Engineering Software [AES] SERIAL No. I00971 VER. 3.3C RELEASE DATE: 2/20/86 ««««««««««««««««««<U»»»»»»»»»»»»»»»»»»> * FLOW*PROCESS*FROM NODE ****1.00*TO NODE* 2.00 IS CODE*= ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ----—-------------------------------------------—--—---—----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO - K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 225.00 UPSTREAPI ELEVATION = 1020.70 VOL-2(TC)(Q)(60)/2 DOWNSTREAM ELEVATION - 1009.00 ELEVATION DIFFERENCE = 11.70 V=(2)(4.8)(0.23)(60)/2=66.2 cf TO = - .303*["( 225.00'*3)/( 11.70)]`*.2 = 4.778 ' COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. =0.0015 AC-FT 10.00 YEAR RAINFALL T_NTENSITY(INCH/HOUR) _ .543 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8407 SUBAREA RUNOFF(CFS) _ .23 TOTAL AREA(ACRES) _ .51 TOTAL RUNOFF(CFS) _ .23, -------------------------------------—---—--—---—--—---—------ END OF RATIONAL METHOD ANALYSIS • - 4 - • EXISTING 100 YEAR 24 HOUR STORMS ---------------------------------------------------------------------------- ---------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL G WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ---------------------------------------------------------------------------- (C) Copyright 1982,1986 Advanced Engineering Software [AES] *•*******DESCRIPTION OF * 100 YEAR 24 HOUR STORM ---------------------------------------------------------------------------- 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 2-YEAR, 1-HOUR PRECIPITATION(INCH) _ .100 100-YEAR, 1-HOUR PRECIPITATION(INCH) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = .1900 SLOPE OF INTENSITY DURATION CURVE _ .5500 • RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 «««««««««««««<G,«««««»»»»»»»»»»»»»»»»»»» FLOW*PROCESS FROM*NODE* ***1.00 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 INITIAL SUBAREA FLOW-LENGTH = 225.00 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 VOL=2(TC)(Q)(60)/2 .TC = .303*[( 225.00**3)/( i1.70)]**.2 = 4.778- COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ .745 V—(2)(4.8)(032)(60)/2-92.2 Cf SOIL CLASSIFICATION IS "B" —0.0021 AC-FT COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8474 SUBAREA RUNOFF(CFS) _ .32 TOTAL AREA(ACRES) = .51 TOTAL RUNOFF(CFS) _ .32� ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 5 - POST DEVELOPMENT CONDITION • DEVELOPED 2 YEAR 24 HOUR STORMS -=-------------- 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 RESULTS**** ....*++.*.+...*........ * 2 YEAR 24 HOUR STORM DEVELOPED __________ _________________________________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _________________ USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2-YEAR, 1-HOUR PRECIPITATION(INCH) _ .100 100-YEAR, 1-HOUR PRECIPITATION(INCH) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH/HOUR) _ .1000 SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES) SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 **FLOW*PROCESS FROM*NODE** �1.00 TO NODE *** 2..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 = 225.00 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 VOL 2(TC)(Q)(60)/2 ELEVATION DIFFERENCE = 11.70 TO = .303*[( 225.00**3)/( 11.70)]**.2 = 4.778 V—(2)(4.8)(0.17)(60)/2=48.9 cf COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. —0.001 AC.-FT YEAR RAINFALL INTENSITY(INCH/HOUR) = .392 SOIL CLASSIFICATION IS "B" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8345 SUBAREA RUNOFF(CFS) _ ,17 TOTAL AREA(ACRES) _ .51 TOTAL RUNOFF(CFS) _ .17 END OF RATIONAL METHOD ANALYSIS • -9- DEVELOPED 10 YEAR 24 HOUR STORMS ---------------------------------------------------------------------------- ------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ----------------------------------------------------------- ----------------- ««««««««««««««<C««<G«»»»»»»»»»»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software [AES] **"*.:"***DESCRIPTION OF * 10 YEAR 24 HOUR STORM DEVELOPED ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .100 100-YEAR, 1-HOUR PRECIPITATION(INCH) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .1384 • SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED ««««««««««««««««,««<U»»»»»»»»»»»»»»»»»»> Advanced Engineering Software [AES] SERIAL No. I00971 VER. 3.3C RELEASE DATE: 2/20/86 * * **** * * ***«*2 * * *=**2********FLOW PROCESS FROM NODE 1.00 TO NODE .00 IS CODE **** ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------ - - - --- --- - -- - --- - -- ------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO = K*[(LENGTH*'3)/(ELEVATION CHANGE)]**.2 . INITIAL SUBAREA FLOW-LENGTH = 225.00 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 VOL-2('['Q(Q)(60)/2 TO = .303-[( 225.00*'3)/( 11.70))**.2 = 4.778 . COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10.00 YEAR RAINFALL. INTENSITY(INCH/HOUR) _ .543 V=(2)(4.8)�6.23)(66)/2-66.2 Cf SOIL CLASSIFICATION IS "B" =0.0015 AC-FT COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8407 SUBAREA RUNOFF(CFS) _ .23 TOTAL AREA(ACRES) _ .51 TOTAL RUNOFF(CFS) _ .23 _ _ _ _ END OF RATIONAL METHOD ANALYSIS • ]0- DEVELOPED 100 YEAR 24 HOUR STORMS ------------------------------------------------------ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL -------------------- ««««««««««««<a««««««»»»»»»»»»»»»»»»»»»» (C) Copyright 1982,1986 Advanced Engineering Software [AES] **********DESCRIPTION OF * 100 YEAR 24 HOUR STORM DEV. -------------------------------------------------------------------------- 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 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .100 100-YEAR, 1-HOUR PRECIPITATION(INCH) _ .190 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) _ .1900 SLOPE OF INTENSITY DURATION CURVE _ .5500 • RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/36 ++FLOW«PROCESS«FROM*NODE +++« 1.00«TO«NODE ««+«*2.00«IS«CODE «=+««t««+«««««+*«« »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ___________________________________________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 225.00 VOL-2(TC)(Q)(60)/2 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 V=(2)(4.8)(032)(60)/2=92.2 Cf TO = .303x[( 225.00**3)/( 11.70)]**.2 = 4.778 =0.0021 AC-FT COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ .745 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8474 SUBAREA RUNOFF(CFS) _ .32 TOTAL AREA(ACRES) _ .51 TOTAL RUNOFF(CFS) _ .32 _ _ _ END OF RATIONAL METHOD ANALYSIS • _ 11 . • DEVELOPED 10 YEAR 1 HOUR STORMS ---------------------------------------------------------------------------- -------------------------------------------------- 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 RESULTS*******************+*****.*****************. ' DEVELOPED 10 YEAR STORM **..**k****..+++**.*.+*x*xxx****ex***+*++.**++***.***w*.****.***..+*xx.x+*:+ ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED 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 INTENSITY(INCH/P.OUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505132 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 _ .5501 • RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED ««««««<U«««««««««««<»»»»»»»»»»»»»»»»»»» Advanced Engineering Software [AES] SERIAL No. I00971 VER. 3.3C RELEASE DATE: 2/20/86 *FLOW PROCESS*FROM NODE * *1.00 TO NODE*** *2.00 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 = 225.00 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 TO = .303*[( 225.00**3)/( 11.70)]**.2 = 4.778 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SUBAREA RUNOFF(CPS) = 1.57 TOTAL AREA(ACRES) _ .51 TOTAL RUNOFF(CFS) = 1.57 ---------------------------------------------------------------------------- ----------------------------—--—------—---—--—--—-------------- END OF RATIONAL METHOD ANALYSIS • DEVELOPED 100 YEAR 1 HOUR STORMS ------------------- --------------------------------------------------- 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] *'**IXk —DESCRIPTION OF RESULTS*`*"**'*'**"*`**"`"**`*"******''*'* DEVELOPED CONDITON 100 YEAR STORM ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY ADD 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 INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MI14UTE 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 = 100.00 1-HOUR INTENSITY(IHCH/hOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Advanced Engineering Software [AES] SERIAL No. 100971 VER. 3.3C RELEASE DATE: 2/20/86 *...***...*******.***********.********.**.***.*****.**.*****..**.*.*.+.++*+. FLOW PROCESS FROM NODE 1.00 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 INITIAL SUBAREA FLOW-LENGTH = 225.00 UPSTREAM ELEVATION = 1020.70 DOWNSTREAM ELEVATION = 1009.00 ELEVATION DIFFERENCE = 11.70 TO = .303*[( 225.00'*3)/( 11.70) ]**.2 = 4.778 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SUBAREA RUNOFF(CFS) = 2.30 • --TOTAL-AAEA(ACRES)-----__-_-51---TOTAL-RUNOFF(CFS)--------2-30------------- END OF RATIONAL METHOD ANALYSIS 7_ • HYDRAULIC CALCULATION -------------------------------------------------------------------------- -------------------------------------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE _ _ _ (C) Copyright 1982,1986 Advanced Engineering Software [AES] ««««««««««««««««««<o»»»»»»»»»>»»»»»»»»» **'*"--DESCRIPTION OF RESULTS­­­­­..++*...+.......*.x.***xx++*.* .17 CPS »»CHANNEL*INPUT*INFORMATION««** * **** *•••••**..xr**.xx**..x..+.:.+.. ---------------------------------------------------------------------------- CHANNEL Z(HORIZONTAL/VERTICAL) = 5.00 BASEWIDTH(FEET) = 15.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .052000 UNIFORM FLOW(CFS) = .17 MANNINGS FRICTION FACTOR = .0170 _ _ _ _ _ _ _ _ NORMAL-DEPTH FLOW INFORMATION: ------------------------------------------------------------------------- »»> NORMAL DEPTH(FEET) _ .01 FLOW TOP- WIDTH(FEET) = 15.10 FLOW AREA(SQUARE FEET) _ .14 HYDRAULIC DEPTH(FEET) _ .01 FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.18 UNIFORM FRONDE NUMBER = 2.141 PRESSURE + MOMENTUM(POUNDS) _ .43 AVERAGED VELOCITY HEAD(FEET) _ .022 SPECIFIC ENERGY(FEET) _ .031 _ _ _ _ _ _ _ CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 15.15 CRITICAL FLOW AREA(SQUARE FEET) _ .23 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .02 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = .73 CRITICAL DEPTH(FEET) _ .02 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .35 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .008 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .024 ****'***'*DESCRIPTION OF RESULTS*********"**'*****«.*.*+...+-..+..+++...+..+. 0.23 CFS CHANN EL�INPUT* ««INFORMATION •••••••••••••••••••••*••I *.... »» .* CHANNEL Z(HORIZONTAL/VERTICAL) = 5.00 BASEWIDTH(FEET) = 15.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .052000 UNIFORM FLOW(CFS) _ .23 • MANNINGS FRICTION FACTOR = .0170 NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- 12 • »»> NORMAL DEPTH(FEET) _ .01 FLOW TOP- WIDTH(FEET) = 15.13 FLOW AREA(SQUARE FEET) _ .20 HYDRAULIC DEPTH(FEET) _ .01 FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.14 UNIFORM FROUDE NUMBER = 1.748 PRESSURE + MOMENTUM(POUNDS) _ .59 AVERAGED VELOCITY HEAD(FEET) _ .020 SPECIFIC ENERGY(FEET) _ .034 ---------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: _____________________________________________________________ CRITICAL FLOW TOP-WIDTH(FEET) = 15.20 CRITICAL FLOW AREA(SQUARE FEET) _ .31 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .02 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) _ .75 CRITICAL DEPTH(FEET) _ .02 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .53 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .009 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .029 "" .,* *'DESCRIPTION OF 32 CFS »»CHANNEL INPUT INFORMATION«« ____________________________________________________________________________ CHANNEL Z(HORIZONTAL/VERTICAL) = 5.00 BASEWIDTH(FEET) = 15.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .052000 • UNIFORM FLOW(CFS) _ .32 MANNINGS FRICTION FACTOR = .0170 ----------------------------------------------------- ----------------------- NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- »»> NORMAL DEPTH(FEET) _ .02 FLOW TOP- WIDTH(FEET) = 15.17 FLOW AREA(SQUARE FEET) _ .26 HYDRAULIC DEPTH(FEET) _ .02 FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.24 UNIFORM FROUDE NUMBER = 1.667 PRESSURE + MOMENTUM(POUNDS) _ .90 AVERAGED VELOCITY HEAD(FEET) _ .024 SPECIFIC ENERGY(FEET) _ .041 _ _ CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 15.25 CRITICAL FLOW AREA(SQUARE FEET) _ .38 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .02 CRITICAI. FLOW AVERAGE VELOCITY(FEET/SEC.) _ .85 CRITICAL DEPTH(FEET) _ .03 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .82 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .011 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .036 ------------------------------------------------------------------------- 13 - CURB OUTLET -------------------------------------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982,1986 Advanced Engineering Software [AES] Advanced Engineering Software [AES] SERIAL No. I0612I VER. 2.3C RELEASE DATE: 2/20/86 ««««««««««««««««««<O»»»»»»»»»»»»»»»»»»> **********DESCRIPTION OF RESULTS—*** ` CURB OUTLET W=2FT. AT S=0.0200 ` »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .25 CHANNEL Z(HORIZONTAL/VERTICAL) _ .00 BASEWIDTH(FEET) = 2.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .020000 MANNINGS FRICTION FACTOR = .0140 . ----NORMAL-DEPTH FLOW INFORMATION ------------------------------------------ »»> NORMAL DEPTH FLOW(CFS) = 2.57 FLOW TOP- WIDTH(FEET) = 2.00 FLOW AREA(SQUARE FEET) _ .50 HYDRAULIC DEPTH(FEET) _ .25 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.13 UNIFORM FRONDE NUMBER = 1.809 PRESSURE + MOMENTUM(POUNDS) = 29.44 AVERAGED VELOCITY HEAD(FEET) _ .409 SPECIFIC ENERGY(FEET) _ .659 - ----------------------------------- - --- - -- - --- - --- - -- ---- CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 2.00 CRITICAL FLOW AREA(SQUARE FEET) _ .74 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .37 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.46 CRITICAL DEPTH(FEET) _ .37 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 25.80 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .186 CRITICAL FLOW SPECIFIC ENERGY(FEET) = .557 ------------------------------------------------------------ Q 100=2.30 cfs THEREFORE AT MAX Q-2.57 cfs CURB OUTLET HAS ADEQUATE CAPACITY TO CONVEY 100 YEAR STORM • 14 - HYDROLOGY MAP 15 - • WQMP LEGEND EXHIBIT A WATER QUALITY MANAGEMENT PLAN dx x,�9 E UNd9 E THE rRUAX BUILDING LOTS 11-16 OF BLOCK 16 MB15 PAGE 726 _ 0.61 AC „x. .., ap-twecb "......„"°'• Owx..,x.o.. Op0�2azcb � ,a••„°"• Dunn exo-cix nwuww,w 19 ' - ,'Y � OdEG1EMbiN PW1NfW�pmn WYGNAWN MV Jffl(l V a,wn +m.we e ' fl d _ - _ � / e OQF SljiClMAN-]FGII YiM/Al WViEW B eGMRddl Gli'!!V N-�ER4XYiEW/Zl � I J- ... ASsc+saov's vAxce.NUBeIs n {I .ems \ 8/)E'AIXME8.4 I A � r 0 _yew I� r—_.___—.,_— wn�•. 09j � m[oui.�F wGMO LEGAL LEBU'TIXIV - f� ^e•e •ae ED y none AIN - oL iiE ys 1 STOWS SWP SUMMARY CONCENTIVATION POWs A n (t° [ALL Iwyrny� 9CCIIdN L 9 xrs �$QfM1Y151R1 Iw4iryilNNN IMPERVpU94AREA s°sr9iw .� a.w..o+ mad °av owixew ` s' annsaxs CITY OF TEMECULA cePunu¢m or Pcsuc wdxia wArPa auAurr fl MAnAaEMExI PJM W OMP secnox A i TRUAX GuILpNG _ LOiS -16 I6 OF BLOCK IB MB I6 PAGE )16 PAO - 26 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix D Educational Materials Water Quality Management Plan (WQMP) THE TRUAX BUILDING • TENANT CERTIFICATION I certify that at the time of Final Walk-through, I have received, reviewed and discussed all WQMP (Water Quality Management Plan) materials provided to me by (Print) , an Authorized Representative of the development, and fully understand the importance of following these requirements and activity restrictions. Date Tenant Name(s) (Print) Date Date • Tenant Signature(s) Date Unit Address, City, State, Zip Developer's Representative (Signature) Date Water Quality Management Plan (WQMP) THE TRUAX BUILDING TENANT EDUCATION LOG TENANT NAME TENANT DATE WQMP MATERIALS UNIT PROVIDED • Fear Information Into;r 5 othr f REE a Lmnn rry o i0 1 f300 5Qb 2555 t� cucp, ally of t�.±e t � 9Fltenalc. Ou rc, rnr51i F [r5 [r, 1 r� ['SG .. GE r ie_n .'•.rtirkSt' y.9 t lock! _- Clt. -_om Pte ,stations K YZ - Ciw�.�Ro,�,; FIC. .. C uE; I'r,a.n4atinns - Grnr �ii�irrrs ws+.�„am�� �am,Tvixm�mmmxi�.:.mwe«rwx LOCAL SEWERING AGENCIES IN RIVERSIDE COUNTY: r .iynr cav ,f Blythe (SAra1122, Ii-G1 .c,cn r i.Ey rrt rer ;rL,r ro COvc r a JGd i3 fk9 J �° lf i) 'e ` r ter CS 51 l', �� Zr a t "- n.,te Pit llrow ! t aiu t ilkt M',ND i<r 91 r t r<t; k d m RA-dual V r b l co n� 4.< _ G01"I i uAlat;; tkc m b.. ,C ((r .dt _ r't tt(r )277 1 17r c i i Fr Ai 4 r,r BaSC2 of P:�Ikn to „r i{r ��ar J {yi ' S r >". >� _ � "-�-�.- .z�r.`'P-,✓ __ a i iy r x ni.i S r i r kD 4 c rr i t Jll Ju>. Inc:. v zul:yS P/n4 y -inSi sJE,t�r (QCL i Sal. i r . r-; rrcDC,�ea t Do you know . where the water should go? _ , �Qf�i Riversi e Coun+v lms two d ainage sy (ems s sn(tary �i sewers and storm drains The storm di am system is designed to prevent flooding ;y carrying ex( ass pQ� nt�rz„ay from t;trert it s not ne�iune,"1 to I'ae a �dsi�d ti ,nsa+r sV.tnrn. inee t le ate r,n drain system !� does not provide for water treatment_ it often seives the unintended function of transporting pollutants d!rC tly to Our aterways- Non-storrnwate,r discharges such as washwater generated from outdoor cleaning orojeces olren transport narmful Soaps,degieasers, automotive fluids, litter,and a host pallur sits into storm drains and our local of o h;=r materials washe n ott build ngs, sidewalks, wateiwa;s Pollut;::.d runoff contamntates 1 plazas, parking areas, vehicles. and ertuipmerd ran all incal w atert,ays and poses a threat to 1 polluteourwate sways. grounl aterresources -- f the Cities and County of Riverside or eter/Clean ler Protection Program Ott _,i" 1 t[3 f Hsu "rl PLEASE NOTE -he discharge of polluttants into the street, g+utte+s, storrrr drain system or waterways - withoot a Regional V,Dater Quality Control Board p nnit or Walve-r-is strictly piobibited by local nadir r,ces and state ar�d federal laws. is 2 Everyday activities in our communities can affect the quality of water in our wal water runoff, the combined effect of an entire community within the watershed c tar dashing and Repair Carpet/Upholstery Cleaning ® Vdash cars on a Iavn or unpaved surface that W Dispose of dirty cleaning solution dovdn a sink will absorb and help filter the ,vater. Don't or totet Do not dispose of it in the.sireehgutter allow polluted waste water to flow into the orstonndrainaystem- street,autterof storm drain inlet. • Repair leaking vehicles uroml_ IY Cise (TIPS) PiTake we the OPOfessfOeals don't uae absorbents like cardboard, cat liner sloths, the -rtorvn drain to errrm�j therr tanks. et(;. to safely catch spills, S-meep up used rvie,S,o,rar_ should dispose of rh. t:`roaYr%r9 absorbent materials and place in the 'trash or toilet, or reforn to their Never dump ud or any auto fluids onto the caner any for disposal to the sanitary sower. ground or into a .toi m drain inset. Nlakc saEre ftrd ydorn`t lase the storm drain? • If you change your own oil or antitree'ze_ be sure to recycle it?Ca!!1-800-Ci_F_.ANUP for tine p q gp n@ai'cat disposal lOCatlon. YOU gggwgare these Solution glpg�pt�po®g®gg� r r[PS) Usvf a com oel cia3r car wash. Car wash to to m ter P e�lluti ng. pacilrties are desfgraed to captule all waste fmater. itanautoservice center charges VieO;i; r ake sue they drv+?r'f watt r ttar2ort aWay :rorr Lawn and Yard CareV,eetcg�.tiers andseorm drain inlets. '-lout ;se chemical pesticides or herbicides unit ss vou have a rinajor problem and nevej app!v if rain is toiecasted. head labels Concrete, Masonry and arefaily and apply sparingly Asphalt Repair ` Limit la�yn .reatrnent applications of d heruoal breed kidie!s and fertilizers. Be sue ,hell your i Se. up and operate small mixer: rn heavy Iiti rr is aupiopoately watered rn w d, tar{ .ordrnpdoths,o^ortarnrtiater(zlspiIs. thatched nd n rate;c1. I 1 ss axis alternai-cs for the yard and garden, Cal ® Hose down =nixois, tools, anti trailers; iii a dirt 1-800-506-2055 for 'FREE copy of a Font area Micro rinse water won't flout into the Garden Care Guide to Help Protect Our street clutter or aornn dmin Byst>m. Envirosunent. Caf rfin ua vdiih a broom. 'O-T A u' 5171. F_rne 0 Don't bio?y or rake y t 9 waste Into the street or ,1a!fi 1'$ nnay bra oiBShEi'd Into a dirt aiea—but (jultPr re y Un fh IPBVes and Clipplt iOt.In rl of ntn dine s'leetg(s(terorstonn dra.n sgstem_ tja,,Aj can or-;Gnr?a ;omauost pile. fTIPS 40 If you arf-, reno4'ating your Iand> -pinta think coot!"'r t r e mrork is <`r0eareien. 'save rmo erosion control. Pievent dirt and debris from coarlifly rr esO;A4 r .. clernuu area betas washing into storm drains. t�Pl{ft � ttR'd ws?rs nfiV iv Etter r#7+„E# ° use p( water it !fmi clear up, TcU y =u c',OtrOcfe' iar 49 Pick up pet wa le and dispose of it in trash nosing rear ks ere gaarjsraa^ r€ire ttresirr f 0? Ne a,- cans- AU .- s rernernber to pick un after your a Su"r;�P'13{ni 3.n PS(tfi.0 I 1 i te+ aPristcr„rtrlcBebesa dog ivihen ytil take lffora M8lk. 3 ershed, While individual homes might contribute orsfy 07ir�or a,= x)Onts of Polluted an seriously affect our rivers, lakes and streams. Housecleaning it ROOM; � ete the t o pod t v ose yen? horter poet ci er ' S to tkit is 40 Smi dirty Pleaning erratFrdir vn Ei tmalor or toilet. vo.I Iry the pool trar! is of v,t into the street t tel: rat pit,. chain chr i teals. yskem. . > Di ) Doe! eat to ,p: e ) ( ar 431 Try non MAC _Ilemclth'm Celli 1-8 „Q(j 25515 ay. ns, y',nds or ,Iny ale t :11it 15 dt) in order a FREE binwhurr, on ent mirmenv[Sy most of the ate,. you it oy hnrva to drain h� ulfVcic a� �g talrena�at .c:-f�:rtar.I <,mae;. the no„I ., , d S e periud of o .+ days tc it ' the and"icapir ai s io orn-elb 15 Nt ve clefl'1 orimhes in inv e pau t COtlimlers most o.f thm atet Into the street gitte' or storm t?;rin inlet C r an Inlet' )aln! ',o ,l 1, usl a Birk. Filter > !, o,d disdharcjulci pool ;,atar into the and reuse :Ionneds and! �olveuqs ke� oil based quit�l or M�.rnl drain hints. �y R" n e:eater > >d mkwash into rhyme of e tU "-il)le Irrilts. Olwlet eL�ltl¢rr-lFlei)O' L�f tlrElE.[�(drr-la. due„ =The /le" ing, 11 oductS at olleiGtioe c v { 1 lV J Y Ott ,256 or WWW oye'c0cLg19 1�e for Hie date In(! location of the nr yi !inusemold I {Tb'-'ca Empty ce ci,y{<uirn ar:: may go in with iegul`+r nusr her ar'+ ,ri; �t,e te,ltr ids fr ;t, hKorscPsymm. clar,v saa= Septic System Maintenanme neW ate ,. . know H i noon d 'h,c Him y—q, to !ocve fivers kikes and striunns 4mhoUi Ii you use a sript� vstoiur nd.ike cti'e it is tr eaPe:re, <. Pv' vtCh ctispo °'rr a.,Pp+na nraalrt, funuti lane moped? Ote l-ovang Septic sysrei e leas: e _ .r,a tra<at can `lo .a to nvcgs lakes acd gmww ,eater, r uelina SE�riOU i(7t)rl18;.?lia8'1i21`. How shon yourlank vAj pninInn; Pool/Spa Maintenance n freer a ,r, Girt' of the tot, nn,mbei or peupie m the nousevion, and i r"ontitot alit e by,eyd Smig Chlorine my ls. Em f` n is or 9_f...5 C,, Iscrl ry lq p) II o, V,1ij G t, .[n need to finin yimi po r ova e r, nali woo t/V[�eli? ept r„tant ." eta :=(' n,aa as a!<- ! ;red )I sewenng -,,jeec.v to Npd out 0 a Q pmaj rut W i t Hi`- gep i tank .t ., fnme tiCah the q ., y 'sC �+ ' ire � thw man „Ispo i , I con[Ctlt, 8pp,oved Bowel n l (More inivirriullbil on To ruve se sporial o .e C: i l 905 o. 'iE ° 4..+ 'Jrct a, y(yB ?Irate )ri to ?ll &' It you rrn r ri ll l e t 4 V H ❑or 3 )t p r)I e r ° PII v 'td t nlotip _ n o f oi3 r r� `if, a5 r1 S.x V i 'Y el m +`t 7.`.;,t t nk rass md,,. ,,r)?ti+t r rr! rr,,f, t, fhiiei`ha.rae of 4 A fr Tt Sy l ad1 of K' '� 1 d l x �S Y 9 For more information contact: , � ��; �', z r � Y ONLY RAIN IN THE STORM DRAIN w` Riverside County Flood Control District # 1995 Market Street, Riverside, CA 92501 Call Toll Free: 1-800-506-2555 * E-mail: flood.fcnpdes@co.riverside.ca.us a � �y or visit www.epa.gov/npdes/stormwater www.epa.gov/nps i i ix ------------------- rkd1V id LI« edess an [r.Nntt M Asa � s Sti_' J1, di2r [u N'f xc(ir; .'1Pn Dice INltaticii ano ma Flo, and f)iI fro,. 1 J:) of `iIOwrn It .S C ?r n _,1:11Jnd. ,� - 4 Sediment n doiJ 1c J8f � r '�. 'ii Im ill t irr es 1�- I c -)�S CI C'Na�kS, p ✓. 11iake Y cif IICL1 LC ; r (� .¢,. gppfr.4„Ar .v CfIC �s p] t ✓ T siC f Iv wr voin 1n it 5 L� r (IJ 9`}l I tic J��x1lCS L"J r R' + * 4 kill y3�� ,taC 1 , ,, .,Oaklil r, IL LJ L . yrUlln�. g d of All TWAr d s tl< > the 1 ott m arll lil a )roces -h it re 1( es �2xygen fr'Jnl r'F' ` A t the ✓at fl h and oTer "I]L 1tIL Frt✓ � or����� 2i 1{ r)�;d RISI C 3n r cxist 11. r;ut.r :> iuh lcv a s J ? li so_' CAI ox;J,uen levels. l �f c s< to 'y q m :n. .� '',. aa.,r m•. ♦ Bacteria Tl l o[l'e, pain ;e can t,ash r x s irsr �xY „ n1C I cr T `x J Il- ):rYl - �,,,✓ . r Of Ten faal"ing :,�ac:h (_.osur29 f ye a Dei,)tis ,la i.:: LeIgs i!X-fJ ck L1.? 1 oL_l -ti, anid rret u1c—--washed inI< can choke. c ,fcarA or �i `a - 6t ✓. '` l 1 C �11 be Ofe likic ducks. th(1 _urrje nd birck. s i� 1 H hn e lrJ a:-_l Illus cantes IS inceundev pests I FS paint. I 'ednijI od, alit itinei aU f�t,jds c�)n phiso q✓I uI: life. q <r's UK animals aIl l n nyc cm, E JmC sick Or GIC fr( 11 ":cfl , chkla i2t7 rO_Ir..;a a la rck up del).i chemicals, Girt, al ,)11et Pollui d ,tors a er ofi_en Wens d n-Ici cy water )SflLlidrl lh, f;Oh lneD a S'_C its __we; , ',stern or diieitly to cources, This, 1 `_Ifn, can joke, vrcann, Am wetland. r c a. .ai toter 4Q I "- that aifz itiA n an In nd 1!eC_ o storm sGVc , S ,1, J_C.lr:i 11,J.C;e+,t G I,IIt_ _.v 5 ma ss( alln ul lie WE use for so it—rang hisbut and !Jl"ti-..-I 111)es `��. ., trcclll �. : COSCS. " x w ' !R �.1<+ �^l p�uie" �n 1 ;s '4 s fi Auto care ;"$"g hashlly your car aid ifti degreaslng auto pass in home k, k r I tC# �n, 1+u Cr tri rov a rt, n send detal >e 11 ld � et � "\u�k � eti n 7 i a r d4 t sir r, r i { + A ct:roarnC�antsyh i'1gll t ".l�il�g %;. sJJ fJ:>"Fr d ff 1 r'1 1 t/ "l�fC'n iOTl JE' t uldS LI LO >D)'1? {fwfZ uiC ml� v I�rf,' �t;%tltF.-bolly, i16'Y1", ot- 1*c/1ul Aifba€ of xoudP,frctl rna'A'eiq teat � r � fain, has the same rev Or as , ev.�.riu° KiwarrA vf4 r.d paadt , dum In =thee niDien,.ls Clroctly Ir �{/ � . v a Ar , .rbody. d04r/W,4 ad (Iu most LU �,ut� jf�(�{ atu fitd A. anfdQ,e'r J'y / /_ * Use a or ,mc a al car v lsh that t is or < t VC•{ f,pouz �d'. 1"t L`irr,10$ (/'YJffCffl !"L U°t,islir, Lt/F7,al4, recicles Is 1\a to S Tier or 54:1sh your car on Permeable Pavemeov-7radinnorial r ancrete and yo4 yard sir the wa or=J, Haws into the a ilA;t tl L a1l,c).v . a,ar to soak aLci t(le W' E.iltl. ry' ground, it stead t s i f:,- lobs on : t _cualre to Lawu care r rli F 1 L9 tt r{ 'a r'lll� <°.111 I C .11 • Repair leaks and dispose of used wo _luios to is 11 pin 1 1 niclL tc, soakLhl ugh, , .}„ ' ' and t)li _eric< t designated drop off or Excess fl tIIILErn utrrilia.. Lnc:f. locations. nd pE tIcIdes rC l 1111;: _ apQOd to l wn'S � f)iTi Ba Li 01 rat i al,u ga a�n� sash c d' ray PI ficu off and p ll Re Septic °= Pet Waste m WHOPS Ins a ro srrcams in systems u 1 c a h addition va d � a 1 pe s c m be MZ1a i ranused la cl 1 cli pin sand laalcrs,urcelf w_a p �� �. Leakin and f. .,n or gai, n a:cEo leave can ✓✓as' mow, ..<. ,rl g" it ' h p,lorlG � bacteria and into sRolni drains and cony ihure a maintained xcesv nutrients rUtrlentS and OrgallL YiBttt t0 st 'e ]Ts. Ll oCdister . ." Pam Gardens and septic ' Cr a sv Sr afc_ —5aruu.l, systems ls release r urnEnn and �I;'!-lell `a`krr� ^. - . Ir,n cd areas- p,ar tr ri ♦ UOn o '�^,vat�l y'tJUr ar+'n LOnsldo 1 r I t 1 pc t}ogers 17 c.eria and our p r h dative ohms call p o de natural l places Or u9m g 1 soakr hose instead of a vlr e 1 than can De picked uI' remember lbc_r to is x u the r collect. sI A p ` - & 'I1 k cC by tOrm"✓B Lfr� tC' dhc -r,ih<d r=S a r '�"`- � and soak In L� he 1 i and disrxxc if i Use s Ides and ford iz rs Into nearby rt .rbodies >r �, v , � � `tl: a.-o n l Fain (rum p op rl . Flushing feet s d then use Is accessary 1 7e pathogens can cause public disposal "�."r '''�'� ro cttr ) areas OI P as s the best 1 _,�osal a these chemicals icals in the I ecouarnend�ed WAY problems and r rl.ei hod. Lea i1 t pet waste _m as can d r to� amounts. Use organic niulcfl of safer entilrontueni d Concerns on the ground mcneases iitLo hc t at23s i-a_hei }nest corsi-c-1 methods Whenever � Inp 1 r_ct ,,s�., public health risks by - than irlio StO va r;1 -ain5- your it sem every possible. > allowifi harmful bacteria yens its gild pump g 4 con-Post or IInulch yard a astc. Don't Ant. as ne essar (e(every3 and nu ItentS o wash into tt WRata d 1 tlir Ship Filter suq) r2 ineas O leav�. It in the street or >ve..p i_Don'tnte to c_ars)_ g f the staim drain and name s or h,anis c Fd ah us de Sys rot . storm drains or si eams. eventually into local tr -. s. The i p Ow Tolhtan n r 1 cater Doubt dispose of Watelbodles. p k5 op an _ floss; wicrosq djoin .a✓.,and s hers. • Cover piles of dirt or mulch being household hazardous used in landscaping projects. .waste m sinks or toilets. Ul Ult ,[lU U eahs Uld LAAWU ili PtUbMIA Lon UUIS Ulal WN&I I 11 InLaineCt earl CnJU SC pp{{t I.a '..I parl Ina., lots Ilid pavical areas can be Y �css amounts of ,edim a and delari ithe ..U1 � al y7 UI d into II U. .tl,�Rl SE L, systemwv5te k n c it tO ahe to nl' atEr 4SL _ll. o I lrLLti 'n 91- 1 and etentutalla enter Ioc,1 elude can leaf. fuel, oil. and on hannhll fluids gI W �Mew- that can be ticked up by scot rwater and 3, m I Q:SxU u iLr. local b g3(erC`ed 2', • Sweep ep up httrr and deh 15 marl S dewalks liile_ops and padarg Ints, "� 1 Diveq stormwater away fre II disturbed or JR speClaky around Stoirn Gains. '€ exposed a,rds of the COlsti icuon Site. 4 ♦ Cover gmaso Storage and d-Im sas ,lsmH A ferwe4 veNcle nod removal areas and keep them dean Lo aVUJd Wks. vejNadve cover and td MeT sr' trnent and r t ! a or controls and property maultaw theul ♦ Report rt an chemical spill to the local r=P era ,trey raid Ir it s z hazardous dr 3 to cleanup teal". I h( e �nllb' t1 t bC'tit v is 1. a_r P Pr ever Sl lI I ID'P :­inirriizlng CIS i bed r sd .lS flu?]l h,.lall lg the environment, t areas uriny co s r cuoh ruojecLs and seed aire, .Icf We arc is as .o:, 1 as pcs, ble. ';" FuRel r .I-ack of get n n on SrrU amJant Can lead to er siofl r) 2rgr 1 Ct ' tl lrLS can alh , ' wGI(Ilcni t0 IUC�.� ,g p � �, � '� ♦'� COn I]:Ute 2*CC A^ Hri iU)tll�t,`i Gf ': Yrrl.�ld t' U'd' P' S dE'rtll[ ". a]"1 1 `t r' kd 4 pe 'i1CLCdE'.i Can poison aquaHc anunals and Way to cIU to t Ive -dsae ploon S Livestock k InAso .. strewn . can contatran e dater6 .] S vith tJ.,c erla. m. I " 1'.0 thel .I II � a ��,te for human con[art. • 'weep a -o-n stroarlbanks and ygowde � thf101 a wer,cLl< away flJm :dtC rJ.a.dIE.S. 5 �,,.y '�� �r � ♦ vege Jnd apply r a a I ( eT a! from rt9tCrIJOCd IiS and In accordarwe viddi a iotnent management planiti­. n . ,_1. - - ♦ U h-et a(e nparlFin are,aK alon va"e a ;,. ° :,y�. -# ♦ Rotate anmul iqrav ,,,to present <iaid crosion in fields* W 4 #U -_ :-'r` ♦ -V ppjlr ri I I zEr@ a,C pCsLIC i Ic COlr ll.�tfa be "'"�7 lip �- r .� 1 sn u ion _ to save Ponea and I _Inlmme polMon. Ul roveted fueling stations t !'o spills IU: UEj .; .. logging s a d I ate torn draws, I.P dltoperl tinonilaged to 'inn opt utlol s Call rc i.l',t. IIa o..!.r.1 rii'd � r1u lie I can n b Ill�l. OlI and Mier wa earlll I IS In can d t p c�Cad UI� tl� tOn( � t'C r * � "N, ♦ War up splK to ne diat ly any prciperly ♦ LC nCd U:'C tuIC.lal t-'St} till nillg to Hli ,o-lL Cit OSitm1 air lh,,;.:- coats, d <'tSe)t So OI _leanr.h f,l a[tdlials a'�"xurr ♦ the l yont, n thods and t thal ❑ jnim1Ze on dfsturhance. ' ♦ PFCV1de CUJer O cf fU01IIIt, tDt,]OnS and r[� des 51 or reCr('tl iadlitlr s f Shill ♦ Pion and d lskid trails ;iarCt Ir�dy dnC trJC� aCCc_.� ia Cls to < Con to 1.l5•.E nt. strU Il ciasings and IioA 6isu rl I ia, a, Key floor. d V ♦ [pro red ' Tlafnrtla I 'et' ncle to prevent v+ ♦COI nCt s re am _rosy Lgs So l.ai rhejr minin ize erosion and p la,ieal oil. gaz and oWer c»dl to s Forn being change, to streams vvashied into local tra:err t di ' ♦ Expedite lrivegeL,Alon of cleared areas. 0 hisnill and maintain i)IlAvat, �epaiatorS. Helpful telephone numbers and links: WATER AGENCY LIST � in Riverside County city!= t0. ( 60 t 922 What you should know for.,. City ti 1. z.,'rliu 1760,0, . Goad ,!!n .'afl vy LVate Distrt,;!' ( 6 )33c J✓'I - 3cr;et n,c,r ...C;,r;:-'Si ! Q)2 3`203 OUTDOOR CLEANING r: G::pn t i �J1�a tr!i+ar Di^t;rt !t 1 i '5-3777 FIm! Mu�'­d .lain l D vn :n.•; (951)2 14-4196 ACTIVITIES AND C'ity t enth 19 1 12 Ily@ndr Vvateit-ikiir, ( 11)059 143NON-POINT SOURCE .,wraps. I.ct n„rit( °,.ri,ms C .vi'i (9 1 f ,ir „79'r ik�: ll n .ID (1 I)653.3241 Lee 1. ,k, ,alei is;trnl l 1 )277 1414 DISCHARGES (48rc7h A i i C:n:F. 6Fsc (9 r 1)653-7000 (v1i>w 1 rugs b 'ntc tistnct ( OU, 29-6448 City,:If H tw (r! v)523003 Ranmhc, (`! 781 `:!272 Maw(A RN on M or District to"1)2 ,tr ON CA,ofI crbe fool)3 31w r usiU u -11,11mity Maws flmnd 1)w h r a 75Pl- d4 � . Silent C.ltO I :r. i951i tl ++i71 -1 `ally „ ! it,t 1Ch:['irt ' t.0 ;i. .:356 NVesto'm M.-;C;pal VVM(J ''. SlfiCl (95 i?7£i9 >CJO „�... 1 ulFA,1c t dII'.,r 4`J,I Gsi6i4 t909) /;:7 5'117 tip rE`pfwt iS octal Wiping ing 040 mann Cit .in3 o' j Et.r�cb cl ttarrn car 3t a. pica{�5a ,:at: 1-800-506-2555 For p ggpy g �g��y 0minr source 1�.`:W, Fo disPosiaA of 8v69sh 11 111er MA: River 1< c ca!•,. Fkjn Cont ,t D -' u,l c, 7 each - n r. ,IS pye. 3ima,walk., plaza or pavking lot cleaning $,!"L-'hide Washing or detailing . a!iinrr i, �. rn t . ..r, •....',Mitt ,�o:.i.. icr' ,) B§.J iY.g Xzs?r C7r ciea "Ed$'1ig, yr r.,n1 )�fi�1 ✓3"v'� ��.��. :r P,t!�.}�,3}! .��:t �a'.n ffi ' tF! 'r - ) iJ U r +..C{§sspment cleaning or degreasing U.S. Frrircnment - P.-..ection Agency • 9 Help Protect I Use These Guidelines c; !vIOT , . dispose of '.eater .fro c°'LL Dispose of letto ;: r containing soap or any other type (if cleaning agents into the gutter. storm drain cleaning agent into a storm drain of `rvatei or sanitary sewer. body. Fhis is a direct`<<ic?ation of skate and+or local regulations. Because lA%aSh water tron—, D —, under stand that ;,ash 1 Irl:l' t deal ling parking areas way contain rr,etaiiic tvJthout soap) used to remove dust from 2 i t:rake pad (:lust, O=i ,Ind other cal tC[ta0tl`i" clean vehicle may b diSCharged to a street fluids, litter, food `, aSteS and other or dr,3in Vir 'sfa ';vater from siciewalk, plaza, i n iaterials, if should never be discharged to sand building surface cleaning may go into a k a street. gutter or storm drain strect or storm drain IF ALL cif ;he follovnrng t ondition s arc Ynet DO n dispose of small amounts of = , s i7 4, being Nacnery is frCE: Gf wash 'r;ale on-1 cleaning biaildii;g residual oil, df>bris arid other matenals exker`cl ', s d vWalits or p137nS onto by using dry cleanup methods (! e- andsc aced or unpaved siuf aces put rded wee,tlnc and cleaning an oil or YOU h-i e the oWI' or',;z por`n,Ssion acid -'.ne "t y b C'heiYlir 1 spills with rags or orflova ye witi not caut ur sty nuisance urain i�lculems absorbent mite rals before using or fio� �info a street or skmaa drain water). t htr k +�ith your sanitary f ar ae.y : wrrr 2. Mashing is done with water only. not agency s policies and requirements withsoraaorotherdcraiaingrr�aterials. CO11CernlYliwaKh 'vvaier disposal. %Nash ,;., You have not Used the w,"lter to re,rnove water from outdoor cleaning activities may paint from surfaces during cleaning, be acceptable for disposal to the sanitary sew-i with specific permission. See the list CALL � -8��-���-���� on the back of this flyer for phone numbers y 'RF'•fFJa 1Z p^�✓ q # . of the Sanita(ySe\NCt agencies in fOUI'ar )area. t F rt t rt ;R t N'a., ; O, ,. . Understand 'hart mobile auto detaiiers should divert wash water to landscaped or dirt areas. Be aware that soapy wash water may damage landscaping. Residual v%ash water may - remain on paved surfaces to evaporate. Residues should be swept up and disposed " �risPi Of v, k v t`od",0 nt1 3_Co rM 1 I >E,C'e'::,ri Li..s,_ • 10 ing . 1 s and Wash Water Disposal SING CLEANING AGENTS THEE I :S TO r'tAP R TE'T OUR if you must use soap, use biodegradable/ phosphate-free cleaners.Although the use of . t EENN«WASH VVA TER 2 nontoxic cleaning products is strongly encouraged, do understand that these A thorough dry cleanup before washing producas can degrade water quality. The exterior surfaces such as building and decks discharge of these products into the st without loose reet, (paint, sidewalks; a 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 oetroleum-based (solids) could eater 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_ • DRW°9`€ lNi E7 B"k-` 4,. C.FI3&1L.ClP �r9afl'tP�,Afj,�& � 4am L r r,5 et O1 WASH INr.�;T ' Sand bags can be used to i tote a barrier ' around storm drain inlets, z w 1 Plugs or rubber rnats can be used to ` temporarily seal storm drain openings_ Containment Ends.. ter'nporaiy beans or vacuum brooms can be used to contain �p and collect wash water. e� M mop Special materials such as absorbents, storm drain plugs and seals, srMall SUMP pumps, When cleaning surfaces with a high-pressure and vacuum booms are available from many +masher or :team 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 xmArw.newpig.coml, Lab Safety Supply (800- storm drain system. These two rnethods of 356-07831), C&H (800-553-9966". 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 e . . where the wote), cctufilly qoes' Storm Drains are rconnected to sanitary SeWer SYsteins and . - treat r The p6maiy purposr of storm draitis i, to carry rain awv_iv from developed areas to prevonw,. t riCalit^, t�/,tl�l''�i ,� t_ Gltiri <l!�{fid i 5tc:..Il Clf:]iY?o 31r :ter"1 ,.tiC Ciie C,t✓ ;rl10 rj,er; lak' s a., t Wit;,'_af Y'i. jutol-ot,ive aClids, ittef c nr ci host 0, n1F1ter,0(_. ^ asked off n%udt I I,S SIGG'4�r Ott o. pi8?'3 (ial king ?CF,uS, vehocies &Ili aCl��IYJn ent tkist t t_ pYfJr,dr��/ I`Aun•_:(�C'U to �1rQ`i2 It tri£' HYtf L!`ion d rivers, fl%! and sire arcs. Preveivmg polution IS the ht,St Way to p."Otect the.;I!JII`omrient, in al.d*KiA, Li UCCI' ddSl<£TAn . ItSS ost�y to An :ll;ranni<; =Ip'nftetthefact.' The Cities and County of Riverside Regional water Quality Control Board h, IPJATE`",HLD IS Cw 8re,i of ,in,lj th,,t ca`.^ht.0 an r 1 d ,-;nc v, then di Film nr seo s swo a tt a 31':, .ima it ve tar eVT' ound,:v lter 1. „tee ito I conria li l S I I") ,. ,' id 7I t. ISk(g rutl ltV. otatB. dnd natie nug h0 ndci iIe5S,t lal e`o"e ;1 A1-1V tC'f O ti .l C_kIVitie,s,It ricr :le vvo,rk of p11, affeC'.t tree C intlty 0f o II vmiprsheds, �. „ In r;,acn Ga �2 tr s t re ar ,9 er�ri J 'tir; io o i,:; t otr ,N.a k,'ersnr�s, the C.I AND _b UN 1 Y' uP_ tiIVER:a0E have adi-,pted oi Ca!narwes for sir l f my;ter r lal l ige'n'(,flt and dIJ h Yi{B control to p Vtll i;l the Cli Chllfc of .+::xes it,:' 11he .c. R ri;-,711 f.�steni ) � ccil surf£tGe iteis. t lis iNCLt {i'-:_.. d1jChl tje of Wa h Nt8tE91 ` on) 0"!`,doo ;7r n ,ialvlti s Y%h1 ch 11rAV GOIlt7h ,L,I;UtcNi'S Such as Oil, pea_e i,..t.=rgcnt �legr�asels, trash li�l Wrist 'it,e: inatenais, t , 9 iF �� It t PLEASE NOTE! Check vvW, vnm Reci, n „ EVJio! Oua'uty 4;tnikro! Soa"J' I,, ems, ;nw ,Clpril. go'✓emYnentand v Ater Mgr ncl� on Whatthe i Cir�,tlnil,are in yrn;area. • 12 • L \� 1etM. 3 In m" , le'l ?"011il t'OI ."; Llf1Ci E,d lCil It�j iCS(o[}r>cdl ✓^'I fi, {�(1«..cl V � i« vat vy1`t"j"'v Mat you fi tp1 l31xd ill al'.Wi igen f v � vi+ +x FOOD SERVI Lig��„ rt,`IL�gtr vt nChl C"I�Pie i;tG #"if. §14g) K �\a \` ya+es SPILL RESPONSE AGENCY: INDUSTRY rc4j HAZ-MAT' k (909) 358-51055 ar-TER 5:00 P.M.: (909) 358-5245 off 911 �. HAZARDOUS WASTE DISPOSAL: (909) 358-5055 RECYCLING INFORMATION: 1.-800-306-SAVE mlr4, 70 REPORT ILLEGAL DUMPING OR A CLOGGED STORM DRAIN: 1-800-506-2555 �'� 12 -C'> MMyy• 4 � y � V The Cities and County of Rivei:side uv Yi Stoi,nWate�'C eunUVater Protection Program 1 -800-5O6-2555 z `< Best n S Corr Mate r Practices. utia r r: E`kP %§Rv.`sti PROTECTION PROGRAM Restaurants Grocery Stores \' Delicatessens Bakeries eQ �eV' vs,a vr` , S :Y rm tee° Pa1luian . . . 1Nitaf You Should Knave ,tors; o't-a i ,. The- ti'i fll i L )CAA it i]? tl c Unlike Sanitaryspweis, storm drains �/, are not connected to a treatment f, plant- they flow dii ec ily to our local streams, over,; and lakes. stomilrodter poilutlon causes as f luch as 60",% of OW r �e t lid water pollution problem. It}eopardizes the quality of ( I oor watellways and poses a threat to groundwater iasource s if vot/urant=peraarate tilrcugix soil_ illes and County of Riverside "Slorlowaler/cleanwater Protection program qw s PLEASE NOTE: P, ;I a'I r� �•�;ct i1 ' _._ 4 6 • y Cleanin' It Right . . . Proper Storage and P("u, mf u and ,vas l v,,, f), disposal . . . l lt1 i r ly F f fit of tf t Vf c3 C pal{ rg t or L _ _ G� ;fir:: ,.f< In fV, lcni 1 h� tr_ r � Don't! H 'a i� v tFcl9 2rP. .. F properivMilo a rit f r.-ii ff iL l fll t,r,Ern �t � t 4<,(, 1�� l �-vvf l .7 r v f`iU fll 1£`t t�� r r 9"� 'I�r 'cl tE.r SE�lcti t ( Al`; 'Ji ,(i • Ar tcl ,l nl i(S� cJilt d f e <£P d ✓ i , , ! Grease and Oil . . . Watch Out For Spills .is-Ci r', p fa( {joFf f , t,ll! ';! 1 4ll. "rK B `£ ! `- . r� llirlri nt,L,,CIk irll CS. ,.Ift i. s or eal G l d u iner8. N Jve , 1rl H do F; �Yg c� 7tGi Diu', �{l ,llil, t1�fY i f3°citf hf r 1! ( ,1 In e. i .: rr t 16 L f 7 v !ri C'f f(1ts i0t lispclz3al I rq4 ar;-_! �W f I Everyone contributes a little to the problem of stormwater pollution, Now it's time for • • 67 6 Hoene `Bout That Outdoor/Sidewalk Dumpster . . . Areas . . . , nrltO�adii ig -jo:; R. GI(W Nu!I s, anrx L.t}i'.t(f i .P(' by sweeping :?Yf � Ji.. ..1t 9° 3'i i� r..p lr . . l� r,liI nr (he OU 1 � i L it • You maybe i!oat rr .>>;.;l, Use Water-FriendlyPill Products . . ' ?j c. ",Ir aFCFR/r`. ,.ar` bh'ii _ Also, }��,✓ �r� � dr r' fir, cif\ .� Vf � r) �I r i ;r t 'F 74 Sr 'a{ � [ _' iT)!l Sr rt a Yi P, It i tr i, e WRINAHi^ti�..` �4 Please remember: —NQ OUtaPiN�_ _ ONLY RAIN , IN THE DRAIN all of us to become part of the solution! -�- � • 8 Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix E Soils Report PRELI:MINARY GEOTECHNLCAL EVALUATION FOR PROPOSED RESIDENTIAL DEVELOPMENT 41923 SECOND STREET TEMECUL A, CALIFORNIA 92590 • PREPARED FOR R.-ANCII DEVEL.OPDIENT 39495 C,AL.L.E DF COMP:ANERO MURRIET:A, CA 92562 PR4.P:ARED BN GEOTEK, LNC. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92081-8505 PROJECr No. 3032SD3 J L N E 5. 2006 • `? o EK,INC June 5. 2006 Project No. 3032SD3 Ranch Development Inc. 39495 Calle de Companero Murrieta. CA 92562 Subject Preliminary Geotechnical Evaluation Proposed Residential Development 41923 Second Street Temecula, CA 92590 Dear Mr. Truax: As requested and authorized. GeoTek, Inc. (GeoTek) has performed a geotechnical evaluation for the proposed site located northwest of the intersection of Second and Mercedes Streets in the City of Temecula, California. This report presents the results of our evaluation, discussion of our findings, and provides geotechnical recommendations for foundation design and construction. In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommendations included herein are incorporated into the design and construction phases of the project. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully submitted. GeoTek, Inc. Simon 1. Saiid. Jeffrey P. Blake, RGE 2641. Exp. 9,")WO7 CEG 2243, Exp. IOi31/07 Project Manager Senior En.aineering Geolovist (4).-addressee G:Nowcar Prolexa 3000 rn 39/1,Prnjhvr OYU,ro 1041 31WSL1 i Gro-Ed Rmidi Roper nc-1oc Ranch Development Ine. Project 3032SD3 Preliminary Geotechnical Evaluation Mac 17. _1006 • Proposed Residential Development Pace i TABLE OF CONTENTS 1. I N T F.N I...................................................................................................................--...........................................1 2. PURPOSE AND SCOPE OF SERVICES..........................................................................................................I 3. SITE DESCRIPTION AND PROPOSED DEN'F.LOPNIF.N.1'..............................................................I...I.......2 3ASITE DESCRIPTION................................................................ ._................................................................2 3.2 PROPOSED DES ELOPm E\'I'................................................................... ....,.._........ _....._...---...................._ d. EIELD F.XPLORA'F ION AND t.ABORATORI'TESTING............................................................................2 #.I FIELD EXPLORATION_..................................................................................................................................... 42 LABORATM TESTISG.............................................-....................................................................... ............3 5. GEOLOGIC AND SOII.S CONDITIONS.........................................................................................................3 5.1 GE\ERAL............_..........__..............._...._...._......- --........--..... ........... ........ SJ.I L-itdocauneoedFill ._....... _......... ......... ............ . . _..._._..3 i.1.1 Older a lla,'imn._...................._...........................................,...................................._..........................3 i.1 SURFACEANDGROU4D\\ATER.... ........................._.'-"'-'_..___........................................... ........I...............4 5.3 FAULIING AND SEIS\IICH Y...........................................................................................................................A 5.3.1 General Seismicim_.._.........-...._...........................__............._..._..__........... ...................................a 5.4 LIQUEFACTION POTENTIAL................ ........................................ ......................_- - .._.._.............................4 5.5 01HERSEISNIC HAZARDS.................................. ......... ...... .......................... ............ ................. ...........-...5 6. CONCLUSIONS AND RECOMMENDATION'S..............................................................................................6 6.1 GE.\ERAL DISCUSSION....................................................................... ............_...... ............................... .......6 6_2 EAR"III\I'ORK CONS"FRIiCIION.............. ..........................................................................................................6 6.1.1 Site Clearing mid Proeetion.. ........ . .... ........ .. ............ ... .....6 6 =I £\c rn ra va ation Chacler cs. . .... . ... .. .. . . .. __. ... ..... .... . ......6 6.1.3 Fill................................ ......................................................................................--............................7 6.'_a Shrinkage. BulkingandSubsidence... ....... _._........ .._..................... ............._..................................7 6.3 DESIGN RECOMMENDATIONS................................................... ...._...............................:................................7 6.3.1 Genrm(................._.....__....................,_._........_....._..........................,................ ............................7 6.3.1 Conrentiotal Slal,-on-Geule(Option li.... . . ..._...................................... ..... ......... ............ ....... ...7 6.3.3 Past-tensioned.slahs rOption 21............................................................................_....--... .___......._.8 6.3.4 MoismreCondensation......................................_....... ......... ....._........... ..............--........,.._...,...._8 6.3.i Concrete Cunsma-liun and Cemem Trpe•.._._ ......._...... .._.._..__... _. ..........................._.......... .8 6.3.6 Foundation Ser Backe . . ......- . .............. __. ..._.. .. _---..........9 6.3.7 Sei.snuc Desdgn Purmnenrrs.........._......................._............................................................................ 9 6.4 SOIL C'ORROSIVITV'._._....__...................._.........---_--.............................................. ............... ._....._.__..9 6.5 PRELI\iINARS'PAVE\I ENT DES IGN.......... ........................._...........__..._........_........................._._..10 6.6 RET:\I\ING\F:\LL DESIGN AND CONS TRLCTIO\'_.................... .......... ..............................................__.... .II 6.6.1 General Design Criteun..................._.......... ...._.. ____..... -. ... ........11 . .......... 6.6.' if idlBackl7l cord Orarnage........................._..._........_.............._.._........___.....,.............__......_....11 6.7 UTILIIIES......................- -..................................................,............................--............. ._..........._.........1_ 6.8 SITE DR:UNA(iE....... _.................._.................,.............--.__..................................._... .....................1_ 6.9 PLAN RE\'IE\\'AND CONSTRCC'IION OBSERVATION S....................................................... ... ..................12 7. L13IITATIONS...................................................................................................................................................14 8. SELECTED REFERENCES.............................................................................................................................15 ENCLOSURES Fi'urc I -Sim Location>lup Fi9urc 2-B,m m- I,nation Plan Appandis A-Logs of Fsplotaw,n Burin_ :\npendi\B- Result,of Lahoraton Tc>mn2 • Appcndis C-Computer Printout o(Seianie Anaksis A pnendis D-Grnarul Gmdiml Guidclim�s Iin�F.urllr.tark C�+rtsn'uction i LO EK.LNC. Ranch Development Project =032SD3 Preliminarc GMechnirtl Exaluation Ma% 3. 3006 • Proposed Residential Dew elopment Pace I 1. INTENT It is the intent of this report to aid in the design and completion of the proposed development. Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our evaluation is limited to the area explored. which is shown on the Boring Location Plan (Figure 2). This evaluation does not and should in no way be constmed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards nomrally used on similar projects in this region. 2. PURPOSE AND SCOPE OF SERVICES The purpose of our study was to evaluate the general overall geotechnical conditions on the site as they relate to the proposed development. Services provided for this study consist of the following-: Research and review of available geologic data and general information pertinent to the site. Field reconnaissance of the site to cvaluate the genera( surface conditions. Site exploration consisting of the excayation. logging, and sampling of I exploratory borings within the area proposed for development. Laboratory testing on representative samples collected during the field evaluation. Review and evaluation of site seismicity. Compilation of this geotechnieal report, which summarizes our tuidings and foundation recommendations for the proposed development and associated site improvements. • O Ranch i)eeelopment Project 3032SW Preliminary Geotechnical Evaluation Mav 3. 2000 Proposed Residential De%elc iment Pa,,e 2 3. SITE DESCRIPTION ..AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located to the north%%est of the intersection of Second and Mercedes Sweets in the City of Temecula, California (see Figure 1). The property is a rectangular shaped parcel measuring approximately 112 acre and consists of two individual parcels (APN n 922-0403-12 R 17). The site is currently under lease to Temecula Marine, a boat sales and service business which occupies an approximate 3500 square foot building located in the SW quarter of the lot. The overall site is relatively flat with a small slope (<5 feet) along the north-west property line and an 3-10 foot slope with a 4-5 foot block keystone wall along the south-east property line bordering Mercedes Street. The site is bordered to the northwest by a vacant lot and to the south-west by Second Street. Further information regarding existing site features and layout is shown on Figure 2. 3.2 PROPOSED DEVELOPMENT Based on the information provided to us, it is our understanding that the proposed site will be developed into a 3-story residential structure including a subterranean floor and other related site improvements. such as parkin, lots and drive areas. Buildings are expected to be founded at approximately 10 feet below existing site grades with typical structural loads. If Final site or Foundation plans significantly differ form the assumptions made herein, our recommendations included in Section 6 of this report should be Subject to further review and evaluation. d. FIELD EXPLORATION AND LABORATORY TESTING 4.1 FIELD EXPLORATION Our subsurface cvaluation consisted of the exca%ation of 3 exploratory borings perfonncd on April 2& 2006 utihzin= a truck mounted drill rig. The borings were excavated to a maximum depth of 50 feet below existing site grades. The borings were logged and sampled by an en,_�ineer from our firm. Representatke bulk and relativeh_ undisturbed samples of the • EK,INC. Ranch Development Protect 303'SD3 Preliminary Geotechnical Evaluation Mav 3. 1006 • Pro�.i red Residential Deve torment Pave 3 materials encountered were Collected and transported to our laborator\ for further testing. The logs of borings and additional information regarding field sampling and testing procedures are presented in appendix A. 4.2 LABORATORY TESTING Laboratory testing was performed on selected disturbed and relatively undisturbed samples collected during; the field evaluation. The purpose of the laboratory testing was to confirin the Field classification of the soil materials encountered and to evaluate their physical properties for use in the engineerinc, design and analysis-. The results of the laboratory-testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B. 5. GEOLOGIC AND SOILS CONDITIONS 5.1 GENERAL A brief description of the earth materials encountered is presented in the following sections. ,lore detailed descriptions of these materials arc provided on the logs of exploratory borin.-s included in Appendix A. Based on the results of our evaluation; the site is underlain to the maximum depth explored by alluvial materials consisting mostly of silty tine sands and fine sandy silts with some clay. 5.1.1 Undocumented Fill The site is mantled with a layer of undocumented till materials that vary in depths between approximately 2 and 4 feet. These materials are described as brown. clamp to moist. medium dense. silty sands with traces of rootlets. These materials appear to have been generated during past gradinu activities on this site or fi-om adjacent properties. 5.1.2 Older Alluvium Quaternary-age older alluvium underlies the subject site. In general, these materials are comprised of loose to dense silty sands with minor interbeds of sandy silt and clayey silt. Based our e\periencc with similar soils, the onsite materials can be expected possess a loty expansion potential (0<EI<51 ) in accordance with Table 13-1-B of the 2001 California Building Code (CBC). • `[CEO v FK,L\C. Ranch Development Project 303_'iD3 Preliminary Geoteclwical Fcalnnuon May 3. 2006 • Proposed Residential Developmen[ page 4 5.2 SURFACE AND GROUNDWATER No surface [cater or ponding was observed at the time of the field ecahration. All site drainage Should be reviewed and designed by the project civil engineer. GrOUnd%%ater was encountered in borings B-I and B-2 at depths 29 feet below existing grades. Groundwater n°as not encountered in Boring B-3. Changes in groundwater depth or localized seepage can occur due to variations in rainfall. irrigation practices, and other factors not evident at the time of this evaluation. 5.3 FAULTING AND SEISMICITY 5.3.1 General Seismicity The site is in a seismicalty active region. No active or potentially active fault is known to exist at this site. The site is not situated within an Alquist-Priolo Earthquake Fault Zone (Special Studies Zone). The computer program EQFAULT (Blake. 3000a) was used to determine the distance to known faults and estimate peak ground accelerations based on a detenninistic analysis. The Elsinore-Temecula Fault located approximately 0.5 mile from the site is considered to represent the highest risk to generate ground shaking. A maximum earthquake magnitude of 6.3 and an estimated peak site acceleration of 0.55g are postulated based on the analysis. The computer program FRISKSP (Blake. 2000) was also used to estimate peak horizontal _mound acceleration (PHGA) based on a probabilistic analysis. The results indicate that PFIGA values on the order of 0.73<, may be generated at this site. These values correspond to a 10 percent probability of exceedance in 50 years (or a 475 year return period). Computer printouts orthe analysis along with a list of nearby faults are included in Appendix C. 5.4 LIQUEFACTION POTENTIAL Liquefaction occurs When saturated fine sands and sills lose their physical strengths when subjected to earthquake shaking. Liquefaction potential is primarily affected by material gradation. relati\e density. and intensity and duration of ground motion. We have evaluated the potential for liquefaction at the site in accordance with the procedure recommended by The National Center For Earthquake Engineering Research (Youd, et al. • Q co EK, LVC. Ranch Decelupment Project 3032S03 Prelimina(p Geotedmical Evaluation Nlav3. '006 • Pronoae RResiilential Deve lcromem Paae i 2001). Our evaluation incorporates primarily the geotechnical data obtained from our exploratory Boring B-I and utilizes the earthquake induced ground motion having a 10 percent probability of exceedance in 50 }'ears (475-year return period). Depth to eroundvvater was assumed at 29 feet. The results of the analysis, as shon'n on Plate LQ-1. indicate that the liquefaction-induced settlement is expected to be 3.3 inches. Due to the depth of the liquefiable layers and relatively homoeenous soil conditions, the liquefaction-induced settlement is expected to be relatively global and uniform on this site. Lateral spreading is not expected on this site due to the relatively flat topography and absence of any significant channels or other free faces in the immediate vicinity of the site. Thus. it is our opinion that the potential for liquefaction-induced lateral spreading at the site is relatively low. 5.5 OTHER SEISMIC HAZARDS As discussed previously, the site is relatively level with no significant slopes on or directly adjacent to the site. Thus, the potential for landslides or slope instability is considered low at this site. The potential for secondary seismic hazards such as seiches and tsunamis are considered to be negligible due to the site's elevation and distance from an open body of water. • O _- EK,INC. Ranch Development PrLiect 303_SD3 PreliminaryCieotechnical Evahaation \lay 3. N06 Proposed Residential De%elopnient Pi-e r 6. CONCLUSIONS AND RECOM-MENDATIONS 6.1 GENERAL DISCUSSION The proposed development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. 6.2 EARTHWORK CONSTRUCTION Grading and earthwork should be performed in accordance with the City of Temecula grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations presented herein. 6.2.1 Site Clearing and Protection The site should be cleared of vegetation, roots. existing pavement/structures, or any other deleterious materials and properly disposed of offsite. Any holes resulting from site clearing attributed to removal of trees or underground structures utilities should be replaced with properly compacted low expansive fill materials. The earthwork contractor should take all precautions deemed necessary during site grading to maintain adequate safety measures and working conditions. All applicable safety requirements of CAL-OSHA should be met during construction. 6.2.2 ExcaN ation Characteristics Excavations in the site materials within the depth explored should be generally accomplished with conventional earthmoving or excavating equipment. Temporary exca\ations Laithin the onsite fonnational materials should be stable at I H:I V inclinations for short durations during construction. and where cuts do not exceed 10 feet in height. 6.2.3 Removals/Over-excavation If not removed by the proposed grading. the upper 4 feet of surticial materials] on this lot should be removed and recompacted within the limits of proposed improvements. The intent of this recommendation is to brine near-surface soils back to at least optimum moisture O 1 EK.IIvC. Ranch Development Project 3032SD3 Prelintivan Geotechnical Et aluation \tar 3.2006 • Prop,..d R• id°ntial De -el moment Pa 7 content. and re-compact the soils to 90% (AST\d D-1557) relative compaction or hig-her. Depending on actual field conditions encountered dUI-iIIg grading, locally deeper areas of removal may be required. 6.2.4 Fill The onsite materials are considered suitable for reuse as compacted till provided they are free front vegetation. cobblesldebris greater than 6 inches in diameter. The earthwork contractor Should ensure that all proposed excavated materials to be used for back filling at this site are approved by the soils engineer. All import fit should consist of relatively granular, low expansive soils (EI<j I) and be evaluated by our firm prior to anival at the site. The undercut or fill areas should be brought to final subgrade elevations with tilt placed in 8-inch lifts and compacted to a ntininnun of 90 percent relative compaction as determined per ASTM Test Method D1557-00. 6.2.5 Shrinkage, Bulking and Subsidence Shrinkage, bulking and subsidence are primarily dependent upon the degree of compactive effort achieved during construction. For planning purposes, a shrinkage factor of 10 % to 20% may be applied for the alluviaUtlll materials requiring removal and recompaction. Additionally. subsidence will occur as a result of compaction below the removal bottom or surcharging. This could range from 0.1 to 0.2 feet (not including dynamic settlement). The above estimates are intended as an aid for project engineers in detennining eartlmuork quantities. It is recommended that site development be planned to include an area that could be raised or lowered to accommodate final site balancing. 6.3 DESIGN RECOMMENDA-room 6.3.1 General Foundation design recommendations for slah on grade systems are presented herein. These are typical design recommendations and are not intended to supersede the design by the structural engineer. 6.3.2 Conventional Slab-on-Grade For construction of a conventional slab-on-gq-ade foundation system on this site we recommend An allowable bearing capacity of 2500 pounds per square foot (psi). including both (lead and lire loads. may be used for design of foundations founded into compacted till O EK,D;C. Ratetm DeN elopmeut Project 3(1','SD3 Prelinum m Geotedwical Evaluation MiN 3.-1006 • Proposed Ke>idential Decelopnment -- pse=8 or dense onsite soils at a depth of at least 3 feet below existing grades. The passive resistance may be computed as an equivalent fluid pressure having a density of 300 psf per toot of depth. to a maximum earth pressure of 3300 psf. A coefficient of friction between soil and concrete of 0.4 may be used with dead load forces. When combining passive pressure and frictional resistance. the passive pressure component should be reduced by one-third. The above allowable pressures may be increased by one-third mvhen considering short-term live loads (e.g. seismic and wind loads). 6.3.3 Settlement Based on the abom°e, the post-grading differential settlement is expected to be less than 1 inch over a 40-foot span under static conditions and less than 3 inch over a 40-foot span under seismic loading. 6.3.4 Moisture Condensation Where moisture condensation is undesirable, all slabs should be underlain with a minimum 10-mil polyvinyl chloride membrane. sandwiched between two layers of clean sand (SE above 33) each being at least two inches thick. Care should be taken to adequately seal all seams and not puocture or tear the membrane. 6.3.5 Concrete Construction and Cement Type Concrete construction should follow the CBC and ACI gujdelincs regarding design, mix placement and curing of the concrete. If desired. mve could provide quality control testing of the concrete during construction. The sulfate content was determined in the laboratory for representative onsite soil samples. The results indicate that the cater-soluble sulfate is less than 0.1 percent by weight. which is considered negligible as per Table 19-A-4 of the CBC. Based upon the test results, type R cement or an equivalent may be used. Concrete slabs and all exterior concrete tlam ork (patios. mvalkmvays. drireny ays. etc.) should be designed to resist shtinkagc cracking. One of the simplest means to control cracking is to prom ide weakened joints. These do not prevent cracks from occurring- but they simply provide a relief point for the stresses that develop. These joints are mm idely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced. It has been a standard care that control joints be placed in two directions spaced the nunmcric equivalent of m°o times the thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). Y�EK,L`C. Ranch Development Project 3032SD3 Preliminary Geotcchnical Evaluation Ma_c 3.2006 Proposed Residential Development Pnac 9 6.3.6 Foundation Set Backs Where applicable, the following tbundation setbacks should apphY to all toundations. Any improvements not confotnun._ to these setbacks may be subject to lateral moN°ements anWor differential settlements: 6.3.6.1 The outside bottom edge of all footings should be set back a minimum of H13 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 20 feet. 6.3.6 2 The bottom of all footings for structures near retaining. walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. 6.3.6.3 The bottom of any existing foundations for structures should he deepened so its to extend bcloy\ a I:I projection upward from the bottom of the nearest excavation, otherwise any additional loads induced by the existing foundations should be considered in the design of the shoring system or the underground retaining structure. . 6.3.7 Seismic Design Parameters Seismically resistant structural design in accordance rrith local building ordinances should be followed during the design of all structures. Building Codes have been developed to minimize structural damage. However. some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type A seismic source O.S km from the site may be used. Shown in Table 6 2.4 below are seismic design factors in keeping %with the criteria presented in the 2001 CBC. Division IV R V. Chapter 16. TABLE 6.3.1 —SEISMIC DESIGN PARAMETERS I Soil Profile C ! C N ` Seismic Parameters Tcl% ,c , Source T)pe Source Table 16.1 16Q j 16R 16S 161' 16U Value So 0.66 i 1.25 IS 30 A 6.4 SOIL CORROSIVITY The soil resistivity at this site was tested in the laboratory on a representati%e sample collected during the field evaluation. The results of the testine are included in Appendix B. It is �1`��f, EK,INC. Ranch Development Project 303'SD3 Pmliminarn Geotedmical E%:duauion NEI% 3. 3006 Proposed Residential Development Pace 10 recommended that a corrosion engineci be consulted to provide recommendations for proper protection of buried metal pipes at this site. 6.5 PRELI-MINARY PAVEMENT DESIGN The pavement sections presented below are calculated based on the design standards included in the California Department of Transportation "Highway Design Manual-, fifth edition and utilizing an assumed R-value of 30. We recommend that laboratory testing be performed at the completion of site grading to verify the actual subgrade conditions. The pavement sections below can then be increased or reduced based on actual R-N°alues obtained. TABLE 6.4.1 —PRELIMINARI'PAVEMENT DESIGN Street Tvpe Traffic Index Recommended Pavement Section (Inches) Automobile Driving and Parkins 4.S 3 AC l 6 AB l leavy Traffic Driveways 6.0 a AC%6 AB AC is asphalt concrete conforming to Section 39 of Caltrans General Specifications. AB is as_reeate base contomtins to the requirements of Caltran'Class 11 Agg e,"Ite Base'. • The top 12 inches of the subgn'ade and all aggregate base should be properly moisture conditioned and compacted to a minimum relative compaction of 95 percent of the laboratory dry density as determined by ASTM D 1557-00. We recommend that a minimum of 3 feet of removal and recompaction be performed beneath all paved area and exterior flamork. If adverse conditions are encountered during preparation of subgrade materials, additional undercutting and removal of unsuitable materials may be required. A 6-inch thick section of Portland Ccment Concrete (PCC) pavement can be used in heavy truck traffic areas such as fire lanes, and trash dumpster pads and approaches. The PCC pavement may be placed directly on top of compacted subgnade havin., it minimum R-value of 25. The PCC pavement should be adequately reinforced to prevent shrinkage cracking and have a minimum of 28-day flexural strength of 650 psi. Other requirements of Section 90 of Caltran Standard Specifications regarding mixing and placing concrete should be followed. Keyed joints should be provided in the longitudinal direction spaced at a maximum Of 10 feet on center. Crack control joints should be provided in the transverse direction spaced at a maximum of 10 feet on center and at corners. • O ��iJEK, INC. Ranch Development Project 303-'SD3 Preliminary Geotechnical Evaluation Vla_v 3. 1006 • Proposed Residential Devel oomem P a I 1 6.6 RETAINING 11'ALL DESIGN AND CONSTRUCTION 6.6.1 General Design Recommendations Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations Should be requested for higher walls. Retaining walls embedded a minimum of IS inches into compacted till or dense compacted materials should be desi.,ned usin.- a net allowable bearing capacity of 1000 psf. An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). The passive earth pressure may be computed as an equivalent Fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3.500 psf A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.6.1 • below for specific slope gradients of retained materials. TABLE 6.6.1 —ACTIVE EARTH PRESSLWS Surface Slope of Retained Materials(H:V) Equivalent Fluid Pressare(PCF) Level 35 2:1 45 The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil. Vehicular traffic. structures, seismic conditions or adverse geolo-,ic conditions. y 6.6.2 Wall BackRll and Drainage The onsite low expansive soils are suitable for backtill provided they are screened of greater than 3-inch size gravels. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backtill materials should be placed in lifts no greater than 8-inches in thickness and compacted at 90 percent relative compaction in accordance with AST\d Test Method 1)1557-00. Proper surface drainage needs to be provided and maintained. Relainin_ walls should be provided with an adequate pipe and -,ravel back drain system to prevent build up of hydrostatiC pressures. Backdrains should consist of a 4-inch diameter perforated collector pipe embedded in a minimum of one cubic foot per lineal foot of 3iS to ` o EK, INC. Ranch Development Project 3032SD3 Preliminary Geotechnical [valuation \la} 3.2006 Pro used Residential DeYelo.ment Pave 13 one inch clean crashed rock or equivalent, wrapped in filter fabric. The drain system should be connected to a suitable Outlet. A minimum of two outlets should be provided tot each drain section. Walls fi-om 2 to d feet in height may be drained using localized gra\'el packs behind weep holes at 10 feet maximum spacing (e.g. approximately 1.5 cubic feet of gravel in a woven plastic bag). AVeep holes Should be provided or the head joints entitled in the first course of block extended above the ground surface. However, nuisance �%ater may still collect in front of wall. 6.7 UTILITIES As discussed previously, the project site appears to be susceptible to liquefaction and a considerable amount of seismically-induced settlement. Consequently. consideration should be given to "flexible" design for onsite utility lines and connections. Except where extending perpendicular to/under proposed foundations. utility trenches should be constructed outside a 1:1 projection from the base-of-foundations. Trench excavations for utility lines that extend under structural areas should be properly backtilled and compacted. Utilities should be bedded and backtilled with clean sand or approved granular soil to it depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated to 0 to 3 percent above the optimum moisture content, and mechanically compacted to at least 90 percent of maximum dry density(based on ASTIN4 D15�71. 6.8 SITE DRAINAGE The need to maintain proper surface and subsurface drainage systems cannot be overly emphasized. Surface water should not be allowed to pond and should be directed away from foundations and hardscape. 6.9 PLAN REVIENV AND CONSTRUCTION OBSERVATIONS We recommend that site grading. specifications. and foundation plans be reviewed by this office prior to construction to check for ennfonnanec with the recommendations of this report. We also recommend that gcotechnical representatives be present during site grading anti fOlAndati011 construction to check for proper implementation Of the geotechnical recommendations. These representativcs should perform at Icast the following duties: • `-A � EO w EK, INC. Ranch Development Project 1032SD3 Prelimman Geotechnical Lvaluatio❑ Nlay 3, _1006 Proposed Residential Development Paee 13 • Observe bottom of removals prior to fill placement. • ENaluate the suitability of oil-site and import materials for fill placement, and collect soil samples for laboratory testing«here necessary. • Observe the till for uniform y dm'in" placement inCludin" utility trenches. Also. test the fill for field density and rclativc compaction. • Observe and probe foundation materials to confirni suitability of bearing materials and proper footing dimensions. if requested. GcoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. • O :I EK,L\C. Ranch Development Project 3032SD3 Preliminary Geotechnical Evaluation \la_c 3.1000 • Proposed Residential Development Pane la 7. LLMITAT1O\S The materials observed on the project site appear to be representative of the area; however. soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may %ary due to seasonal changes or other factors. GeoTek. Inc assumes no responsibility or liability for work. testing or recommendations performed or provided by others. Since our recommendations are based upon the site conditions observed and encountered, and laboratory testing, our conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be %earrantcd. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. • • `,�o EK, IIN Ranch Decelopaent Project 303_'SD3 Prelininan Georechnical Biluatiun \lac 3. _006 Proposed Residential DeMonurent Pa�c 15 8. SELECTED REFERENCES Afiouz. A.. 1992. "Practical Handbook of Rock Mass Classifications Systems and Modes of Ground Failure', CRC Press, January 1992. ASTM. 200. "Soil and Rock: American Societe for Testing and Materials:' vol. 4.08 for ASTM test methods D-420 to D-4914. L53 standards. 1.026 pages: and vol. 4.09 Cot ASTM test method D- 4943 to highest number. Blake, T., 2000a. "EQF,AUL'I, Version 3.00", a Computer Program for Deterministic Estimation of Masinuun Earthquake Event and Peak Ground Acceleration. Bowles,J.. 1982. "Foundation Anak,sis and Design",McGraw-Hill.Third Edition. California Code of Regulations.Title 24, 2001 "California Building Code(CBC)."3 volumes. California Division of Mines and Geology (CD\,IG), 1997. "Guidelines for Evaluating and \Mitigating Seismic Hazards in California," Special Publicalion 117. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near-Source ZOneS in California and Adjacent Portions of Nevada: International Conference of Building Officials. GeoTek, Inc.. In-house proprietary infontmtion. Ishihara, K.. 1935. "Stability of Natural Deposits During Earthquakes'". Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco. CA, Volume 1. Seed. H.B.. and ldriss. L\1., 1952. "Ground Motions And Soil Liquefaction During Earthquakes:' Earthquake Engineering Research Institute. Seed, I I.B., and Tokimaisu. K. Harder. L.F. and Chung, R.M., 1985. "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," Journal of the Geotechnical Engineering Division. American Society of Civil Enuineers. vol. 1 11. no. GT12. pp.1425-1441 . Tan. S.S. anti Ketmedy. I.P.. compiled 1999. California Division of\Mines and Geology (CMIG). Geologic Map of the femecula 7.5' Quadrangle, Ri�crside County, California: A Dwital Database. Youd, T. Leslie and ldriss. Izzmat M.. 1997, Proceeding of tine NC'ELR Workshop oil Evaluation of Liquefaction Resistance of Soils. National Center for Earthquake Engineering Research. -technical Report NCEER-97-0022. 1bud. T.L. et al., 2001. Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. National Center for En thquake Engineering Research. • O n�}- EK, INC. 4 iAj� t i 1 I _ rY F 4 Approximate !' �� .rzs.n.� Location of 6 SIT �3 nJ ,Xgg u `RAryCHO. `..fpLlrOkYlA \ � �♦ a �_ r i 4 I % yl {x1 j I..r - A Y s`F \ � O l- 54 B 'y1 < y N fi Source: Thomas Brothers Guide. 2006 Edition Ranch Development Proposed Residential Building t4 Fi2ure I 41923 Second Street �sT� Site Temecula. Califomia 92590 Location EKE INC. Map 1334 Poinsettia��cnue. Suite A Cef)Tek,Vwnber:;r0ISD3 Vista. California 92031-3505 `� y r• k t J^ i f�� ', f Y 1, 4 �� �� •.� ba ��• '� ' is �( re migg h y" p LEGEND • 1 . 1 0 FIGURE 2 • . • Boring I • Location Plan • 1 APPENDIX A LOGS OR EXPLORATORY BORINGS (BORINGS BI THROUGH B3) • RANCH Dr vrLoPMENT PROPOSED RESIDENTIAL DEVELOPMENT PROJECT No.3032SD3 3032SD3 - o • IM INC. • Ranch Development APPENDIX Preliminary Gemachnical Evaluation Project 3 Page r od a idolial Develooment - Paee A-1 LEGEND FOR FIELD SAMPLING AND TESTING PROCEDURES A-FV%D TESTING AND SAMPLING PROCEDURES The Standard Peter gtration cst(SPT) The SPT is performed in accordance with AS TM Teat Method D 1586.99. The SPT sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free failing from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring.The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter of 1-318 inches.The samples of earth materials collected in the sampler are typically classified in the field,bagged,sealed and transported to the laboratory for further testing. The Modified Split-Barrel Sampler(Z1U9) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-94.The sampler,with an external diameter of 3.0 inches,is lined with 1-inch long,thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground I2 or IS inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring.The samples are removed from the sample barrel in the brass rings,sealed,and transported to the laboratory for testing. Bttik`Large'Samples • Bulk samples are normally bags of representative earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. u ik'Sm ll Plastic Bag'Samples Plastic bags samples are normally airtight and contain less than 5 pounds in weight of representative earth materials collected from the field by means of hand digging or exploratory cuttings. These samples am primarily used for determining natural moisture content and classifleation indices. B—BORING LOG LEGEND 'I'he following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: 1701ts USCS Unified Soil Classification System k Fine to coarse f-m Fine to medium CgWLOCIIC B:Attitudes Bedding:strrlmldip J:Attitudes Joint:strike/dip C: Contact line Dashed line denotes approximate USCS material change Solid Line denotes approximate unit/formational change 1 dck solid line denotes approximate end of boring(lrenches (Additional denotations and symbols are provided on the togs of boringshrenches) • _ LRt,INC. • GeoTek,Inc. LOG OF EXPLORATORY BORING CLIENT: Rers:baew enl DRILLER: digs _ LOGGEDBY: 05 SL8 PROJECT NAME 2n7eewst DRILLMETHODi WHORM81MAW" OPERATOR: J.R.S Ken PROJECT NO.: eW1809 HAMMER: usuvocb RIG TYPE: WIND,63 LOCATION: aw enermn DA7E• Inar,o� Laboratory TeaOn .E BORING NO.: B-9 p IAL O ON g A T 81-1 SM Dark Brown,moist,wary laces,silty fine SAND MO a Allimum 3 SM Dark brawn,very motet silly fien SAND with some clay&trace 119 111 6 B1-2 5 3 6 et-3 Toadies, becomes brown,mop[,loose,silty,fine SAND with Nay and 16.2 114 SH Toadies, 4 4 Alame 6 8 Bi-4 to 5 Q10',becomes loose to medium dense,elRy fine SAND with clay 13.E 7 81.5 • 71 15 4 4 B1-8 same i9.3 6 20 2 8 B1-7 -same 18.E 5 024%gravel layer ._._ ._._ ._....._-_._..._..._____...___.____._._.....-,_....._.._.._._.,...._..... `j Llghi brawn,ellgAtly mole4 medium dense,8ne to medium santl 8.8 11 B1-8 Sp 11 (CONTINUED) tamale tvae' —Mg ®—SPT Z-8maRM ®—Largeeuk --NoR.IY 'g' --0rountltaofar lGW) Leb tae0na: �'wxmN LSnda Et=6auaan ads. SA�Sbw Amyns Ra- R-WbeI • SR eu- eoMRedaSNry Ted Mo.amawmOenarlY • GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT, _ R,r,hpyi pmffll DRILLBR: Cap, LOGGED BY; 006 LO PROJECTNAME: 20dalmed DR-LMBTHOO; rwlowsp Ewa OPERATOR J.R.a Ken PROJECT NO.: 3032403 HAMMER Wm w RIG TYPE Motae53 LOCATION: Sea 60e pw DATE e2amwe SAMPLOS I I LaboratoryTestRI i y BORING NO.: 8-1 (Cont.) E V MA RI D ORIPTiO O M um lI Sp Yepow,wet,,medium denae_tlna to medium SAND 30 '-1[0— - -SW- .down;seFurete3�medYumdense,fineto"coarse lia'tS 16.3 13 Bt-B 14 36 -11 �3-81-0 SM �Csreybrdw"n,mo"is"F•,medTdrii i7"errse;line aen�Y�-'r'��—��_ .._...._,.—..__._ 14 • 40 S 8 91-11 -same 16 45 50 a 050':becomes gray-green,moisl,medium dance,clay SIR;calcium SA 11 57-12 Na. Carbonsts stringers 26 HOLE TERNRNATED AT 51.5 FEET Hale backRRsd with soil CuRings Groundwater encourdered at 29 teat 55 Samob nmx -Rkg ®-SPT Z-ama awk %-Lapa BWk -Ha Remory g -OmandaaleriCM I2BfeSSirin, AL-AHaftle LOnlls El a Expmndee la0ex SA=Save Anek'sis RVa R-Vawa Tom BR-SuldelResl, Teat eH--Slyer To! CO.Cmsood-w fw+l MD-Meaman D,naq' • • GeoTek,Inc. LOG OF EXPLORATORY BORING CLIENT! Rppyegiwdoppppt DRUM CeVx- LOGGED SY: HO ALO PROXCTNAME: ena aeeeel DRILLMETHOD: e'Hpuowelpm Auaur OPERATOR: J.RAKID PROJECT NO-: aoa2aw HAMMER: taeastar RIG TYPE: Motne m LOCATION: e.s ele PMn DATE: 412or ae Lebora Testln SAMPLER € m S BORING NO,: 8-2 �` As MATEPJAL DESCRIPTiON AND COMMENTS uv um 6R SM Brown,molat,loan,silty one BAND 82-1 2 2 62-2 3 5 6 ®5':same-Porous with rootlets 11.4 127.2 T 7 02-3 S 3 B2.4 W.51:becomes silty Roe SAND with clay and trace gravel SR 6 10 S Fy10':becomes medium dense 11.6 122.6 1 t 62-5 16 • 82.6 15 2 3 62-7 5 SW- Light broom,moj%medium dense,fine to medium SAND 6 5 628 B 26 3 SP Gray-green,moist,loose,fine SAND 3 112-g 6 increasing in moleture (CONTRJED) G SemDle tvoe: —Lena USPT ®--amel�9,mi iQ�Lagle Bulk ❑ —Np R�ae�'M' -_Gn wm.rjMM AL•A1tebed LMnu Efo E.P.,bnNder SA-e QMeN!s RV' R-VoW TW 5R=Saf1wRe Teat SH•sMer Taat CO•CmsWMaeon feel ND•Metlmuin Dena • GeoTek,Inc. • LOG OF EXPLORATORY BORING CL1EM: R roob Oawwpmmt DRILLER: Calp. LOGGED BY: SOaLO PROJECT NAME: 2nd SYaem DFULLMETHOO: WHOWSlemAuger OPERATOR: JAI aNm PROJECT NO.: S022S133 HAMMER: 14evaan RIG TYPE: MoMleal LOCATION: 8wello PMn DATE: 40=5 8/dP1P8 Laboratofy Testing e m s BORING NO.: 8.2(Cont.) g a MATERIAL DESCRIPTION ANUCOMMENTS � 3p Oray-9K mofet loose,pne SAND 30 3 ML Gmylareen,malstdense,5andy3ILT 19.8 12 B2-10 21 HOLE TERMINATED AT 31.5 FEET Hale beodflad with sop will gs Groundwater enooentered at 29 feet 35 40 • 45 50 55 Sample WD a —mm ll' T ®—Smd eWc Z— gosdk -'NO Ramvmy V —GmWErvebr(GWj Le�[eEtlOO. AL-mdrm4lmu EI=Erp®nelminds• BA-SYw Anarela RV= R-VnWe Tael SR-au tsel-a-rhylax SH-Shea Test 00-ConsalHeNonfeM MO=Msslmsm DmsYy 0 • Ranch Development APPENDIX 13 Project 3032SD3 prctinb wy Oeotechmcal Evaluation rr000 i i 1 De elonment -- Paco B-I SUMMARY Fes, LAgQRATURY 10TING Classification Soils were classified visually according to the Unified Soil Classification System(ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory borings in Appendix A. Crrain size distribution (particle size analysis) was performed on selected samples in accordance with ASTM D422.Results of grain size analysis are shown on Plates SA-I &2. in Situ HoWure and Unit Weight The field moisture content was measured in the laboratory on selected samples collected during the field evaluation. The field moisture content is determined as a percentage of the dry unit weight. Results of these tests are presented on the logs of exploratory borings in Appendix A.The results are shown on the logs of exploratory borings in Appendix A Sulfate Content Analysis to determine the water-soluble sulfate content was performed in accordance with • California Test No.417.The results of the testing are included herein. Resistivity Retnesentative surficial soil samples were collected and tested for resistivity in accordance with California Test 643.The results of the testing are included herein. Direct Shear Testing Shear testing was performed on undisturbed samples of site soil in general accordance with ASTM Test Method D-3080. The test result is included in Appendix B. • til4 INC. UPDATE GEOTECHNICAL EVALUATION FOR 41923 SECOND STREET,TRUAX BUILDING PROJECT CITY OF TEMECULA, RIVERSIDE COUNTY, California • PREPARED FOR RANCH DEVELOPMENT 41 923 SECOND STREET TEMECULA, RIVERSIDE COUNTY, CALIFORNIA 92592 PREPARED BY GEOTEK, INC. 4130 FLAT ROCK DRIVE, SUITE 140 RIVERSIDE, CALIFORNIA 92505 • PROJECT No. 0506-CR3 DECEMBER 16, 2008 GeoTek,Inc. 4130 Flat Rock Drive,Suite 140,Riverside,CA 92505-5864 • 951-710-11600,"Wc 951-710.1167Fax www.geotekusa.ccm December 16, 2008 Project No. 0506-CR3 Ranch Development 41923 Second Street Temecula, Riverside County, California 92592 Subject: Update Geotechnical Evaluation Truax Building Project City of Temecula, Riverside County, California Attention: Mr.John Leway Dear Mr. Leway: We are pleased to provide herewith the results of our Update Geotechnical Evaluation for the subject project located in the City of Temecula, County of Riverside, California. • This report presents the results of our update evaluation, discussion of our findings, and provides preliminary geotechnical recommendations for remedial earthwork, foundation design and construction. In our opinion, site development appears feasible from a geotechnical viewpoint. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully submit QROfESS/Qy, t f a 5) A 0 YFy GeoTek, Inc. I ty_ ,yi'tiG ` ti O z VC Opc m ClV14 �, a ; y Edward H. LaMont John Drake CEG 1892, Exp. 7/31/10 GE 00285, Exp. 3/31/10 Principal Geologist Project Engineer • Distribution: (5) Addressee 00ocumems and Settings\tmetcalfetocal Settings\fempomry Internet Files\OLKI B\0506CR3 Update Geotechnical Evaluation.doc i Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula California Page i • TABLE OF CONTENTS 1. INTENT.............................................................................................................................................I...................1 2. PURPOSE AND SCOPE OF SERVICES..........................................................................................................1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT.........................................................................2 3.1 SITEDESCRIPTION..........................................................................................................................................2 3.2 PROPOSED DEVELOPMENT.............................................................................................................................2 4. FIELD EXPLORATION AND LABORATORY TESTING............................................................................3 4.1 FIELD EXPLORATION......................................................................................................................................3 42 LABORATORY TESTING...........................................................................--...................................................3 5. GEOLOGIC AND SOILS CONDITIONS.........................................................................................................3 5.1 REGIONALSMING........................................................................................................................................3 5.2 GENERAL SOIL CONDITIONS...........................................................................................................................4 5.2.1 Artificial Fill............................................................................................................................................4 5.2.2 Alluvium.................................................................................................................................................4 5.2.3 Pauba Formation....................................................................................................................................4 5.3 SURFACE AND GROUNDWATER......................................................................................................................4 5.3.1 Surface Water.......................................................................................................................................4 • 5.3.2 Groundwater..........................................................................................................................................5 s 5.4 FAULTING AND SEISMICITY..................................._...................................... ................................................5 5.4.1 Seismic Design Parameters.....................................................................................................................5 5.5 LIQUEFACTION AND SEISMIC SETTLEMENT......._.................... .................... ......................................... .......6 5.6 OTHER SEISMIC HAZARDS.....................................................................................................--.............. ......7 6. CONCLUSIONS AND RECOMMENDATIONS..............................................................................................7 6.1 GENERAL........................................................................................................................................................7 6.2 EARTHWORK CONS IDERATIONS.....................................................................................................................7 6.2.1 Site Clearing........._._............................................._........._..........__.........._........._....._........__..__ .7 6.2.2 Removals.....--......................__. ......_.................... _.......--........ ............---... ........ ...................._.7 6.23 Cut and Transition Subgrode.............................----............_.................................................................8 6.2.2 Fills.... ........................................ _... ................................................----.............- ...........................8 6.2.4 Excavation Characteristics....._............. ...... ............ _.................__......... ................_...........................9 6.2.5 Shrinkage. Bulking, and Subsidence .............. ...._............................—..............................................._...9 6.3 DESIGN RECOMMEND.YTIONS.................................__............_.................................................. .......... ....._.9 6.3.1 Foundation Design Criteria._.__............. ................_......._.................._........._...._............_..._......_......9 6.3.2 Floor Slab Design................... ..........................._................. .._....... ....... ._.........._................... .......10 6.3.3 Settlements....... _....... _.......... ..................._... .................. 11 6.3.4 Foundation Set Backs.......... _---.................... ...................__............. ................._. ............................11 63.5 SoilCorrosivity_......._._. ........................_.._...__.__.._.._....- ..._..__................._...................._......_..12 6.3.6 Sail Sulfate Content............ ..... ....... .._..............__.......-......_ . 2 6.4 RETAINING WALL DESIGN AND CONSTRUCTION................. ....................................... ................................12 6.4.1 General Design Criteria. .__ ..... _. . -....... .......... .__.. .. .... ..._............._....._..... ..12 6.4.2 Wall Backfll and Drainage. .... .... ....... ..... .......... .... . .......13 • 6.4.3 Restrained Retaining Walls . . ................. ..... .....14 • Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula California Pace ii • TABLE OF CONTENTS • 6.4.4 Waterproofing ...._- ..................__.._............._.............................._............-14 6.5 POST CONSTRUCTION CONSIDERATIONS..........................................................................................._.........14 6.5.1 Landscape Maintenance and Plonting....................................................................................................l4 6.5.2 Drainage............... ...................._....._...._....._......................._.........._......._....._.._................._........I5 7. PLAIN REVIEW AND CONSTRUCTION OBSERVATIONS...................................................................-15 8. LIi IITATIONS...................................................................................................................................................16 9. SELECTED REFERENCES...........................................................................................................I.................17 ENCLOSURES Figure I —Site Location Map Figure 2— Boring Location Plan Figure 3 —Conceptual Site Plan Appendix A— Logs of Exploratory Borings (2008) Appendix B— Results of Laboratory Testing • A1212endix C— Computer Printout of IBC Seismic Parameters �T Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Proiecc Temecula Paee I I. INTENT It is the intent of this report to aid in the planning, design and construction of the subject project development. Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. GeoTek has previously completed a Preliminary Geotechnical Evaluation for the site (2006). At the time of GeoTek's first evaluation, proposed development included a 3-story building with a subterranean basement. The scope of our herein evaluation was intended to specifically address the current site development plan (4-story structure with no basement, and higher foundation loads). Recommendations previously provided for the site by GeoTek remain pertinent unless specifically superseded herein. The herein evaluation does not and should in no way be construed to encompass any areas beyond the specific area of proposed • construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, our proposal (P3-1 00 1 908) dated October 31, 2008 and geotechnical engineering standards normally used on similar projects in this region. 2. PURPOSE AND SCOPE OF SERVICES The purpose of this update evaluation is to provide geotechnical recommendations for currently anticipated site development. Services provided for this study have included the following: > Research and review of available geologic data and general information, including the previous site report prepared by GeoTek (2006), and pertinent geotechnical engineering investigation reports prepared by others in the area of the subject project (see references), Site reconnaissance and review, to assess current site conditions, > Site exploration consisting of the excavation, logging, and sampling of three hollow-stem auger borings, G Ranch Development Project No. 0506-CR3 Update GeOtechnical Evaluation December 16, 2008 Truax Building Proiect Temecula Page 2 • > Laboratory testing of representative soil samples collected during the field investigation, Review and update seismic parameters to current codes (2007 CBC), and Compilation of this update geotechnical evaluation report which presents our preliminary findings, conclusions, and general recommendations for site development. 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The project site is located northwest of the intersection of Second and Mercedes Streets in the City of Temecula, California (see Figure 1). The rectangular shaped property is roughly '/z acre in size. An existing single-story building is located toward the east side of the property, and the western portion of the site is vacant. Surface drainage on the site is generally directed toward the southwest. Total relief across the site is on the order of roughly 10 feet. • Based on our review of site area geologic maps, site reconnaissances, past geotechnical experience in the immediate site area and review of the referenced reports, the subject property is underlain by some existing fill (undocumented), alluvium and Pauba Formation sediments. No Earthquake Fault Zone (Alquist-Priolo) is shown to be located on the site. No State of California Seismic Hazard Zones (for earthquake induced liquefaction of landslide) are shown to be on the site. 3.2 PROPOSED DEVELOPMENT It is our understanding that the subject property is currently being designed for a 4-story steel framed structure, with varying floor slab elevations (see Figure 3). Total column loads and perimeter wall loads on the order of up to 400 kips and 150 kips/ft respectively, are currently anticipated according to Chuck Hope, project structural engineer. Design cuts and fills for the site are anticipated to be on the order of up to 5 feet. No significant fill or cut slopes are anticipated. Any retaining walls would likely be on the order of up to six feet maximum. • The recommendations included in this report should be subject to further review and . evaluation when site development plans become more complete. G Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 3 • 4. FIELD EXPLORATIONAND LABORATORY TESTING • 4.1 FIELD EXPLORATION Field exploration for the herein evaluation was completed on November 7, 2008. Three hollow-stem borings were excavated on the site. The borings were drilled to a maximum depth of 51.5 feet. An engineering geologist from our firm logged the excavations and collected soil samples for use in the laboratory testing. The logs of the borings are included in Appendix A. The approximate excavation locations are shown on the Boring Location Plan (Figure 2). 4.2 LABORATORY TESTING Laboratory testing was performed on selected disturbed and relatively undisturbed samples collected during the field investigation. The purpose of the laboratory testing was to confirm the field classification of the soil materials encountered and to evaluate their physical . properties for use in the engineering design and analyses. The results of the laboratory testing program, along with a brief description and relevant information regarding testing procedures, are included in Appendix B. S. GEOLOGIC AND SOILS CONDITIONS 5.1 REGIONAL SETTING The subject property is situated in the Peninsular Ranges province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. Basically, it extends from the Tranverse Ranges geomorphic province and the Los Angeles Basin, roughly 900 miles south to the tip of Baia California. This province varies in width from about 30 to I00 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province. The Peninsular Ranges are essentially a series of northwest-southeast oriented fault blocks. Three major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto • G Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 4 • Fault zones trend northwest-southeast and are found in the near the middle of the province. The San Andreas Fault zone borders the northeasterly margin of the province. 5.2 GENERAL SOIL CONDITIONS Brief descriptions of the earth materials encountered are presented in the following sections. More detailed descriptions of these materials are provided in the logs of the exploratory borings included in Appendix A. Based on our site reconnaissance, knowledge of the area, review of the referenced reports and published area maps available in our library, the site is underlain to the depths explored by alluvium and Pauba Formation sedimentary material. Some undocumented fill related to past site uses is also likely present across the site. 5.2.1 Artificial Fill Man-made fill materials are likely to be locally present on the site, and are anticipated to be on the order of up to 1-3 feet thick. The fill is likely comprised of silty sands with gravel, and sandy silts with gravel. Existing site fills are undocumented, and are subject to complete removal as part of currently proposed site development. 5.2.2 Alluvium Alluvial soils underlie the site in the near-surface (see logs in Appendix A). The alluvium is generally described to consist of silty fine sand to clayey silty sand. The alluvium is generally described as loose. 5.2.3 Pauba Formation Underlying the alluvium on the subject site are Pauba Formation sediments. These materials are described to consist of clayey silty fine to medium sand with some clayey silt intervals (see logs in Appendix A). The Pauba sediments encountered were generally medium dense to dense in consistency, and were slightly moist to moist down to the depth of groundwater. 5.3 SURFACE AND GROUNDWATER 5.3.1 Surface Water If encountered during the earthwork construction, surface water on this site is the result of precipitation or surface run-off from surrounding sites. Overall site drainage is toward the Ranch Development Project No. 0506-CR3 Update Geocechnical Evaluation December 16, 2008 Truax Suildin Proiec Temecula Page 5 • south-southwest, which is in conformance with the regional topography. Provisions for surface • drainage will need to be accounted for by the project civil engineer. 5.3.2 Groundwater Groundwater was encountered at a depth of roughly 32 feet in our most recently excavated boring B-3 (located near the northeast and relatively higher portion of the site). In GeoTek's previous site evaluation (2006), groundwater was encountered at a depth of approximately 29 feet below existing grades toward the western portions of the site. Highest groundwater elevation reported in nearby wells (California Department of Water Resources) in the site vicinity is deeper than 30 feet below the ground surface. 5.4 FAULTING AND SEISMICITY The geologic structure of the entire southern California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is known to exist at this site nor is the site situated within an "Alquist-Priolo" Earthquake Fault Zone. The site is not located within a State • of California Special Studies Zone for either earthquake induced landslide and slope stability • potential, or liquefaction. The closest known active or potentially active fault to the subject site is the Elsinore-Temecula fault, located roughly 1/2 mile from the site. 5.4.1 Seismic Design Parameters The site is located at approximately 33.4928 Latitude and 117.1466 Longitude. Site spectral accelerations (Ss and Si), for 0.2 and 1.0 second periods for a Class "D" site, were determined from the USGS Website, Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, 2002 Data. The results are presented in the following table: Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 6 SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, 1966g Ss Mapped 1.0 sec Period Spectral Acceleration, 0.736g Si Site Coefficient for Site Class "D", Fa I.0 Site Coefficient for Site Class"D", F� I.5 5% Damped Design Spectral Response 1.966g Acceleration Parameter at 0.2 Second, SMs 5% Damped Design Spectral Response 1.103g Acceleration Parameter at I second, SMI Maximum Considered Earthquake Spectral 1.311g Response Acceleration for 0.2 Second, SDs Maximum Considered Earthquake Spectral 0.736g Response Acceleration for 1.0 Second, SDI S.S LIQUEFACTION AND SEISMIC SETTLEMENT Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake- • induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, consolidation and settlement of loose sediments, sand boils and other damaging deformations. This phenomenon occurs only below the water table, but, after liquefaction has developed, it can propagate upward into overlying non-saturated soil as excess pore water dissipates. The factors known to influence liquefaction potential include soil type and grain size, relative density, groundwater level, confining pressures, and both intensity and duration of ground shaking. In general, materials that are most susceptible to liquefaction are loose, saturated granular soils having low fines content under low confining pressures. GeoTek previously completed a liquefaction evaluation for the site (2006). Liquefaction induced settlement was estimated to be 3.3 inches and relatively uniform across the subject site. Lateral spreading is not expected due to relatively flat site topography and the absence of any significant free faces in the immediate site vicinity. This previous estimation of liquefaction induced settlement is considered conservative as it appears that the field staff identified the shallow Paubs Formation as alluvial deposits. Pauba Formation is considered unlikely to • experience significant liquefaction particularly given the absence of groundwater within 30± • below the ground surface. G Ranch Development Project No. 0506-CR3 December 16, 2008 Update Geotechnlcal Evaluation Page 7 Truax Buildinz Project Temecula 5.6 OTHER SEISMIC HAZARDS Evidence of ancient landslides or slope instabilities at this site was not observed during our evaluations. Thus, the potential for landslides is considered negligible. The potential for secondary seismic hazards such as seiche and tsunami are considered to be negligible due to site elevation and distance from an open body of water. 6. CONCLUSIONSAND RECOMMENDATIONS 6.1 GENERAL Proposed development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. Additional recommendations may also be provided when site development plans • become more complete. • 6.2 EARTHWORK CONSIDERATIONS Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of Temecula, County of Riverside and the 2007 California Building Code (CBC), International Building Code (IBC), and recommendations contained in this report. 6.2.1 Site Clearing In areas of planned grading or improvements, the site should be cleared of existing improvements, vegetation, roots, trash and debris, and properly disposed of offsite. Any holes resulting from site clearing, tree removal, old foundations, sanitary pits and leach lines should be excavated during geotechnical site evaluation(s) should be replaced with properly compacted, low expansive fill materials. 6.2.2 Removals If not removed by proposed grading, any existing undocumented fills and surficial alluvial or Pauba materials that are relatively soft, should be subject to complete removal and then • recompacted within the limits of grading. A minimum removal depth of five (5) feet from existing site grades, or two (2) feet below the bottom of the deepest proposed foundation (and extending out at a I:I, horizontal to vertical upward projection), is recommended. Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Pate 8 • Depending on actual field conditions encountered during grading, locally deeper areas of • removal may be recommended. The bottom of all removals should be scarified to a minimum depth of 6 inches, brought to near optimum moisture content, and then recompacted to minimum project standards. 6.2.3 Cut and Transition Subgrade If a transition subgrade (geotechnical contact) exists under a proposed settlement-sensitive structure, the subgrade soils should be over-excavated a minimum of five (5) feet below the bottom of the deepest proposed foundation so that any proposed footings are founded and underlain entirely by a more uniform compacted fill. A maximum allowable differential fill thickness beneath proposed structures will also be necessary to maintain, based on final site development plans. This minimum depth will be provided at a later date, when more detailed site development plans are reviewed. A minimum preliminary guideline of 3:1 maximum differential fill thickness under a given structure is currently recommended. • 6.2.2 Fills The onsite soils are considered suitable for reuse as compacted fill provided they are free from vegetation, debris and other deleterious material. The undercut areas should be brought to final subgrade elevations with fill compacted in accordance with the general grading guidelines presented in Appendix D of the referenced report by GeoTek (2006). Due to the current site development plans, and the relatively high building loads, a minimum relative compaction of 95 percent (per ASTM D-1557) is now recommended for fill placed from the bottom of removal to one foot above the bottom of building footings. Other fill should be place at a minimum relative compaction of 90 percent (per ASTM D-1557) It will be difficult to perform the removals along Mercedes and approximately the north half of the site along Second Street. Shoring may be required to achieve recommended removals in this event consideration may be given to alternative methods, as discussed below. Subject to verification of materials present foundations in these areas may be founded in Pauba Formation provided fill beneath other footings is placed at a minimum relative compaction of 95 percent (per ASTM D-1557). Alternatively, 1 '/Z sack cement sand slurry could be placed below the footings which would allow excavation with a backhoe and slurry in fairly small slots. G Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 9 6.2.4 Excavation Characteristics Excavations in the onsite materials are expected to be relatively easy to moderately difficult using heavy-duty grading equipment in good operating condition. Conditions could vary with depth. All temporary excavations for grading purposes and installation of underground utilities should be constructed in accordance with local and Cal-OSHA guidelines. Temporary excavations within the onsite materials should be stable at I:I inclinations for cuts less than 10 feet in height. Shoring may be required to achieve desired grades along the north and east side of the site. 6.2.5 Shrinkage, Bulking, and Subsidence Several factors will impact earthwork balancing on the site, including shrinkage, bulking, subsidence, trench spoil from utilities and footing excavations, final pavement section thicknesses as well as the accuracy of topography. • Shrinkage, bulking and subsidence are primarily dependent upon the degree of compactive effort achieved during construction. For planning purposes, a shrinkage factor of 5 to 20- percent may be considered for any undocumented fill and alluvium materials requiring removal and recompaction. Subsidence could range from 0.1 to 0.2 feet in these areas, not including dynamic settlement. 6.3 DESIGN RECOMMENDATIONS 6.3.1 Foundation Design Criteria Foundation design criteria for a conventional foundation system, in general conformance with the 2007 CBC, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. Based on the results of the reported lab testing by GeoTek (2006) and reported herein, the onsite soils are reported as having low expansion potential (EI<51). Additional laboratory testing should be performed at the completion of site grading to verify the expansion potential and Effective Plasticity Index (EPI) of the foundation soils. Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project. Temecula Page 10 Based on the prevailing soil conditions, conventional slab-on-grade and/or spread or continuous footings are considered a suitable foundation system for the proposed structure. As such, we provide the following criteria for design of foundations: An allowable bearing capacity of 3000 pounds per square foot (psf) may be used for design of continuous and perimeter footings at least 24 inches deep and embedded 12 inches into bearing materials. The bearing pressure value may be increased by 500 psf for each additional foot of embedment or 250 psf for each additional foot of width to a maximum vertical bearing value of 4000 psf for continuous footings. The passive earth pressure may be computed as an equivalent fluid having a density of 300 psf per foot of depth, to a maximum earth pressure of 3000 psf for footings founded on compacted fill. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. A grade beam, minimum 18 inches wide by 24 inches deep, should be utilized across entrances. • The base of the grade beam should be at the same elevation as the bottom of the adjoining . footings. 6.3.2 Floor Slab Design 6.3.2.1 Concrete slab-on-grade floor construction is anticipated. The following recommendations are presented as minimum design parameters for the slab. Design parameters do not account for concentrated loads (e.g. fork lifts, other machinery, etc.). The information and recommendations presented in these sections are not meant to supersede design by the project structural engineer. The project structural engineer should design the slab to include loads from machinery, forklifts, storage racks, etc. If flexible design is utilized, then the modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations and heavy storage areas. A k-value (modulus of subgrade reaction) of 90 pounds per square inch per inch (pci) should be used for preliminary slab design. w • G Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16. 2008 Truax BuildinzProiect Temecula Page I I • These recommendations are meant as minimums. The project structural engineer • should review and verify that the minimum recommendations presented herein are considered adequate with respect to anticipated uses. Concrete slabs should minimally be five inches thick with No. 4 bars, 18" on center, and be underlain by subgrade materials compacted to a minimum of 95% of the maximum laboratory density to a depth of 12 inches. As an alternative, concrete slabs may be underlain with a maximum of six inches of inch crushed rock (vibrated into place), or four inches of aggregate base material (Class 2) compacted to a minimum relative compaction of 95 percent. Where moisture condensation is undesirable, all slabs should be underlain with a minimum 10- mil impermeable membrane, sandwiched between two layers of clean sand each being at least two inches thick (native soil may be acceptable). Care should be taken to adequately seal all seams and not puncture or tear the membrane. The sand should be proof rolled. We recommend that control joints be placed in two directions spaced the numeric equivalent • of two times the thickness of the slab in inches changed to feet (e.g. a five inch slab would have control joints at ten feet centers). These joints are a widely accepted means to control cracks and should be reviewed by the project structural engineer. 6.3.3 Settlements On a preliminary basis, post-grading differential settlement is expected to be less than I inch over a 40-feet span under static conditions, and less than 1 '/z inches over a 40-feet span under seismic loading. 6.3.4 Foundation Set Backs Where applicable, the following setbacks should apply to all foundations. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: > The outside bottom edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 40 feet. • 9 The bottom of all footings for structures near retaining walls should be deepened so as to • extend below a 1:1 projection upward from the bottom inside edge of the wall stem. Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 12 • ➢ The bottom of any existing foundations for structures should be deepened so as to extend • below a H projection upward from the bottom of the nearest excavation. 6.3.5 Soil Corrosivity The soil resistivity at this site was tested in the laboratory on representative samples collected during the field investigation in 2006 by GeoTek. The results of the testing indicate that the onsite soils can be considered "corrosive" in accordance with current standards commonly used by corrosion engineers. These characteristics are considered typical of soils commonly found in southern California. We recommend that a corrosion engineer be consulted to provide recommendations for proper protection of buried metal at this site. 6.3.6 Soil Sulfate Content The sulfate content was previously determined in the laboratory for a representative onsite soil sample (GeoTek, 2006). The results indicate that the water soluble sulfate range is less than 0.1 percent by weight, which is considered negligible as per Table 19-A-4 of the 2007 CBC. Based upon the test results, type II cement or an equivalent may be used. • 6.4 RETAINING WALL DESIGN AND CONSTRUCTION • 6.4.1 General Design Criteria Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of ten (10) feet. Additional review and recommendations should be requested for higher walls. Retaining wall foundations not integratal with the building should be embedded a minimum of 24 inches into compacted fill or dense formational materials should be designed using an allowable bearing capacity of 2500 psf. An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density of 200 psf per foot of depth, to a maximum earth pressure of 2000 psf. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. • An equivalent fluid pressure approach may be used to compute the horizontal active pressure • against the wall. The appropriate fluid unit weights are given in Table 6.5.1 below for specific T Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Proiect Temecula Page 13 • slope gradients of retained materials. At reentrant corners for a distance equal to the wall • height walls should be designed based on the level restrained pressures. TABLE 6.4.1 —ACTIVE EARTH PRESSURES Surface Slope of Retained Materials Equivalent Fluid Pressure Equivalent Fluid Pressure (H:V) (PCF) (PCF) Select Backfill* Native Backfill Level 35 40 2:1 45 50 * Select backfill may consist of Class 2 permeable filter materials or Class 2 aggregate base or imported Sand with an SE>30. Backfill zone includes area between back of wall to plane (I:I, h:v) up from wall foundation to ground surface. The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. 6.4.2 Wall Backfill and Drainage +• Imported very low expansive soils should be used for backfill provided they are screened of • greater than 3-inch size gravels. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted at 907. relative compaction in accordance with ASTM Test Method D 1557. Proper surface drainage needs to be provided and maintained. Retaining walls should be provided with an adequate pipe and gravel backdrain system to prevent build up of hydrostatic pressures. Backdrains should consist of a 4-inch diameter perforated collector pipe embedded in a minimum of one cubic foot per lineal foot of 3/4 to one inch clean crushed rock or equivalent, wrapped in filter fabric. The drain system should be connected to a suitable outlet. A minimum of two outlets should be provided for each drain section (maximum of 200 feet). Walls from 2 to 4 feet in height may be drained using localized gravel packs behind weep holes at 10 feet maximum spacing (e.g. approximately 1.5 cubic feet of gravel in a woven plastic bag). Weep holes should be provided or the head joints omitted in the first course of block extended above the ground surface. However, nuisance water may still collect in front of the wall. Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 14 6.4.3 Restrained Retaining Walls Any retaining wall that will be restrained prior to placing backfill or walls that have male or reentrant corners should be designed for at-rest soil conditions using an equivalent fluid pressure of 65 pcf, plus any applicable surcharge loading. For areas having male or reentrant corners, the restrained wall design should extend a minimum distance equal to twice the height of the wall laterally from the corner. 6.4.4 Waterproofing Retaining walls should be damp or waterproofed to the extent desired based on location and purpose. 6.5 POST CONSTRUCTION CONSIDERATIONS 6.5.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is • significantly reduced by overly wet conditions. Positive surface drainage away from graded • slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. An abatement program to control ground-burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decreased the long-term performance of slopes. It is common for planting to be placed adjacent to structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. If used, then extreme care should be exercised with regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are • made available. • l T Ranch Development Project No. OS06-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page I S 6.5.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s) and not be blocked by other improvements. It is the owner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. 7. PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this • report. We also recommend that GeoTek representatives be present during site grading and • foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: • Observe site clearing and grubbing operations for proper removal of all unsuitable materials. • Observe and test bottom of removals prior to fill placement. • Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. • Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. • Observe and probe foundation materials to confirm suitability of bearing materials. • Provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. Cr Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Proiect, Temecula Page 16 8. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our recommendations are based on the site conditions observed and encountered, and laboratory testing, our conclusion and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. 4 T Ranch Development Project No. 0506-CR3 Update Geotechnical Evaluation December 16, 2008 Truax Building Project Temecula Page 17 9. SELECTED REFERENCES ASTM, 2000, "Soil and Rock: American Society for Testing and Materials," Vol. 4,08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and Vol. 4.09 for ASTM test method D-4943 to highest number. California Code of Regulations, Title 24, 2007 "California Building Code," 3 volumes. California Department of Water Resources groundwater well data (http.//wdi-water.ca.Hov). California Division of Mines and Geology (CDMG), 1997, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near- Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials. GeoTek, Inc., 2006, "Preliminary Geotechnical Evaluation, Proposed Residential Development, • 41923 Second Street, Temecula, CA 92590," PN 3032SD3, dated June 5. • GeoTek, Inc., In-house proprietary information. Leighton Consulting, Inc., 2007, "Preliminary Geotechnical Investigation, Old Town Civic Center and Associated Street Improvements, Project No. PW06-07, Temecula, Riverside County, California," dated February 22. Seismic Design Values for Buildings (http://earthquake_usgs.gov/research/hazmaps/design). USGS, 2000, Geologic Map of California, Los Angeles Sheet, 1:250,000 scale. • • c ppESX _ A ' r✓�C0 01 ppL0 1f t z l g ns F 4- Gp �\ S; IIa FOR o- C \ rn IIOIICA N u G E- ny 1 � a lT Cps �•'✓y 4 f J _ n rwfiu;W 5 ESp� 6 r �f r" I N-,r% .V �...,.� .v n. rISANTAMARfARITA` 1 ' R ECOLOGICAL J ESERVf x rN Ranch Development Truax Building Project � lure I • Temecula Riverside County, California Site location Modified from The Thomas Map Guide.Riverside CounEy, ra E O T E K Sr1l 1"=2400' GeoTek Project No.:0506-CR3 .Chaparral Center IN • .�� I�p�I :� �' .�. v y tm i e f WI- y W . �3..y ay m pe 0 2009 f)igilaIGlobe _ a n 7751 200E lela tla A /5ft Pointer lal 33.492 15' �Ion -1'S7.1A6425' 'star 1019ftSlreamn0llllll(I(. 100%- Eyealf 16 a p C a ! ; i MERCEDES STREET t -4 - cd r I I cd ------------- I� 1 i s ' -x----, , -r---f. : �—ra. .�fir•- a; ; k �-T-'� A � 1:e - �i¢ vs.rxc-ucaz PASE�O .... `` s LOOR PLAN-FIRST LEVEL E --- - P� • APPENDIX A LOGS OF EXPLORATORY BORINGS (2008) Borings B-1 through B-3 Truax Building Project City of Temecula, Riverside County, California Project No. 0506-CR3 • RANCH DEVELOPMENT APPENDIX A UpdateGeotechnical Evaluation December 16, 2008 Truax Building Proiect __ Paee A-I A - FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test(SPT) The SPT is performed in accordance with ASTM Test Method D 1586-99. The SPT sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The samples of earth materials collected in the sampler are typically classified in the field, bagged, sealed and transported to the laboratory for further testing. The Modified Split-Barrel Sampler(Ring) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-84. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Bulk Samples(Large) These samples are normally large bags of representative earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. . Bulk Samples (Small) These are plastic bag samples which are normally airtight and contain less than 5 pounds in weight of representative earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B—BORING/TRENCH LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of boring/trenches: SOILS USCS Unified Soil Classification System f-c Fine to coarse f-in Fine to medium GEOLOGIC B: Attitudes Bedding: strike%dip J: Attitudes Joint: strike/dip C: Contact line Dashed line denotes USCS material change Solid Line denotes unit, formational change Thick solid line denotes end of boring/trench • (Additional denotations and symbols are provided on the logs of borings trenches) trap GeoTek,Inc. LOG OF EXPLORATORY BORING CLIENT: Tmax DevebOmenl DRILLER: Layne Ortlling LOGGED BY: EHL • PROJECT NAME Truax Busdmg DRILL METHOD: a-Houve Stem OPERATOR: Alvaro PROJECT NO.: 0506-CR3 HAMMER: Auta 140kr90' RIG TYPE: CME 75 LOCATION: Sea Bourg Laatbn Map DATE: 119I2009 SAMPLES — Lab in Tessin - E BORING NO.: B-1(08) " m o E s z w 3 it tE y m MATERIAL DESCRIPTION AND COMMENTS Alluvium: SH,MD SM Silty fine SAND ISM).medium brown.damp to slightly moist,loose 5 - 2 81-1 Pauba Formation: 5-8 126.8 HC 29 SM Silty fine SAND(SM),medium brown,damp to slightly moist,medium 20 dense,trace porosity 10 B B1-2 Clayey silty fine SAND(SM),yellow brown,slightly moist,no visible 9 Porosity 9 @13',Becomes moister,Finer grained • 15 .__.. ._........ ._........ ....... .. .........._..........._......._....__....._. .._......_..__.___............._._...._.._.._.-___..__._._.................._.._....__........... .........._...._............_.._......_........ 8 81-3 MUCI Fine sandy clayey SILT(ML)to silty CLAY(CL),slightly moist,stiff 18.2 11 .1 12 16 a@18',Becomes very moist 20 3 81-4 Clayey SILT(ML)to silty CLAY(CL),medium brown,moist to very 4 moist,firth,interbedded with silty SAND(SM).light gray,moist,medium 12 dense 25 9., ....._. _ tgr . .. ... __....._ ............._ _.......__ __._........ 81 5 SM Sdty fine to metllum SAND(SM) light gray,moist,medium dense 19 30 BORING TERMINATED AT 26.5 FEET No gmundwater encountered Boring backfllled with soil cuttings 30 • Z W le No Samoe-. El —Ring 11—SPT �—Sma09ulk ®—Larye Bulk � —NO Recovery � —water Taola � La6 sestina: At=Pttemerg Limks El=Expan$gn VMex SA=$veoe Analys5 RV= R-VdWe Tesl SR=SurauVResisitmiy Test SH=Shear Test HC= C.sdgafion MD=Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: Tmax Develoonem DRILLER; Layne Oro g LOGGED BY: EHL PROJECT NAME Tmar Building DRILL METHOD: 8'Hollow Stem OPERATOR: AN.. PROJECT NO.: 0506-CR3 HAMMER: Awo r4UW" RIG TYPE: CME 75 LOCATION: See Boorg Lma6 Map DATE: 1117 e 8 SAMPLES - Labomto Testing - v a „ BORING NO.: 8-2(08) _ -` a E E m a oo 7 � c 3� w m w MATERIAL DESCRIPTION AND COMMENTS o o_ O Alluvium: SM Silty fine SAND(SM),medium gray brown,damp,loose 5 5 82-1 Pauba Formation: 8 SM Clayey silty fine SAND ISM),medium gray brown,damp,medium dense 8 10 8 82-2 Q10,Becomes slightly moist to moist,medium dense 12.7 120.2 HC i5 28 • 15 ..._.____._..._........___....................._........__..._.........................._..._..__...___....._.._.._...-.__..__...._.._......._.._..__..__...._..____...._..................................._._.__....._.__._. 4 B2-3 ML Fine sandy clayey SILT(ML),medium gray brown,moist.firm 5 8 20 - .__._.... ... - -........... _ ..._... ....... . .....__... 11 82-4 SM Silty medium to coarse SAND(SM)with gravel light gray mottled, 6.7 108.0 22 slightly moist,medium dense to dense,friable 32 25 10 B2-5 Silty fine to medium SAND ISM),light gray mottled,slightly moist, 14 medium dense,friable 15 BORING TERMINATED AT 26.5 FEET No groundwater encountered Boring backfilled with soil cuttings 30 u 9 0-' Z— -Large O 2 $ample type -Rin SPT Small Bulk Lar a Bulk --No Recovery —Walar TdCle W 0 AL=Atwnierg Limns El=Expansion IMea SA=Sieve Analrs¢ RV; R-Value Test w Lab testma SR=5uitatelRes3nivity Test SH=Shear Test HC= GonsdiCatio+ MD=Manmum Densely GeoTek,Inc. LOG OF EXPLORATORY BORING CLIENT: Tmax Development DRILLER: layr+e Oniling LOGGED BY: EHL • PROJECT NAME Truax Budding DRILL METHOD: 6'Hp1pr Stem OPERATOR: ANarp PROJECT NO.: 0506{R3 HAMMER: Aulo 14W30' RIG TYPE: CME 75 LOCATION: See aodng Location Map DATE: 11Orzm SAMPLES — La ratary Testing BORING NO.: B-3(08) — - t 0 Y S N 0- c y E E in oa o c ? u v', m MATERIAL DESCRIPTION AND COMMENTS p 0-3"Asphaltic Concrete SM Alluvium: Clayey silty SAND ISM),medium to dark bmwn,moist.loose 5 4 B3-1 Pauba Formation: 10.7 119.0 SH 6 SM Clayey silty fine to medium SAND(SW moist,medium dense 9 10 5 83-2 SAME 9 9 15 ......_ ._.._._.. . _ . .....__.. ._ ......_.. _. ......... .. . __._... _ _..... _ _._. _....._ .. ......_..... 4 B3 3 MIL Finesandy clayey SILT(ML),medium yellow brown,moist,still 15 2 114.5 13 21 20 ....... .. . .. . .. ._.Slightly ... ......... ... . .__......__. ..__._ . ......_.. . ....____. 6 83 4 -SM Silty fine.SAND(SM) lightt gray mottled,slightly Mist 7 11 25 9 B3-5 Silty medium to coarse SAND(SM).light gray mottled,damp, 8.2 102S 23 occasional gravel 28 30 • 2 Sample type �--SPT �--Small Sulk --Large Sulk ❑ —NO —Water Taole W W AL=Atterberg Umtts El=Expansion Index SA=Sieve Anarysis RV= R-Value Test Lab testing: SR=Sulfate/Resisnivrty Test SH=Sear Test HC= Consphdatron MD=Ma.imum Density GeoTek,Inc. LOG OF EXPLORATORY BORING CLIENT: Truax Devebpmenl DRILLER: Layne Drieng LOGGED BY: EHL • PROJECT NAME Truax B.Idng DRILL METHOD: 6-HiI Stem OPERATOR: Avam PROJECT NO.: 0506-CR3 HAMMER: Auto 140W30' RIG TYPE: CME 75 LOCATION: See Bang Lmatl°n We, DATE: 11O/2006 Laboratory Testing SAMPLES — s BORING NO.: 8-3 (08)(continued) _ _ e m' is [30 u ES p z MATERIAL DESCRIPTIONANDCOMMENTS 13 SM Silty fine to medium SAND ISM),light gray mottled,damp,medium 13 dense,very finable Groundwater @ 32' ._.__. .....-._............... .. ..................._..._........_..._........__...____._..........._....................._____....._............_....___...._..._._.._...... .._.._.._._......._......_..............._.._._.._.... 12 B3-7 SW Medium to coarse SAND(SW).tight gray mottled,saturated,medium 19 dense T` 25 40 19 B3-8 SAME 35 50A* 45 ........._ silty fine ...._S ..._.fed medium 83 9 SM Ctayey silty fine to coarse SAPID ISM),medium gray mottled medwm 28 dense,saturated 50 ........ ._...._.....___. ........ . _....___.___.__._....__......__......._......._........_.__.._........___..._...___......._._.__..._..._._....__......_._._........... ......_.._..._...__......................... 6 63-10 MUSM Interbedded clayey fine sandy SILT(ML)and silty fine to medium SAND 21 ISM),medium yellow brown and gray mottled,saturated 20 BORING TERMINATED AT 51.5 FEET No groundwater encountered Boring backfilled with soil cuttings 55 60 • 1 Sample[VPe: —Ring a—SPT Z--Small Bulk ®—Large Bulk —N-Recovery W, —Water Table W W AL=Allemerg Limits El=Expansron Index SA=Sieve Malys- RV= R-Value Test Lab[eeflne: SIR=SuNatelResisarvily Test SH=Shear Test HC= Ctm,wilawn MD=Maximum Density i APPENDIX B RESULTS OF LABORATORY TESTING • Truax Building Project City of Temecula, Riverside County, California Project No. 0506-CR3 RANCH DEVELOPMENT APPENDIX B Update Geotechnical Evaluation December 15,2003 Truax Buildino Protect _ Pa2e B-I • SUMMARY OF LABORATORY TESTING Classification Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method 132437). The soil classifications are shown on the logs of exploratory boring/trenches included in Appendix A. In Situ Moisture and Unit Weight The field moisture content was measured in the laboratory on selected samples collected during the field investigation. The field moisture content is determined as a percentage of the dry unit weight. The dry density was measured in the laboratory on selected ring samples. The results are shown on the logs of exploratory borings/trenches in Appendix A. Moisture-Density Relations Laboratory testing was performed on representative samples collected during the subsurface exploration. The laboratory maximum dry density and optimum moisture content for representative soil types was determined in general accordance with test method ASTM Test Procedure D1557. The results are included herein on Plates MD-I. Direct Shear Testing Shear testing was performed on remolded and undisturbed samples of site soil in general accordance with ASTM Test Method D-3030. The test results are included herein as Plates SH-1 and SH-2. • Hydro-Collapse Potential Settlement predictions of the soil's behavior under loads are made on the basis of the consolidation tests in general accordance with ASTM D2435. The consolidation apparatus is designed to receive a one-inch high ring used in the California split-spoon sampler. Loads are applied in several increments in a geometric progression, and the resulting deformations are recorded at selected time intervals. The results are shown on Plates HC-I and HC-2. • • G E O T E K 4150 Flal roc' Drive. Suite 1e0, Riverside, CA. 92>0i-5S64 951-710-1JoO 0fiice 9i1-710-116—/ Fa.x MOISTURE/DENSITY RELATIONSHIP Client: Truax Development Job No.: 0506-CR3 Project: Truax Building Lab No,: Riv Location: Temecula Material Type: Brown Silty Sand Material Supplier: N/A Material Source: 0 Sample Location: B - 1 @0 -5' Sampled By: EHL Date Sampled: 7-Nov-08 Received By: NIA Date Received: 8-Nov-08 Tested By: FH Date Tested: 19-Nov-08 Reviewed By: N/A Date Reviewed: 10-Dec-08 Test Procedure: ASTM 1557 Method: 0 Oversized Material (%): 0.0 Correction Required: ci�es Lao 1 ♦ DRY DENSITY(pcf)r I MOISTURE/DENSITY RELATIONSHIP CURVE a CORRECTED DRY DENSITY 150 • — ZERO AIR VOIDS DRY DENSITY, 145 .:I ? (Pc0 I. S.G.2.7 140 'i 135 � � � X S.G.2.8 U y 130 = 125 - - OVERSIZE CORRECTED w 120 0 115 i _ ' _ i,— —ZERO AIR VOIDS -\^ 110 Poly.(DRY DENSITY(pcf)-) 105 —Poly.(S.G.2.7) 00 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Poly, S.G. 2.8) MOISTURE CONTENT, —Poly.(S.G.2,6) MOISTURE DENSITY RELATIONSHIP VALUES Maximum Dry Density, pcf 131.0 @ Optimum Moisture, % 9.5 Corrected Maximum Dry Density, pc f @ Optimum Moisture, % MATERIAL DESCRIPTION Grain Size Distribution: Atterberg Limits: �• Gravel (retained on No. 4) Liquid Limit. % % Sand (Passing No. 4, Retained on No. 200) Plastic Limit, % • Silt and Clay(Passing No. 200) JPlasticity Index, % Classification: Unified Soils Classification: AASHTO Soils Classification: • G EOTE ➢G DIRECT SHEAR TEST Project Name: Truax Development Sample Source: B- I @ 0-5' Project Number. 0506-CR3 Date Tested: 11/22/2008 Soil Description: Silty Sand(SM) 5.5 - - L 1 _ . F _ _ : J - . J . J - - J I f 1 i 1 1 i 1 f 1 1 1 f 1 f l i • f '1 i 1 • 1 1 c 4.1. • d • d Cp UJ 3.5- 1 , 1 1 . 1 I { 1 a w 2.5- _ ♦ 1 1.5_ _ _ .. _ _ _ _ . _ _ _ _ _ _ _ _ _ i • _ ' i I t 05 0 0.5 1 1 5 2 25 3 3.5 4 65 5 5.5 6 NORMAL STRESS(kso Shear Strength: (D = 24.0 ° C = 0.20 ksf Water Content Dry Density Test No. Load(ksf) (%) (pcf) 1 1.4 13.8 124.2 2 2.8 10.8 124.5 3 5.6 9.8 125.3 • Notes: 1 -The soil ipecimen used in the shear box were"ring" samples remolded from a bulk sample collected during the field m�esugauon. 2-The abnoe retleet residual shear strength at 10090 saturation. 3 -The tests were ran at a shear rate of 0.0'_5 inlmin. "�G� • G E O T E K DIRECT SHEAR TEST Project Name: Truax Development Sample Source: B- 3 @ 5' Project Number: 0506-CR3 Date Tested: 1 I12212008 Soil Description: Silty Sand (SM) .. . v _ . x . . . . 15.5 1 _ _ L _ 1 _ . _ 1 . _ J _ _ J . _ J _ J -1 , - - -, _ 1 - .I 5' - - - - - - - - - - - - - - - - - - - - . 3 I 1 1 1 1 1 1 I 1 1 1 ! <.5r _ T - r - _ r - - t - - T - 7 1 <+. a _ _ a _ _ a _ _ a _ _ a _ _ a _ n _ _ a - - a _ _ 1 1 W K , , I I Y=049x+0.10 3 : : - w II , 1 • ' 2.L . L _ _ L _ _ 1 _ _ , J _ ] _ _ _ J _ J _ _ J _ _ J e , , 1 1 1 • I , I 1 , 1 _ ' . � . , 0.5 '- a a a . o . . 1 . . o . 01 I i I I ( F• I I { I 1 ' 0 0.5 1 1.5 2 2s 3 3.5 a 45 5 5.5 6 NORMAL STRESS(ksf) Shear Strength: (D = 16.0 ° , C = 0.20 ksf Water Content Dry Density Test No. Load(ksf) (%) (pcf) 1 1.4 10.2 122.5 2 12 13.2 117.6 3 5.6 11.3 117.3 • Notes: I The soil specimen used in the shear box was an"undisturbed rind"sample collected during the field investi,auon. 2 -The above retlect residual shear strength at 100%saturation. 3-The tests were ran at a shear rate oF0.025 in:min. • STRESS IN KIPS PER SQUARE FOOT 0z 0 1 10 100 -2.00 z a x w -1.00 0.0o 1.00 2.00 3.00 w _ Y 4.00 0 w 5.00 a a LL 6.00 0 z z w 7.00 • w w a zo 8.00 0 Q - 9.00 0 z -- a 10.00 --- --- Seating Cycle �— Loading Prior to Inundation — A Loading After Inundation -A--- Rebound Cycle Per ASTM Method D2435 CONSOLIDATION REPORT G E O 'T E K Sample: B - 1@ 5' • Plate HC-1 CHECKED BY:EV lab: RIV Truax Development PROJECT NO.:0506-CR3 Date:12/02/08 Temecula • STRESS IN KIPS PER SQUARE FOOT z 0 1 10 100 -2.00 z a x w -1.00 0.00 1.00 2.00 - - 3.00 N I w w Y 4.00 U I I H I I w 5.00 < LL 6.00 0 z z 0 7.00 • w w I a , z 8.00 0 MID 0 z z 0 10.00 --- --- Seating Cycle Loading Prior to Inundation —A Loading After Inundation -A--- Rebound Cycle Per ASTM Method D2435 CONSOLIDATION REPORT G E O T E K Sample: B - 2@ 10' • Plate HC-2 CHECKED BY EV Lab:RIV Truax Development PROJECT NO:0506-CR3 Date:12/02108 Temecula APPENDIX C COMPUTER PRINTOUT OF 2006 IBC SEISMIC PARAMETERS • Truax Building Project City of Temecula, Riverside County, California Project No. 0506-CR3 • Project Name = Truax Building • Date = Tue Dec 16 13:31:49 PST 2008 Conterminous 48 States 2006 International Building Code Latitude = 33.4928 Longitude = -117.1466 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.966 (Ss, Site Class B) 1 .0 0.736 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 33.4928 • Longitude = -117.1466 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.966 (SMs, Site Class D) 1 .0 1.103 (SM1 , Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 33.4928 Longitude = -117.1466 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1 .5 • Period Sa (sec) (g) 0.2 1 .311 (SDs, Site Class D) Conterminous 48 States 2006 International Building Code . Latitude = 33.4928 Longitude = -117.1466 MCE Response Spectrum for Site Class B Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1 .0 Period Sa Sd (sec) (g) (inches) 0.000 0.787 0.000 0.075 1 .966 0.108 0.200 1.966 0.768 0.374 1 .966 2.689 0.400 1.839 2.875 0.500 1 .471 3.594 0.600 1.226 4.312 0.700 1.051 5.031 0.800 0.920 5.750 0.900 0.817 6.468 1.000 0,736 7.187 • 1.100 0.669 7.906 1.200 0.613 8.625 1 .300 0.566 9.343 1.400 0.525 10.062 1 .500 0,490 10.781 1.600 0.460 11 .499 1.700 0.433 12.218 1 .800 0.409 12.937 1 .900 0.387 13.656 2.000 0.368 14.374 Conterminous 48 States 2006 International Building Code Latitude = 33.4928 Longitude = -117.1466 Site Modified Response Spectrum for Site Class D SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1 .0 ,Fv = 1.5 • Period Sa Sd 0.000 0.787 0.000 0.112 1.966 0.242 0.200 1 .966 0.768 0,561 1.966 6.050 . 0.600 1 .839 6.468 0.700 1.576 7.547 0.800 1,379 8.625 0.900 1.226 9.703 1 .000 1.103 10.781 1 .100 1.003 11.859 1 .200 0.920 12.937 1.300 0,849 14.015 1 .400 0.788 15.093 1.500 0.736 16.171 1 .600 0.690 17.249 1.700 0.649 18.327 1.800 0.613 19.405 1.900 0.581 20.483 2.000 0.552 21.562 Conterminous 48 States 2006 International Building Code • Latitude = 33.4928 Longitude = -117.1466 Design Response Spectrum for Site Class D SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa Sd (sec) (g) (inches) 0.000 0.524 0.000 0.112 1.311 0.161 0,200 1 .311 0.512 0.561 1 .311 4.033 0.600 1 .226 4.312 0.700 1.051 5.031 0,800 0.920 5.750 0.900 0.817 6.468 1.000 0.736 7.187 1.100 0.669 7.906 1.200 0.613 8.625 • 1.300 0.566 9.343 1 .400 0.525 10.062 1.600 0.460 11.499 1.700 0.433 12.218 1 .800 0.409 12.937 1 .900 0.387 13.656 • 2.000 0.368 14.374 • Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix F Treatment Control BMP Sizing Calculations and Design Details • Worksheet 1 Design Procedure for BMP Design Volume 85th percentile runoff event Designer: HECTOR CORREA Company: HLC CIVIL ENGINEERING Date: Project: - 0008 Location: TURAX BUILDING 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and TBs &R 3w Section). Section 3 (1) b. Slope value from the Design Volume I (� ZTd (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❑ the origin, to create the graph attached? • 2. Determine Runoff Coefficient a. Determine total impervious area A;mPeMeus- 0 . 51 acres (5) b. Determine total tributary area = 0 . 51 acres (6) c. Determine Impervious fraction i= (5)/(6) i= 1 (7) d. Use(7) in Figure 1 to find Runoff 0 . 90 OR C= .858i - .78iz+ .774i + .04 C = (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 V.value. V = 1 • 1 acre (9) 4. Determine Design Storage Volume a. VBMP= (9)x(6) [in-acres] VBMP= 0 . 56 in-acre (10) b. VBMP= (10)/ 12 ]ft-acres] VBMP_ 0 . 04 ft-acre (11) C- VBMP= (11)x 43560 [ft3] VBMP= 2036 ft3 (12) Notes: • 7 Plot Slope Value from Appendix A here 2 1.9 1.8 1.7 1.6 1.5 1.4 00 0 1.3 C 1.2 _ 0 1.1 _ d 1 C - m < 0.9 _ 0 3 0.8 2 0.7 S 0.6 0.5 - C 0.4 _ 0.3 0.2 0.1 0 rn 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 851h 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 0.60 o 0.50 - 0.40 0 0.30 - �' 0.20 --- - — — 0.10 0.00 -T- 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: HLC CIVIL ENGINEERING Date: Project: Location: TEMECULA, CA 1. Determine Impervious Percentage 0 . 51 a. Determine total tributary area Aio,a,= acres (1) b. Determine Impervious % i = 100 % (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 . 90 (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) = Ac = (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient e a. C = (3)x(7)+ (4)x(8) + (5)x(9)+ (6)x(10) = C = 0 • 10 (11) 5. Determine BMP Design flow ft3 a. QBMP = CxlxA= (11)x0.2x(1) QBMP= 0 . 09 (12) s • 10 • Table 4. Runoff Coefficients for an Intensit = 0.2 'n/hr for Urban Soil Types* Impervious % A Soil B Soil C Soil D Soil RI =32 RI -56 RI =69 'RI =75 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 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 1 0.77 1 0.79 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 • 'I Water Quality Management Plan (WQMP) THE TRUAX BUILDING • CONTECH ST®R F®LTER CARTRIDGE CALCULATION • • • CONTECH STORMFILTER CARTRIDGE CALCULATION FOR: THE TRUAX BUILDING Determilling the number of cartridges fora highly impervious site. To detemrfne the number o'"tormFiftei cartrickaes needed'or a ni_f ly inr;:Erdious site L"0%impervious;: 1. Cafculaie the peck fbsr rate,from the o:ater cualit•;stnrn:(!-_',.ari for ;our site using;he approved hydrologic mcr.;el: established 1, your toc,I agencv. If there.Ire no agene'y guidelines.•.re recommend usirgi the Santa Barbara urban Hydi a;iraph Method. 2. ;alcula;e the number of canridgen re;aired so'reas the peak•r:aiei quality flow•rate fNfts,%fur y.-m site. Metes: • ssume -'can= i5 gpn+::.n,which is ine ma4mum.fle•A•rave thai an nxlividual canridge.can treat. In some areas or situations,cahrklges with a flea•rate other than 15 Pn—,ma)be required,resulting in a clifferent Q,,r value. « If the nun,be.r of,cartrkfya;. is. not a,whole number, sound the nwrdr-ei of camidges up to ine na:�a'shvle number. Example of c-nrt:ridge number sizing fora highly,imperviouta sites 1_ .. Assurne thei a site has a_peak flan:rate of 0.44 cis. " 2. geteri inethe number of cartridges requiredlo treat this flvk rate. r Nfiwv=(0.4.4 xs)i449 gpar:es{:15 gprrtcartl.=132 wraglges , • Answer:Rounding up io the nemlwhole number,the number of required cartridges is-14. Q-BMP FROM WORKSHEET NO. 2= 0.09 cfs Required Number Q gpm/cfs I gpm/cart I Catridges Cartridges N=1 0.091 4491 151 2.6941 3 • Operation and Maintenance • ST`�WATER SOLUTIONS� TM the unit vault. The inlet chamber is CatchBasin StormFilter equipped with an internal baffle, which traps debris and floating oil and grease, Important: These guidelines should be used and an overflow weir. While in the inlet as a part of your site stormwater plan. chamber, heavier solids are allowed to settle into the deep sump, while lighter solids and soluble pollutants are directed Overview under the baffle and into the cartridge The CatchBasin StormFilterTM (CBSF) chamber through a port between the baffle consists of a multi-chamber steel, concrete, and the overflow weir. Once in the or plastic catch basin unit that can contain cartridge chamber, polluted water ponds up to four StormFilter cartridges. The steel and percolates horizontally through the CBSF is offered both as a standard and as media in the filter cartridges. Treated water a deep unit. collects in the cartridge's center tube from where it is directed by an under-drain The CBSF is installed flush with the manifold to the outlet pipe on the finished grade and is applicable for both downstream side of the overflow weir and constrained lot and retrofit applications. It discharged. • can also be fitted with an inlet pipe for roof leaders or similar applications. When flows into the CBSF exceed the water quality design value, excess water The CBSF unit treats peak water quality spills over the overflow weir, bypassing the design flows up to 0.13 cfs, coupled with an cartridge bay, and discharges to the outlet internal weir overflow capacity of 1.0 cfs for pipe. the standard unit, and 1.8 cfs for the deep steel and concrete units. Plastic units have Applications an internal weir overflow capacity of 0.5 cfs. The CBSF is particularly useful where small flows are being treated or for sites that are Design Operation flat and have little available hydraulic head The CBSF is installed as the primary to spare. The unit is ideal for applications receiver of runoff, similar to a standard, in which standard catch basins are to be grated catch basin. The steel and concrete used. Both water quality and catchment CBSF units have an H-20 rated, traffic- issues can be resolved with the use of the bearing lid that allows the filter to be CBSF. installed in parking lots, and for all practical purposes, takes up no land area. Plastic units can be used in landscaped areas and Retro-Fit for other non-traffic-bearing applications. The retrofit market has many possible The CBSF consists of a sumped inlet applications for the CBSF. The CBSF chamber and a cartridge chamber(s). can be installed by replacing an existing • Runoff enters the sumped inlet chamber catch basin without having to "chase the either by sheet flow from a paved surface grade," thus reducing the high cost of or from an inlet pipe discharging directly to re-piping the storm system. ©2006 CONTECH Sto"water Solutions Toll-free:800.548.4667 1 of 2 contechstormwater.com CatchBasin StormFilter Operation and Maintenance Guidelines • Maintenance Guidelines Maintenance procedures for typical catch Media may be removed from the filter basins can be applied to the CatchBasin cartridges using the vactor truck before the StormFilter (CBSF). The filter cartridges cartridges are removed from the catch contained in the CBSF are easily removed basin structure. Empty cartridges can be and replaced during maintenance activities easily removed from the catch basin according to the following guidelines. structure by hand. Empty cartridges should be reassembled and returned to CONTECH 1. Establish a safe working area as per Stormwater Solutions, as appropriate. typical catch basin service activity. Materials required include a lifting cap, 2. Remove steel grate and diamond plate vactor truck, and fresh filter cartridges. cover (weight � 100 lbs. each). Contact CONTECH Stormwater Solutions for specifications and availability of the 3. Turn cartridge(s) counter-clockwise to lifting cap. The vactor truck must be disconnect from pipe manifold. equipped with a hose capable of reaching areas of restricted clearance. The owner 4. Remove 4" center cap from cartridge may refresh spent cartridges. Refreshed and replace with lifting cap. cartridges are also available from CONTECH Stormwater Solutions on an 5. Remove cartridge(s) from catch basin exchange basis. Contact the maintenance by hand or with vactor truck boom. department of CONTECH Stormwater Solutions at (503) 240-3393 for more • 6. Remove accumulated sediment via information. vactor truck (min. clearance 13" x 24"). Maintenance is estimated at 26 minutes of 7. Remove accumulated sediment from site time. For units with more than one cartridge bay. cartridge, add approximately 5 minutes for (min. clearance 9.25" x 11") each additional cartridge. Add travel time as required. 8. Rinse interior of both bays and vactor remaining water and sediment. 9. Install fresh cartridge(s) threading clockwise to pipe manifold. 10. Replace cover and grate. 11. Return original cartridges to CONTECH Stormwater Solutions for cleaning and media disposal. • ©2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 2 of 2 contechstormwater.wm CalchBasin StormFilter Operation and Maintenance Guidelines • B C 2 2 OUTLET STUB (SEE NOTE5 445) WEIF F 1 O" 6" OVERLAP e e N ° A 4„ 1 e (TYP •.M e 6„ SCUM BAFFLE REINFORCING BAR5 INLET STUB (SEE NOTE G) (OPTIONAL) (5EE NOTES 445) 3-CARTRIDGE CATCHBASIN - PLAN VIEW (1) 1 • 4"0 OPENING (TYP) INLET GRATE OUTLET STUB ACCESS COVER LSEE NOTES 445) Et (TYF) 2 112„ CONCRETE COLLAR (SEE NOTE G) t ° 5TORMFILTER CARTRIDGE(TYP) CLEANOUT (SEE NOTE 2) ACCESS PLUG LE WALL T\—UNDfKDPAIN 2, I 2,_8„ I 3,_8„ MANIFOLD INSIDE INSIDE IN51DE 8,_5" OUTSIDE 3-CARTRIDGE CATCHBASIN - SECTION VIEW THE STORMWATER MANAGEMENT LL5.PATENT No. 5,322,629, No, 5,707,527,No,G.027,G39 No.6,G49,046,No.5,624,576. AND OTt1ER U.5.AND FOREIGN • C2006 CONTECH Stormwater Solutions PATENT5 PENDING DRAWING Aa\�L1v1e^LI® STEEL CATCHBASIN STORMFILTER %9VA&,a a PLAN AND SECTION VIEWS � STORNIWATER�11T www1C STANDARD DETAIL - 3 CARTRIDGE UNIT SOS LUTIONS�. 113 wnteohaloonwater.00m DATE:11/01/O5 SCALE:NONE I FILE NAME:CBSF3S-0TL DRAWN:MM CHECKED:ARG • 4"0 OPENING PERMANENT POOL ELEVATION 5 1/4" VARIES 2'-3 5/Ij6" MAX. = 2'-3 5/5" 5„ i INLET 5TU13 �OUTLEi STUB (OPTIONAL) 2' (5EE NOTE5 4f 5) (5EE NOTE5 44 5) ~INSIDE 2"m OUTLET 2'-0 112" PIPE FROM OUT5IDE UNDERDRAIN 3-CARTRIDGE CATCHBASIN - SECTION VIEW 2 • LIFTING EYE (TYP OF 4) O PERMANENT 3'-9" POOL ELEVATION CARTRIDGE 1'-6" SUPPORT (TYP) 3-CARTRIDGE CATCHBASIN - SECTION VIEW �1 2 THE 5TORMWATER MANAGEMENT 5to,mfder® J.5.PATENT No. 5,322.G29, No.5.707,527,No.G,027,G39 No.G,G49,04&No.5,G24,57G, AND OTHER J.5.AND FOREIGN • 02006 CONTECH Stormwater Solutions PATENTS PENDING A�� �ITCALI® DRAWING STEEL CATCHBASIN STORMFILTER STORMWATER SECTION VIEWS 2 SOLUTIONSK STANDARD DETAIL - 3 CARTRIDGE UNIT 113 wnWchslormwater.wm DATE:11101105 ISCALENONE I FILE NAME:CBSF3.S-DTL IDRAWN.MJW ICHECKED.ARG GENERAL NOTES 1) 5TORMFILTER BY CONTECH 5TORMWATER SOLUTIONS; PORTLAND. OR(800) 546-4667; SCARBOROUGH, ME(877) 907-8676; • ELKRIDGE, MD (866) 740-3318. 2) FILTERS TO BE 51PHON-ACTUATED AND SELF-CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET(IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET(IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB 15 6 INCHES IN DIAMETER. MAXIMUM OUTLET STUB 15 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE U51NG FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H-20 LOAD RATING, CONCRETE COLLAR 15 REQUIRED. CONCRETE COLLAR WITH QUANTITY(2)#4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL 5TORMFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 3-CARTRIDGE CATCHDA5IN STOKMFILTER DATA 5TRUCTURE0 XXX WATER QUALITY FLOW RATE (cf5) X.XX PEAK FLOW RATE (< I cf5) X.XX RETURN PERIOD OF PEAK FLOW( r5) XXX CARTRIDGE FLOW RATE(1 5 OR 7.5 m) XX MEDIA TYPE (C51`, PERLITE, ZPG) XXXXX RIM ELEVATION XXX.XX' PIPE DATA: I.E. DIAMETER INLET STUB XXX.XX XX" OUTLET STUB XXX.XX' XX" CONFIGURATION OUTLET OUTLET . INLET INLET SLOPED LID YE5\NO SOLID COVER YE5\NO NOTE5/5PECIAL REQUIREMENT5: INLET GRATE ACCE55 COVER +. a 88�888888BBB8 • � . INSIDE RIM 4Q` .e a 2'-4" 2'-4" 4' INSIDE RIM INSIDE RIM ~ IN51DE RIM THE 5TORMWATER MANAGEMENT OUTSIDE RIM 5tor Tlt"'z U.5.PATENT No. 5,322,G29, No. 5.707,527,No.G,027,G39 3-CARTRIDGE CATCHBASIN - TOP VIEW �� No.G,G43,048.No.5,G24,579, 3 AND OTHER U.5,AND FOREIGN • C2006 CONTECH Stormwater Solutions PATENTS PENDING A�� �ITCALI® STEEL CATCHBASIN STORMFILTER DRAWING 1iipvi� i ��r1 TOP VIEW, NOTES AND DATA 3 STORMWATER STANDARD DETAIL - 3 CARTRIDGE UNIT SOLUTIONS. Dl3 contechstormwater.com DATE:1 WIDE 1 SCALE NONE I FILE NAME:CBSF3S- TL DRAWN:MM IGHECKED:ARG Water Quality Management Plan (WQMP) THE TRUAX BUILDING Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT- SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS NOT CONDUCTED