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Parcel Map 19582-1 WQMP Temecula Glass Co
PA05-0105 PARCEL 15 TEMECULA GLASS OFFICE/COMMERCIAL BUILDING Water Quality Management Plan For: LORENZO VARELA, OWNER Temecula Glass Company 41755 Rider Way Suite 2 Temecula, CA 92590 Prepared for: ;• Temecula Glass Company 41755 Rider Way Suite 2 Temecula, CA 92590 (951) 695-5572 Prepared by: HECTOR CORREA, RCE HLC CIVIL ENGINEERING 28465 Old Town Front Street SUITE 315 TEMECULA, CA 92590 (951)506-4869 VOICE (951)506-4979 FAX WQMP Preparation Date: August 14,006 Water Quality Management Plan (WQMP) TEMECULA GLASS • ENGINEER'S CERTIFICATION "I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. H TOR L. CORREA Date RCE 36306 EXP 6/30/08 QpOf ESSI ppA��yG HECTOR y„\ „? LUCIO CORREA 0. 36306 • CIVIL ENGINEWNG OF �L\4 • Water Quality Management Plan (WQMP) TEMECULA GLASS • OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for Parcel 15 PM19582-1 by HLC CIVIL ENGINEERING for the project known as PA05-0105 located at 41755 Enterprise Circle South. The WQMP is intended to comply with the requirements of City of Temecula for development requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section 8.28.500) If the undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I certify under penalty �1 o�f law that the provision of this WQMP have been reviewed and accepted and that the N7r1Y1 will be transferred to future successors in interest." ner's Signat� Date LORENZO VARELA OWNER Owner's Printed Name Owner's Title/Position SUSSCRISt ,Q AND SWORN TO BEFORE ME THIS27 D�AYOF �-�f �-� Ater Pt;auc MARYA.HORLOCK Commisslon#1422932 -® Notary Public-California �- Riverside County My Comm.Expires Jun 7.2007 • Water Quality Management Plan (WQMP) TEMECULA GLASS Contents Section Page I PROJECT DESCRIPTION I II SITE CHARACTERIZATION 3 III POLLUTANTS OF CONCERN 4 IV HYDROLOGIC CONDITIONS OF CONCERN 5 V BEST MANAGEMENT PRACTICES 5 V.1 Site Design BMPS 5 V.2 Source Control BMPS 10 V.3 Treatment Control BMPS 13 VA Equivalent Treatment Control Alternatives 15 V.5 Regionally-Based Treatment Control BMPS 15 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPS 16 VII FUNDING 17 • APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE:PLAN C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS • Water Quality Management Plan (WQMP) TEMECULA GLASS I. Project Description Pro iect Description The proposed development is located at 41755 Enterprise Circle South and is the last vacant lot in the existing business park constructed in late 1989. The project will consist of a 11,271 square foot office/commercial building with approximately 7300 square foot being used for glass window and door sale and storage uses. The site includes 14,866 S.F of concrete parking lot, 1,700 S.F. of hardscape and 1,543 SY concrete driveway. Proiect Owner LORENZO VARELA Temecula Glass Company 41755 Rider Way Suite 2 Temecula, CA 92590 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 • Proiect size 0.84 acres Location of facilities The project is surrounded by existing commercial building on all sides except for its street frontage on Enterprise Circle South . There are no physical drainage facilities on the vacant property. Materials Storage and Delivery Areas Commercial deliveries are proposed. A loading area has been designated for this purpose and shown on the site plan. No outdoor storage will be allowed. Wastes generated by project activities Normal household and Commercial Retail waste will be generated on-site. The project will have one covered trash enclosure to service the site. Proiect Site Address: 41755 Enterprise Circle South, Temecula, CA 92590. Planning Area/ Community Name: Service Commercial APN Number(s): APN 909-270-024 Thomas Bros. Map: Page 958 Grid F-4 (2005) Page 1 Water Quality Management Plan (WQMP) TEMECULA GLASS • Proiect Watershed: Santa Margarita River, Hydrologic Unit 902 Sub-watershed: HAS 902.32 Proiect Site Size: 0.84 AC Standard Industrial Classification (SIC) Code: At this time uses not known but anticipated uses are general office and retail commercial. 5399 Miscellaneous General Merchandise Stores Formation of Home Owners' Association (HOA)or Property Owners Association (POA): There is only going to be one owner of this building therefore Owner association will not be necessary to maintain all BMP described in this WQMP Additional Permits/Approvals required for the Proiect AGENCY Permit required • (yes or no) State Department of Fish and Game, 1601 Streambed No Alteration Agreement State Water Resources Control Board, Clean Water Act No (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit No US Fish and Wildlife, Endangered Species Act section 7 No biological opinion Other (please list in the space below as required) SWRCB General Construction Permit Yes City of Temecula (Grading & Building) Yes Riverside County Flood Control No • II. Site Characterization Page 2 Water Quality Management Plan (WQMP) TEMECULA GLASS Land Use Designation or Zoning: Service Commercial Current Property Use: Vacant Proposed Property Use: Service Commercial Availability of Soils Report: See Appendix E Phase i Site Assessment: No Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Designated Beneficial Proximity to RARE Impairments Uses Beneficial Use MURRIETA CREEK PHOSPHORUS MUR, AGR, IND; PROC, NOT 902.231 REC1, REC2, WARM, DESIGNATED AS RARE WILD UPPER SANTA MARGARITA PHOSPHORUS MUR, AGR, IND, RECI, RIVER REC2, WARM, WILD DESIGNATED AS RARE 902.222 COLD 6MILES . LOWER SANTA MARGARITA NONE MUR, AGR, IND, PROC, RIVER REC1, REC2, WARM, DESIGNATED AS RARE 902.212 COLD„ WILD 24 MILES SANTA MARGARITA RIVER EUTROPHIC MUR, AGR, IND, PROC, LAGOON REC1, REC2, WARM, DESIGNATED AS RARE 902.211 COLD„ WILD 28 MILES Pace i Water Quality Management Plan (WQMP) TEMECULA GLASS III. Pollutants of Concern Urban Runoff Pollutants: This commercial with parking lot project can expect or potentially expect for the following pollutants: POLLUTANT TYPE EXPECTED POTENTIAL LISTED FOR POTENTIAL RECEIVING WATER SOURCE SEDIMENTITURBIDITY X LANDSCAPING NUTRIENTS X X LANDSCAPING ORGANIC COMPOUNDS X TRASH BIN TRASH&DEBRIS X TRASH BIN OXYGEN DEMANDING SUBSTANCES X TRASH BIN PATHOGENS( BACTERIA&VIRUSES) X TRASH BIN OILS&GREASE X PARING LOT PESTICIDES X LANDSCAPING • METALS X PARING LOT Past Uses: The project site has been vacant for over ten years and prior to that was pasture land. No known hazardous substances have been used on the property. • PaoP 4 Water Quality Management Plan (WQMP) TEMECULA GLASS IV. Hydrologic Conditions of Concern • Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; storm flows could fill this sediment-carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre-development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions is met: Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Permittee. Condition B: The project disturbs less than 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 IS 0.84 ACRES, THEREFORE MEETS CONDITION B AND IS EXEMPT FROM ADDRESSING HYDROLOGIC CONDITIONS OF CONCERN. Supporting engineering studies, calculations, and reports are included in Appendix C. DESCRIPTION 2YEAR-24HR 10 YEAR-24HR 100 YEAR-24HR PRE POST PRE POST PRE POST RUNOFF-CFS 0.08 0.13 0.20 0.25 0.37 0.43 VELOCITY- FPS 0..28 1.7 0.42 2.0 0.43 2.32 VOLUME-CUBIC FT 763 2816 2446 5490 5670 8924 VOLUME-AC FT 0.02 0.06 0.06 0.13 0.13 0.20 DURATION- MIN 810 795 810 780 795 810 V. Best Management Practices VA SITE DESIGN BMPS PROPOSED PROJECT BMPS • The following BMP concepts will be used. 1. Walkways will be at the minimum width allowed by the City. Page 5 Water Quality Management Plan (WQMP) TEMECULA GLASS 2. Driveways and parking lot aisles will be held at the minimum widths allowed by the City. • 3. Infiltration Basin will be constructed. 4. Rooftops drain will be collected by storm drain and be discharged into infiltration Basin. TABLE 1. SITE DESIGN BMPS Included FDesignp�' Technique Specific BMP yes no Not et Applicable Site Design Minimize Concept Urban Runoff Maximize the permeable area (See Yes, minimizing Section 4.5.1 of the WQMP). building foot print. Incorporate landscaped buffer areas Yes, 20 feet of between sidewalks and streets. landscaping from parking to street sidewalk Maximize canopy interception and Yes, new Trees water conservation by preserving and shrubs will existing native trees and shrubs, and be planted. planting additional native or drought • tolerant trees and large shrubs. Use natural drainage systems. No existing natural drainage Where soils conditions are suitable, Using filtration use perforated pipe or gravel filtration basin. pits for low flow infiltration. Construct onsite ponding areas or Yes, Using retention facilities to increase filtration basin. opportunities for infiltration consistent with vector control objectives. Other comparable and equally effective Not used site design concepts as approved by the Co-Perrnittee(Note: Additional narrative required to describe BMP and how it addresses Site Design concept). • Page 6 Water Quality Management Plan (WQMP) TEMECULA GLASS Included • Design Technique Specific BMP yes no Not Concept Applicable Site Design Minimize Concept 1 Impervious Footprint Maximize the permeable area (See Yes, Section 4.5.1 of the WQMP). substituting pavement with filtration basin. Construct walkways, trails, patios, overflow parking lots, alleys, 7 driveways, low-traffic streets and other low -traffic areas with open-jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and Walk way and parking lot aisles to the minimum Parking stalls widths necessary, provided that public are minimum safety and a walk able environment for width or pedestrians are not compromised. lengths allowed by Planning Department. • Reduce widths of street where off- None street parking is available. proposed Minimize the use of impervious Yes, using surfaces, such as decorative concrete, stepping stone in the landscape design. in one area. Other comparable and equally None effective site design concepts as proposed approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). • Page 7 Water Quality Management Plan (WQMP) TEMECULA GLASS Included • Design Technique Specific BMP yes no Not Concept Applicable Site Design Conserve Concept 1 Natural Conserve natural areas (See WQMP None Areas Section 4.5.1). existing Maximize canopy interception and None water conservation by preserving existing existing native trees and shrubs, and 7 planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. None existing Other comparable and equally effective Not used site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). • • Page 8 Water Quality Management Plan (WQMP) TEMECULA GLASS Included • Design Technique Specific BMP yes no Not Concept I Applicable Site Design Minimize Residential and commercial sites must Roof drains to Concept 2 Directly be designed to contain and infiltrate filtration basin. Connected roof runoff, or direct roof runoff to Impervious vegetative swales or buffer areas, Areas where feasible. (DCIAs) Where landscaping is proposed, drain Impervious impervious sidewalks, walkways, areas drain to trails, and patios into adjacent infiltration landscaping. basin Increase the use of vegetated NA drainage swales in lieu of underground piping or imperviously lined swales. Rural Swale system: street sheet flows NA to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street NA slopes to curb; periodic swale inlets • drain to vegetated swalelbiofilter. Dual drainage system: First flush NA captured in street catch basins and discharged to ad acent vegetated Design driveways with shared access, Yes, Draining NA flared (single lane at street) or wheel onto landscape strips (paving only under tires); or, infiltration basin drain into landscaping prior to discharging to the MS4. Uncovered temporary or guest parking NA on private residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in Yes, Draining NA parking areas, incorporate landscape onto landscape areas into the drainage design. infiltration basin Overflow parking (parking stalls NA provided in excess of the Co- Permittee's minimum parking requirements) may be constructed with permeable paving. Other comparable and equally NA effective design concepts as approved • by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Page 9 Water Quality Management Plan (WQMP) TEMECULA GLASS V.2 SOURCE CONTROL BMPS • Table 2. Source Control BM Ps Check One Not If not applicable, state BMP Name Included Applicable brief reason Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees X Activity Restrictions X Im ation System and Landscape Maintenance X Common Area Litter Control X Street Sweeping Private Streets and Parking Lots X Drainage Facility inspection and Maintenance X Structural Source Control BMPs MS4 Stenciling and Signage X Will be submitted prior to Landscape and irrigation System Design X construction. Protect Slopes and Channels X Provide Community Car Wash Racks X Not Part of Project Properly Design: • Fueling Areas X Not Part of Project AirMater Supply Area Drainage X Not Part of Project Trash Storage Areas X Loading Docks X Not Part of Project Maintenance Bays X Not Part of Project Vehicle and Equipment Wash Areas X Not Part of Project Outdoor Materiat Storage Areas X Not Part of Pro ect Outdoor Work Areas or Processing Areas X Not Part of Project Provide Wash Water Controls for Food Preparation Areas X Not Part of Project • Page 10 Water Quality Management Plan (WQMP) TEMECULA GLASS PROPOSED NON-STRUCTURAL SOURCE CONTROL BMPS The Developer will review and distribute to the tenant, at final walk-through, a public education program on the use of the pesticides, herbicides, fertilizers, proper disposal of wastes, and other storm water pollution prevention programs. The tenant will sign a form acknowledging receipt of discussion and the storm water pollution prevention materials, (See Appendix D), and will keep a log of tenants that have certified that they have received the information and the log will be kept herein. Tenant and Employee training will be provided within 30 days of hiring date with on going training at no less than 90-day intervals. The tenant will be provided with pamphlets available from the City of Temecula Public Works office. Activity Restrictions: Project Developer 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 Page 11 Water Quality Management Plan (WQMP) TEMECULA GLASS landscape ordinance, which can be obtained at the City of Temecula planning counter. • I l Irrigation system maintenance will be conducted weekly to detect overspray, broken sprinkler heads, and other system failures. 12 The frequency of irrigation is anticipated to be daily during summer months and bi-daily during the rest of the year. Common Area Litter Control Property Owner will hire grounds keeper to inspect and collect all litter on a weekly schedule. Street Sweeping Private Streets and Parking Lots Property Owner will hire street sweeping service to sweep driveways and parking lots bi-monthly at a minimum or more frequently as needed. Drainage Facility Inspection and Maintenance All drainage facilities will be inspected prior to and monthly during each wet weather season and will be maintained by the Property Owner. STRUCTURAL SOURCE CONTROL BMPS • Stenciling and Signage All catch basins will be stenciled with the following prohibitive language; "NO DUMPING, DRAINS TO CREEK". Trash Storage Areas Trash enclosure will be covered to protect containers from rainfall. Inspection& Maintenance Frequency will be conducted weekly Property Owner will be responsible for implementation, maintenance, and inspection and funding. PROPOSED SOURCE CONTROL BMPS MAINTENANCE The Source Control BMP's will be implemented by the project developer prior to rental of any unit. Maintenance and Inspection will be the responsibility of the Property Owner. Inspection for all BMPS proposed will be conducted quarterly and after each major rain storm. is Page 12 Water Quality Management Plan (WQMP) TEMECULA GLASS • ACTIVITY OPERATION AND MAINTENANCE O&M FREQUENCY PARTY Education for Tenant: Tenant and Employee training will be provided within Property Owner 30 days of hiring date with on going training at no less than 90-day intervals. Irrigation System and Landscape Conducted weekly Property Owner Maintenance Common Area Litter Control Inspect and collect all litter on a weekly schedule. Property Owner Street Sweeping Private Streets and Bi-monthly at a minimum or more frequently as needed. Property Owner Parking Lots Drainage Facility Inspection and Prior to and monthly during each wet weather season. Property Owner Maintenance Stenciling and Signage Bi-yearly and prior to each wet weather season Property Owner Trash Storage Areas Conducted weekly Property Owner • V.3 TREATMENT CONTROL BMPS Catch Basin Filter KriStar FloGard catch basin filter inserts will be installed to catch debris and litter. INFILTRATION BASIN Along with Grass Swale infiltration basin will also be constructed and located at end of swale as shown on Exhibit A. See Treatment Selection Matrix for control type. Page 13 • • Water Quality Management Plan (VIP) TEMECULA GLASS Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(9) P7sins ion Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/ (2) & Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Trenches/Porous Wetlands Filtration Inlets Systems(4) Devices Pavement(3)(10) Sediment/Turbidity HIM HIM HIM L HIM U L for turbidity) Yes/No? v/ Nutrients L M HIM HIM UM L L U Yes/No? ✓ Organic Compounds U U U U HIM L L U Yes/No? V/ Trash&Debris L M U U HIM M HIM U Yes/No? ✓ Oxygen Demanding Substances L M HIM HIM HIM L L U Yes/No? ✓ Bacteria&Viruses U U HIM U HIM L L U Yes/No? V/ Oils&Grease HIM M U U HIM M UM U Yes/No? ✓ Pesticides(non-soil bound) U U U U U L L U Yes/No? V/ Metals HIM M H H H L L U Yes/No? Page-14 Water Quality Management Plan (WQMP) TEMECULA GLASS Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U:Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales,grass strips,wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins,infiltration trenches,and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices,baffle boxes,swid concentrators,or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment. 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. • TREATEMENT CONTROL BMPS MAINTENANCE The Treatment Control 13MPs will be implemented by the project developer at initial construction of the development. Inspection will be the responsibility of the Property Owner. Inspection for all BMPs proposed will be conducted quarterly and after each major rain storm. VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES NOT APPLICABLE V.5 REGIONALLY-BASED TREATMENT CONTROL BMPs NOT APPLICABLE is Page-15 Water Quality Management Plan (WQMP) TEMECULA GLASS VI Operation and Maintenance Responsibility for Treatment Control BMPs The BMP's will be implemented by the project developer prior to occupancy of the building. Maintenance and Inspection will be the responsibility of the Property Owner. Inspection for all BMPs proposed will be conducted monthly and after each rain storm. Agreement CC&Rs will be implemented to precisely describe maintenance and inspection schedule. Operation and maintenance(O&M)for all Treatment Control BMPs will be will the responsibility of the Property Owner Association that will be in place prior to the rental of any units. Treatment Control BMPs: INFILTRATION BASIN BMP START-UP DATES The start-up for the vegetated infiltration Swale will begin after the installation of landscaping. SCHEDULE OF THE FREQUENCY: Maintenance • The maintenance objectives for basin systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include weekly mowing, weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Inspection 1. Inspect basin at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation and at the end of the wet season and before major fall runoff to be sure the swale is ready heavy runoff. The basin should be checked for debris and litter, and areas of sediment accumulation. 2. Weekly inspect basin for pools of standing water. Basin can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. Parties responsible for O&M The Property Owner will be responsible for the O&M of this BMP. Proof of entities responsible for O&M . Agreement will be in place that will have sufficient language to guarantee perpetual O&M. Page-16 Water Quality Management Plan (WQMP) TEMECULA GLASS Inspection and record keeping requirements and responsible Party The Property Owner Association will be responsible for the inspection and record keeping of O&M of this BMP. VII. Funding Maintenance funding will be provided by the Property Owner Association and be will be enforced by implementation of the CC&Rs and Rental Agreement CURRENT PROPERTY OWNER LORENZO VARELA, OWNER Temecula Glass Company 41755 Rider Way Suite 2 Temecula,CA 92590 OPERATION AND MAINTENANCE COST ESTIMATE STRUCTURAL CAPITAL ROUTIN O & M O & M BMP COST O & M FREQUENCY BY FILTRATION $10,000 $150 Weekly Property BASIN Owner STENCILING $100 $10 Bi-yearly Property Owner • • Pa ve-1 7 Water Quality Management Plan (WQMP) TEMECULA GLASS • FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment control BMPs for this Project, the owner of the Project will fund the implementation, operation, and maintenance of all BMPs set forth in the WQMP. Where the owner requires a lessee to implement, operate, and maintain BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of a lessee to fulfill lease responsibilities for implementation, operation, and maintenance of BMPs, shall cause the same to be performed at owner's expense. Nothing in the WQMP shall prevent the owner from pursuing cost recovery from the tenant or the remedies for the default as provided by the lease and law LORENZO VARELA will be responsible for all BMP implementation, operation, and maintenance until such time that the property is sold. O er's Signatur Date LORENZO VARELA OWNER Owner's Printed Name Owner's Title/Position • LORENZO VARELA, OWNER Temecula Glass Company 41755 Rider Way Suite 2 Temecula, CA 92590 (951) 695-5572 Fax (951) 695-5582 • Page-18 Appendix A Conditions of Approval Planning Commission Resolution Dated • • • EXHIBIT A CITY OF TEMECULA DRAFT CONDITIONS OF APPROVAL Planning Application No.: PA05-0105 Project Description: A Development Plan to construct an 11,271 square foot building on .987 acres located at 41755 Enterprise Circle South Assessor's Parcel No. 909-270-024 MSHCP Category: Commercial DIF Category: Commercial TUMF Category: Commercial Approval Date: March 15, 2006 Expiration Date: March 15, 2008 WITHIN FORTY-EIGHT (48) HOURS OF THE APPROVAL OF THIS PROJECT iPlanning Department 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 forty-eight(48) hour period the applicant/developer has not delivered to the Planning Department the check as required above, the approval for the project granted shall be void by reason of failure of condition (Fish and Game Code Section 711.4(c)). G:VHLC-PROJECTS\Temecula-Glass-CO\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 1 GENERAL REQUIREMENTS • • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 2 Planning Department 2. The applicant shall sign both copies of the final conditions of approval that will be provided by the Planning Department staff, and return one signed set to the Planning Department for their files. 3. The applicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards, judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim, action, or proceeding to which this condition is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. 4. The permittee shall obtain City approval for any modifications or revisions to the approval of this development plan. 5. This approval shall be used within two (2) 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 (2) year period, which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. 6. The Director of Planning may, upon an application being filed within thirty days prior to expiration, and for good cause, grant a time extension of up to three one-year extensions of time, one year at a time. 7. The applicant shall submit a sign program to be approved at a Director's Hearing prior to any signs being permitted. 8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 9. The conditions of approval specified in this resolution, to the extent specific items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staffs prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent of that required by the condition of approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal,the decision to the Planning Commission for its decision. Material Color Main body texture and color Vista Paint, Desert Mesa 19 • Wall accent Stripe Vista Paint, Sandalwood 13 G:1HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 3 • Decorative hardscape and Entry wall Ashlar, Italian Slate, Mocha Brown 10. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. 11. The applicant shall paint a 3-foot x 3-foot section of the building for Planning Department inspection, prior to commencing painting of the building. Public Works Department 12. 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. 13. 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. 14. All grading plans shall be coordinated for consistency with adjacent projects and existing improvements contiguous to the site and shall be submitted on standard 24" x 36" City of Temecula mylars. 15. 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 offsite or entering any storm drain system or receiving water. 16. A Water Quality Management Plan (WQMP) shall be submitted to the City. The WQMP will include site design BMPs (Best Management Practices), source controls, and treatment mechanisms. Fire Prevention 17. 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. 18. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix III.A, Table A-III-A-1. The developer shall provide for this project, a water system capable of delivering 2750 GPM at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 850 GPM for a total fire flow of 3600 GPM with a 3 hour duration. The required fire flow may be adjusted during the approval process to reflect changes in design, construction type, or automatic fire protection measures as approved by the Fire Prevention Bureau. The Fire Flow as given above has taken into account all information as provided. (CFC 903.2, Appendix III-A) 19. Fire Department vehicle access roads shall have an unobstructed width of not less than • twenty-four(24)feet and an unobstructed vertical clearance of not less than thirteen(13)feet G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAm 4 • six (6) inches. (CFC 902.2.2.1) 20. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and quantities approved as part of their Fire Code permit. These changes shall be submitted to the Fire Prevention Bureau for review and approval per the Fire Code and is subject to inspection. (CFC 105) 21. The applicant shall submit for review and approval by the Riverside County Department of Environmental Health and City Fire Department an update to the Hazardous Material Inventory Statement and Fire Department Technical Report on file at the city; should any quantities used or stored onsite increase or should changes to operation introduce any additional hazardous material not listed in existing reports. (CFC Appendix II-E) Community Services Department 22. The developer shall contact the City's franchised solid waste hauler for disposal of construction debris. Only the City's franchisee may haul construction debris. 23. The trash enclosures shall be large enough to accommodate a recycling bin, as well as, regular solid waste containers. 24. The Applicant shall comply with the Public Art Ordinance. 25. All parkways, landscaping, fencing and on site lighting shall be maintained by the maintenance association. • • G\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 5 PRIOR TO ISSUANCE OF GRADING PERMITS • • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAm • Planning Department 26. The applicant shall submit to the Planning Department for permanent filing two (2) 8"X 10" glossy photographic color prints of the approve Colors and Materials Board and colored architectural elevations. All labels on the Colors and Materials Board and Elevations shall be readable on the photographic prints. 27. 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 Directory of Planning. 28. 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 priorto final agreement with the utility companies. 29. 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 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 maytake place until a mitigation plan or other corrective measures have been approved by the Director of Planning." Public Works Department 30. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed and approved by the Department of Public Works. The grading plan shall include all necessary erosion control measures needed to adequately protect adjacent public and private property. 31. The Developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works. 32. A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to the Director of the Department of Public Works with the initial grading plan check. The report shall address all soils conditions of the site, and provide recommendations for the construction of engineered structures and pavement sections. 33. 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. • 34. Construction-phase pollution prevention controls shall be consistent with the City's Grading, G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAw Erosion & Sediment Control Ordinance and associated technical manual, and the City's • standard notes for Erosion and Sediment Control. 35. 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. 36. As deemed necessary by the Director of the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. San Diego Regional Water Quality Control Board b. Riverside County Flood Control and Water Conservation District C. Planning Department d. Department of Public Works 37. 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. 38. 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. • 39. The Developer shall obtain any necessary letters of approval for off-site work performed on adjacent properties as directed by the Department of Public Works. 40. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the Riverside County Flood Control and Water Conservation District by either cashier's check or money order, prior to issuance of permits, based on the prevailing area drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already been credited to this property, no new charge needs to be paid. • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 8 PRIOR TO ISSUANCE OF BUILDING PERMIT • • G:\HLC-PROJECTS\Temecula-Glaaa-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAm 9 . Planning Department 41. Three (3) copies of Construction Landscaping and Irrigation Plans shall be reviewed and approved by the Planning Department. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, number, genus, species, and container size of the plants shall be shown. The plans shall be consistent with the Water Efficient Ordinance. The plans shall be accompanied by the following items: a. Appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal). b. Provide a minimum five foot wide planter to be installed at the perimeterof all parking areas. Curbs, walkways, etc. are not to infringe on this area. c. Provide an agronomic soils report with the construction landscape plans. d. One (1) copy of the approved grading plan. e. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). f. Total cost estimate of plantings and irrigation (in accordance with approved plan). g. A landscape maintenance program shall be submitted for approval, which details the proper maintenance of all proposed plant materials to assure proper growth and • landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape maintenance contractor who shall be responsible to carry out the detailed program. 42. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a 3' 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. 43. All downspouts shall be internalized. 44. Building Construction Plans shall include details outdoor areas (including but not limited to decorative furniture, fountains and hardscape to match the style of the building subject to the approval of the Planning Director. 45. All mechanical equipment on roof shall be screened from public view. 46. Building plans shall indicate that all roof hatches shall be painted "International Orange". 47. The construction plans shall indicate the application of painted rooftop addressing plotted on a 9-inch grid pattern with 45-inch tall numerals spaced 9-inches apart. The numerals shall be painted with a standard 9-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. G:\I-ILC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 10 . Public Works Department 48. Precise grading plans shall conform to applicable City of Temecula Standards subject to approval by the Director of the Department of Public Works. The following design criteria shall be observed: a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over A.C. paving. b. Driveway shall conform to the applicable City of Temecula Standard No. 207A. d. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Nos. 400. 401 and 402. e. All street and driveway centerline intersections shall be at 90 degrees. f. 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. 49. The Developer shall construct the following public improvements to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Director of the Department of Public Works: a. Improve Enterprise Circle South (Collector Road Standards — 66' R/W) to include installation of sidewalk, drainage facilities, and utilities (including but not limited to water and sewer). • 50. The Developer shall construct the following public improvements in conformance with applicable City Standards and subject to approval by the Director of the Department of Public Works. a. Street improvements, which may include, but not limited to: sidewalk and drive approaches b. Storm drain facilities C. Sewer and domestic water systems 51. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic Engineer and reviewed by the Director of the Department of Public Works for any street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. 52. 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 Engineershall issue a Final Soil Report addressing compaction and site conditions. 53. 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. • 54. 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 G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAm 11 • Temecula Municipal Code and all Resolutions implementing Chapter 15.08. Building and Safety Department 55. All design components shall comply with applicable provisions of the 2001 edition of the California Building, Plumbing and Mechanical Codes; 2004 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 56. The City of Temecula has adopted an ordinance to collect fees for a Riverside County area wide Transportation Uniform Mitigation Fee (TUMF). Upon the adoption of this ordinance on March 31, 2003, this project will be subject to payment of these fees at the time of building permit issuance. The fees shall be subject to the provisions of Ordinance 03-01 and the fee schedule in effect at the time of building permit issuance. 57. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 for the regulation of light pollution. All street-lights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 58. A receipt or clearance letter from the Temecula Valley School District shall be submitted to the Building &Safety Department to ensure the payment or exemption from School Mitigation Fees. 59. Obtain all building plans and permit approvals prior to commencement of any construction • work. 60. Provide house electrical meter provisions for power for the operation of exterior lighting, fire alarm systems. For developments with multiple buildings, each separate building shall be provided with a house meter. 61. Provide an approved automatic fire sprinkler system. 62. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans. (California Disabled Access Regulations effective April 1, 1998) 63. Provide disabled access from the public way to the main entrance of the building. 64. Provide van accessible parking located as close as possible to the main entry. 65. Show path of accessibility from parking to furthest point of improvement. 66. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits. 67. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, shown below, as allowed by the City of Temecula Ordinance No. 94-21, specifically Section G (1) of Riverside County Ordinance No. 457.73, for any site within one- quarter mile of an occupied residence. • Monday-Friday 6:30 a.m. —6:30 p.m. G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 12 • Saturday 7:00 a.m. —6:30 p.m. No work is permitted on Sunday or Government Holidays 68. Obtain street addressing for all proposed buildings prior to submittal for plan review. 69. Restroom fixtures, number and type, to be in accordance with the provisions of the 2001 edition of the California Building Code Appendix 29. 70. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. 71. Truss calculations that are stamped by the engineer of record and the truss manufacturer engineer are required for plan review submittal. 72. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 73. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. 74. A pre-construction meeting is required with the building inspector prior to the start of the building construction. Fire Prevention • 75. Prior to building final, all locations where structures are to be built shall have approved Fire Department vehicle access roads to within 150 feet to any portion of the facility or any portion of an exterior wall of the building(s). Fire Department access roads shall be an all weather surface designed for 80,000 lbs. GVW with a minimum AC thickness of .25 feet. ( CFC sec 902) 76. Prior to issuance of building permits, the developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval prior to installation. Plans shall be signed by a registered civil engineer; contain a Fire Prevention Bureau approval signature block; and conform to hydrant type, location, spacing and minimum fire flow standards. After the plans are signed by the local water company, the originals shall be presented to the Fire Prevention Bureau for signatures. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building materials being placed on an individual lot. (CFC 8704.3, 901.2.2.2 and National Fire Protection Association 24 1-4.1) 77. Prior to building permit issuance, a full technical report may be required to be submitted and to the Fire Prevention Bureau. This report shall address, but not be limited to, all fire and life safety measures per 1998 CFC, 1998 CBC, NFPA— 13, 24, 72 and 231-C. Community Services Department 78. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 13 PRIOR TO RELEASE OF POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT • • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAm 14 • Planning Department 79. Prior to the release of power, occupancy, or any use allowed by this permit, the applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of-ways. If upon final inspection it is determined that any mechanical equipment, roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening if reviewed and approved by the Director of Planning. 80. 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. 81. Performance securities, in amounts to be determined by the Director of Planning, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final certificate of occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Director of Planning,the bond shall be released upon request by the applicant. 82. Each parking space reserved for the handicapped shall be identified by a permanently affixed reflectorized sign constructed of porcelain on steel, beaded text or equal, displaying the International Symbol of Accessibility. The sign shall not be smaller than 70 square inches in area and shall be centered at the interior end of the parking space at a minimum height of 80 • inches from the bottom of the sign to the parking space finished grade, or centered at a minimum height of 36 inches from the parking space finished grade, ground, or sidewalk. A sign shall also be posted in a conspicuous place, at each entrance to the off-street parking facility, not less than 17 inches by 22 inches, clearly and conspicuously stating the following: "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed by telephoning 951 696-3000." 83. In addition to the above requirements, the surface of each parking place shall have a surface identification sign duplicating the Symbol of Accessibility in blue paint of at least 3 square feet in size. 84. All site improvements including but not limited to parking areas and striping shall be installed prior to occupancy or any use allowed by this permit. 85. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. Public Works Department 86. The project shall demonstrate that the pollution prevention BMPs outlined in the WQMP have been constructed and installed in conformance with approved plans and are ready for immediate implementation. • 87. As deemed necessary by the Department of Public Works, the Developer shall receive G:\HLC-PROJECTS\Temecula-Gha Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITIONAo 15 written clearance from the following agencies: • a. Rancho California Water District b. Eastern Municipal Water District C. Department of Public Works 88. All public improvements shall be constructed and completed per the approved plans and City standards to the satisfaction of the Director of the Department of Public Works. 89. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Director of the Department of Public Works. Fire Prevention 90. Prior to issuance of a Certificate of Occupancy or building final, 'Blue Reflective Markers" shall be installed to identify fire hydrant locations. (CFC 901.4.3) 91. Prior to issuance of a Certificate of Occupancy or building final, approved numbers or addresses shall be provided on all new and existing buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Numbers shall be of a contrasting color to their background. Commercial, multi-family residential and industrial buildings shall have a minimum twelve (12) inches numbers with suite numbers a minimum of six (6) inches in size. All suites shall gave a minimum of six (6) inch high • letters and/or numbers on both the front and rear doors. Single family residences and multi-family residential units shall have four(4) inch letters and /or numbers, as approved by the Fire Prevention Bureau. (CFC 901.4.4) 92. Prior to issuance of Certificate of Occupancy or building final, based on square footage and type of construction, occupancy or use, the developer shall install a fire sprinkler system. Fire riser room shall have direct access to exterior of the building. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval prior to installation. (CFC Article 10, CBC Chapter 9) 93. Prior to issuance of Certificate of Occupancy or building final, based on a requirement for monitoring the sprinkler system, occupancy or use, the developer shall install an fire alarm system monitored by an approved Underwriters Laboratory listed central station. Plans shall be submitted to the Fire Prevention Bureau for approval prior to installation. (CFC Article 10) 94. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box" shall be provided. The Knox-Box shall be installed a minimum of six(6)feet in height and be located to the right side of the main entrance door. (CFC 902.4) 95. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs. 96. Prior to the issuance of a Certificate of Occupancy or building final, the developer/applicant shall be responsible for obtaining underground and/or aboveground tank permits for the • storage of combustible liquids, flammable liquids or any other hazardous materials from both the County Health department and Fire Prevention Bureau.(CFC 7901.3 and 8001.3) G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 16 • OUTSIDE AGENCIES 97. The applicant shall comply with the Department of Environmental Health letter dated August 18, 2005. 98. The applicant shall comply with the Riverside County Flood Control and Water Conservation District letter dated May 3, 2005. By placing my signature below, I confirm that I have read, understand and accept all the above Conditions of Approval. I further understand that the property shall be maintained in conformance with these conditions of approval and that any changes I may wish to make to the project shall be subject to Community Development Department approval. Applicant's Printed Name Date Applicant's Signature • G:\HLC-PROJECTS\Temecula-Glass-Co\TEMGLASS-DOCS\TEMECULAGLASS CONDITION.doc 17 Appendix B • Vicinity Map and Site Plan • • '4,y &` ♦ _.'n x,3k �. x p .t, �*,+'h F�Fa y� '� .^"3' "� � d��. x\C t{,is � �+ax`"'�v-rot r�� w`� ..,.���. .fi a«" d t.�'{,t".+r*�. ♦`�d rG {,# + �+-✓ 4 a0 ��` -aw a ~�"'�'o .�. 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WQMP LEGEND W IL DISCHARGE POINT "Amlhh. AM LS LANDSCAPE ARES AM BUILDING STURCTURE an Aft AM - '`````• - INFILTRATION BASIN -., PAVED AREA - DRAINAGE BOUNDARY AMP SUMMARY s =x pM 18318:2-4 MR DRAINAGE AREA C n EXIST. BUILDING PAArw� 2 YEAR -24 HR. STORM 10 YEAR -24 HR. STORM 100 YEAR --24 HR. STORM PAAC9L 24 �. � 71 I �,�> »�1��-�� �- �- --+. L_- �-�--•-�. � PRE POST PRE POST PRE POST RUNOFF-CFS 0.08 0.13 0.20 0.25 0.37 0.43 �- .-.'. �".`_ ✓ � �__---�_��_� � _���.._� _._�� - (2,-5.�a8F r. .. ; :,:.w w_ °-. . . . . -� In c���awl ,� �p oo __�.-� �_.-�� f f' '' - VELQCI VELOCITY - FPS 0.28 1.7 0.42 2.0 0.43 2.32 EX CONC. D WY 'J.<lg&Lf;r) . . . . . . . . • . .-am. . . . . . . .. ::. :'. : ' 'c . �. :� _ ,f - (0.9; � VOLUME--CUBIC FT 783 2816 2446 5490 587 8924 -JAN_. _ ,� -� -~-' ' ;• - �_� - -�(��.-94 ► VOLUME-AC FT � r E . . . . -- -�..�..-_ . . . . . . . . . . -�.__ , r-� . . . . . . . . .. .'. . . . . . . . . . -- - ._�_ !` �� ? 79E p 0.02 D♦06 0.06 0.13 0.13 0.20 . .'.'. . .y ` • . . . . . 810 7 795 0 ,� -- tr\•. . ._c .. ....... . . . `$ - di s .\ ,• . .' %` -~_-� DURA TIQN MIN 810 795 80 81 \. .'.�� .'C•-. -�-•�:; �'. •.. j. •`�- .' ` `j� ci /�._. 1.5 CIV tBllvV IMPERVIOUS AREA VAR89. 14 DR o B y W/1 lE38a2y1 0 0r" W� AR C _ p�� r t _ CONc. PA VEMEN T 14,866 SF o r, r > cq ��� INFR _ N HARDSCAPE 1700 SF __��p _ a°o \f _` UA fN p/ R rD / CONC. DRIVEWAY APPROACH 1543 SF rJ O I ` 4 ! _ 1 r. � 0 0 0 0 0 , , r � EPPING T NE �L �f - BUILDING AREA 10,695 SF 1 MPER 1/lotJS AREA 28,824 SF -0-BSAC s p c Fyn SITE AREA-U.81 AC \ ��-�' py{. � c LS / � � 1-0.66181=0.70 Y�. �., - .. �: t _ V =1764 FT BMP /� =8400 d LIS ' �� .. SUP .�.• ^F .•. ...•.• .•r�• .-.� .•.•. . . . . .• •• .f `..f•••• ••••�• .`.'.. n �'{ l,i`y!•T. fY ^-=•• -•C- .•fir ��J { AA . . . . . . . . . . . f�� `� .J•j ... . . . G- . . . . . . . . . . . . ... . .• •'. . -..; i ••••�; '.'. 7�. '•••'••.'•'•'••• ':f .•.•.•.• ` x;"�-�-/�' r •_'.••'••••�,••• •�•/ •Yr�•.:.-`: . .. 1! "`` � `-,� TOP OF GRATE INLET TOP OF GRATE INLET 1` . . . . . . . . . . . ... • j� ' L . � '^^J - �' ! I �,� \� 23.00 �] LANDSCAPE �'�jl �. :. �.Ca d� ( ��' •r•r ti 23.00 SWAL __, y • •, :••- . . . . . . . �` �� . . . . . . :,".1 C1f r , ,r. .- �w';�• .r •►••` - RW l L• .` . . . Sip- ! - ._�e'� . .,. -- �. 5[� I . . . . . . CZJ f � `c • .: �` ' 'r i ♦-••.-. Ca'` • . .• _L I NFI L TRA TION BASIN ��.... _ �� � <1! �.•.'. .r. -. -.'.'. •-�� .'.- r.c'". .`;. •.'.' .'.'. .�- i3r � r. w:t� r�•• I ♦- •. f -7 �_� ( N N N �._' . . . . . . . . � ` ��_ p a'� ,.. . . . . . . . . . . . . . .� � w 1�4 `' = .<-4- =! BOLT 32 X32 X1/4 LOT �; f"��' '.'. . . . . . . ��'o �,,. . .'.'. - .'. . . . . ~�'. . . -:•.~r ••. .• �.. - .. 2+ WIDE OPENING EX. AC PARKING U �. . , c -./ _ .. . ,� - �- __ //����•• STEEL PLATE IN - f• '� r. `r•• r• • •r l _- _•.� / _ 3V At �36 . . . . . . . . . . . '•' ` r-, FRONT OF 18 SD - -- 1 D' 9 D.C. � � �``' ' ' :•;�� I :':':':'- .'.'.' .:: : ' _a� -_ _J, I WITH 2.4 MOE AC PAVEMENT f r g :., r� . . . . . . _ . . .: � '• �y OTCH WIR OPENING VARIES VARIES . . . . . . . . . . .°. . . LS _a. . . . . . . . . . . . �_�. . . ••_ . . . • . . . . . . . . . . . ..-�- 1 % �1'r- a .'. . -,_t /'. . .�; . . . . . . 18 RCP BQTTOM FL r .� -. . . . . . . . . • . . . :�_ ; . �-- _ -� . . . . . . . • . . . . . . . - - DETENTrON ..`_�.J`� ' .:.:...:...........' ••.•�L'-�•�� (�� !� = .�. .• •r _ •'.'• �`3yr -^-�!�'-�.-�'.�.-(�_t;�,- ,',','. - -fir!'•-•. .�I. / p'. •f��. t`'�.�_4 F_. //( p,1 ��. d r- - - ,.'.'.'.' :: F. �. %�. . .. /� ,_ -. _ GRAVEL BED TO BE TOTALLY . r� ,-� , .-,-• �� f. -� � 1��;� > . - :- 7 RCP BASIN BOTTOM .�` - > 1_ • -- • • 7,` r ^mow r i1.� r � _. f _ I�� . - . . . ��r ..:. •..` . .. � F r . .�, - . COVERED BY FILTER FABRIC -.�..-_...___-f� E-c.-, .�. n .-.,t..r .� .,• ... 1�-.,�. F •r--�..• t• C•-_•�.'. .'�+C�- - � ,� �1, ��// f'•�"'v�'�:_� .- • . . . . . J� . . . . rJ I 2" SAND BED ��-,�-.r. . a��-.�. . . . . - •••••,�.-.-. ,.,.•. .• • . ..,. � . . •��••p`•l '�. _�'�'i�"-••• �'�_-�- ••�s•Y.•.•.•.•� , \20.90 IN 1.00 IN,/ 18" NON-COMPACTED GRAVEL w... �� .'. .'�. _ •r.r♦ � q.a�.11."ti, r-f rlw -.,� r ♦• �•••♦ )f�-•��'}- /j� � _y• .•'. _ _1-. .� � ��_ iI �i -�� •� � . '. - . . . . . . . :: - ` yKr !•-:: - - _ .:-. =� aOLT 32 XJ2 X114 .,. •.•r,•. -' •••••L • Y ►.. • .w ••••♦•r-••r•-•• r•!. ( ` - • . . . . . . . . :-.--....�rY `��� l•. -- r�,r .1x-.•!•t• r•�i, • ••i••. •_ •♦•�•_ r!•�j�r __•••••••f• ••.Y♦ -• �p l '•.••••,._'.'..,` .•.•.-.•.•I` r.�,•y�. �}y �` �. -_-r4•��: STEEL PLA TE !N ��� , =�'� .. �.�� � ♦ .,.•.- ..• LS �.. . . . . . . . . ... -_`- o�oo FRONT of i8" SO _.-���__`. • • •w .•• •f+• •`�Tr rrr • •a tr \ A •. C ■IITH 6.4 III L/E ••r r r r r••r.r ••r •r i • r r r- y _ --} - --• �+-.....r... - �•r. :. r'._ f_ ��. . . . . . . . . _ SECTION AA" / co C 18.90NOTCH WEIR OPENING . _-..-.-.- • ..-.:-.: - . .,.` :' � �_._ . . ��;� �Z� co/vc, GRASSINFILTRATIONBASIN ` f •- _•.�...,�� .. _ � 1V -r `r••••`�••••• •�".'•-r-��r- 4-' 1 r'•••,. •� r�.w .•i �� f t� Or . . . . .rf j C -' NOT TO SCALE �1 y '' \. AA ��__�- _ �-_ .L���'/• --�' r -r T » 1. CRUSHED STONE, GRAVEL, OR SIMILAR FILTER MATERIALS ACCEPTABLE TO THE \. fr) � '`` _--��4_• (� ;' ,•'� - r ��';�f. S 1 E r �L A/ P �/EM ANT-' CITY INSPECTOR AND HAVING ADEQUATE tIDIDS, VARYING IN SIZE "-I l` FROM THREE-QUARTERS TO ONE AND ONE-HALF INCHES IN SIZE SHALL BE ----------i 0?5- wW cat tr"' --- - . �' - N _ : U M �u D RA11 S__ 0 CREEK PLACED IN THE TRENCH TO 7HE DEPTH AND GRADE REQUIRED IN MIS SECTIOON if NTS l b" --•-�-� -��,�._.� � �... �� -��''��h�����- - �_r� (� •_." ��� � rr Cave ENTERPRISE l J� �� _r✓_\ _�. -_ ~-� V , (yam "�- 7 \x CL GRAPHIC SCALE �' -~�-~_ .- ~~-:�� ��`'�••••_-- � - �� - _ rye-_ ~-`�.(}-r, __�•~ _ - -_ 20 0 10 20 40 _ ___ -t•- �,`�__ r _ SCALE: 1" _ 20' -- ___-- - PERMIT NO.` LD06-086GR CONSTRUCTION RECORD DATE BY REVISIONS BENCHMARK SEAL Designed By Drawn By Checked By DRAWING NO. SCALE Q�oFEssi RECOMMENDED BY: DATE: � CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS ,�43 G't�� CO-'A & Contractor �' ��. � � PLANS PREPARED UNDER THE SUPERVISION OF WATER QUALITY MANAGEME JT FLANNo. 3s306 ACCEPTED BYDATE: •� °F T �°. Inspector � �r� RONALD J. PARKS R �. ���i� Date TEMECULA GLASS P PO4 SEE SHEET NO. 1 --- VERTI ALV."CO�REi�_ DEPUTY PUBLIC WORKS DIRECTOR =`"- - �`t�"T� C �` HECTOR �x• ��'- .�_�.a�E A'a H I mama I T A"'I M AM Aft oft A Mmm EL.. T E mom mm"a" LIT M 1-1 N A E ENI L AM = M ML M An TEME uLA L M "PMM"', A dugwgumsft� MrMERIL L P tz M IMF qM �, Ctvl\. �� wPARCEL 1 PM19682 1 Date Completed ��aF uF R.C.E. NO. 3�306 Expires _ /30I -- 19744 f :: NA � 9 3D C7 ��r• -;i�ea•. 4 4 R.C.E. N0. Expires PA05-0106SHEET OF Appendix C • Supporting Detail Related to Hydraulic Conditions of Concern PA05-0105 PARCEL, 15 PM 19582-1 DRAINAGE STUDY May 23,2006 Prepared For: Prepared for: Temecula Glass Company 41755 Rider Way Suite 2 Temecula,CA 92590 (951) 695-5572 • Prepared By: HLC CIVIL ENGINEERING 28465 old TOWN FRONT STREET Suite 315 Temecula,CA 92590 (951) 506-4869 RCE STAMP EXP. 6/30/06 �Q�O QapF ESSI pry9F fy HECTOR \ LUCIO C.ORREA No. 363C6 CIVIL • ENGIt;EERING By: q�OF CA1\F Hector L. Correa,RCE 36306 r•_ DRAINAGE STUDY STUDY AREA The subject property consists of approximately 0.8 acres and is located at 41755 Enterprise Circle South and is the last vacant lot in the existing business park constructed in late 1989. The project will consist of a 11,271 square foot office/commercial building with approximately 7300 square foot being used for glass window and door sale and storage uses. The site is protected from off-site storm runoff by the master drainage system constructed for Parcel Map 19582-1. EXISTING DRAINAGE IMPROVEMENTS The developments will not change existing drainage patterns and will discharge onsite flows to an existing 36-inch storm drain located in Enterprise Circle South that discharges into Murricta Creek. PROPOSED DRAINAGE IMPROVEMENTS The on-site developed storm runoff will be collected on-site by a filtration basin with a 18-inch storm drain that will connect into the existing 36 inch storm drain described above. • See Calculations on next page • SECT-1 HYDRAULIC CALCUATIONS r� ---------- 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: 2/20/66 **********DESCRIPTION OF RESULTS******************************************** * 18-INCH HDPP AT S=0.0100 * * »»PIPEFLOW HYDRAULIC INPUT INFORMATION«« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 1.500 FLOWDEPTH(FEET) = 1.500 PIPE SLOPE(FEET/FEET) = .0100 MANNINGS FRICTION FACTOR = .012000 »»> NORMAL DEPTH FLOW(CFS) = 11.38 QI00-2.63 CFS AT NODE23 THEREFORE 18-INCH HAS ADEQUATE CAPACITY AT 11.38CFS TO CONVEY ON-SITE 100 YEAR FLOW. • SEC 1-2 �- DEVELOPED 10 YEAR- 1 HOUR STORM ___-______------------ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL L WATER CONSERVATION DISTRICT IRCFC&NCDI 1978 HYDROLOGY MANUAL .**.*******DESCRIFTION OF RESULTS***r*.****"'+'**...*.°***.***.t***>****,�***r+*. * DEVELOPED 10 YEAR STORM i ___ __ ______ _ _ __ ____ ___---_-_ _ ________________ USER. SPECIFIED HYDROLOGY AND HYDRAU=II MODEL INFORMATION: ____________________________________________________________________________ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIP£ SIZ£(INCH) = 12.00 SPECIFIE❑ PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.36L 10-YE,.R STORM 60-MINUTE INTENSITY(INCH/HOUR) = -880 i00-YEAR STORM 10-MINUTE INTENSITY(INCH./HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLCPF OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732_ SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .5495536 COMPUTED RAINFALL INTENSITY DATA: q STORE EVENT = 10.00 1-HOUR IPITENSLTY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 F• RCFC&WCD HYDROLOGY MANUAL VALUES USED «««««««««««««<«««««P»»»>>>>>>>>»»»»»»»»»>»» 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 UNIFOR"- ---- DEVELOPMENT IS COMMERCIAL TC = K`[ (LENGTH**3)/ (ELEVATION CHANGEII**.2 INITIAL SUBAREA FLOW-LENGTH = 465.00 UPSTREAM ELEVATION = 1026.50 DOWNSTREAM ELEVATION = 1023.00 ELEVATION DIFFERENCE = 3.G0 TC = .3U3*1 ( 10.00 YEAR RAINFALL INTENSITYfINCH/HOUR) = 2.466 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8732 SUBAREA RUNOFFICFS) = 1.72 .80 TOTP.L RUNOFF.CFS) = 1.72 TOTAL ARE.AiACkES). _ • END OF RATIONAL METHOD ANALYSIS SEC 1-3 • DEVELOPED 100 YEAR- 1 HOUR STORM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM EASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL «««««««««««««««<<«««»»»»»>»»»»»»»»»»»»»> +.C) CcpyLight 1982,198E Advancea Englnee dng SoEtware PALS] <<<««««'«««««««««««««<»»»»»»>»»»»»»»»»»»">> e 1111--DESCRIPTION OF RESULTS"*tart""."""a.a�"•""«ai<..,r<�rsa�., DEVELOPED 100 YEAR STORM ___________________________________________________________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ____________________________________________________________________________ USER SPECIFIED STORM EVENT(YEAR) = 100-00 SPECIFIED MINIMUM PIPE STZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIM-AL) TO USE FOR FRICTION SLOPE _ .90 0-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 JD-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .380 lU0-FEAR 6"PORP. ID-MINUTE IIJT EN SST`i lT-HCHJ H06R) _ �_4d0 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ -5505732 s'LOPE OF 100-YEAR INTENSITY-DURATION CURVE _ .549553E COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1-3000 SLOPE OF INTENSITY DURATION CURVE, _ .5496 RCFC&WCD HYDROLOGY MANUAL -'JALUBS USED Advanced Engineering Software [AES] SERIAL No. I00971 VER- 3.3C RELEASE DATE: 2/20/8G +.r�xa- aerx+�+��«�axatk+x++rye++iti�.rx+t+ax+a«�+:�tetx.a t�w�ta a+wo-x«-++x FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ____________________________________________________________________________ »»>RATIO£.AL METHOD INITIAL SUBAREA Ai•iALY SIS««G ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH*`3)/(ELEVATION CHANGE)]"1 .2 INITIAL SUBAREA FLOW-LENGTH = 465-0D UFSTREAPI ELEVATION = 1026.50 DOWNSTREAM ELEVATION = 1023.00 ELEVATION DIFFERENCE = 3.50 'PC = .303+(( 465.00**3)%( 3-50))*'r.2 = 9.403 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.60D SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT --SUBAREA-RUNOF ) 1.53 3 2.53 TOTAL AREA(ACRES) RES) _ .80 TOTAL RUNOFF(CFS) = END OF RATIONAL METHOD ANALYSIS SEC 1-4 HYDROLOGY MAP A• • SEC 1-5 POST CONSTRUCTION - 100 YEAR-24 HOUR STORM U n i t H y d r O g r a o h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGH, 1989 - 1999, Version 6.0 Study date 05/22/06 Frie_ TGD'EV24100.011 Riverside County Synthetic Unit Hydrology Method RCFC S WCD Manual date - April. 1978 monk D. Gorman, P.E. - S/N 867 ________________________________________________________________ English (in-lb) Input Units Used English Rainfall Data (inches) Input Values Used English Units used in output format _______________________________________________________________ TEFL.CULA GLASS 100 YEAR 24 HOUR DEVELOPED STORM __________________________________________________________________ Drainage Area = 0.80(Ac.) = 0.0,01 Sq. Mi. Length along longest watercourse = 465.00(rt.) Length along longest watercourse measured to centrei.d = 120.00(Ft. ) • Length along longest watercourse = 0.082 Mi. a Length along Longest watercourse measured to centroid = 0.0-3 Mi. Difference in elevation = 3.50(Ft. ) Slope along watercourse = 39.7419 Ft./Mi.. Average Manning's 'N' = 0.015 Lag time = 0.017 Hr. Lag time = 1.D1 "Dn. 25W of lag time = 0.25 Min. 40$ o: lay time = 0.40 Min_ Unit time = 15-00 Min_ Duration of storm = 24 Hours) User Entered Base Flow = 0.00(C9S1 2 YEAR Area rainfall data: Area(Ac.) [ii Rainfall(In) [2] Weighting[1`21 0.80 1.80 1.44 L30 YEAR Area rainfall data: Area(Ac. ) [11 Rainfall(ln) [21 Weighting[1*21 0.80 4.5n 3.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(Ini Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100-.00 W Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious ti 0.800 56.00 0.900 Total Area Entered = 0.80(Ac. ) RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC? AMC-2 (ln/Hr) (Dec_%) (In/Hr) (Dec.) (In/fir) -6.0 56.0 0.511. 0.900 0-097 1.000 0.097 Sum (F) = 0.097 ,ea aV,aSed mean soil Loss (F1 (In/H! = 0-097 Minimum soil loss rate ((In/Hr) ) = 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 __________ ----_---_----_----_---------_____----- U n i t H y d r e 9 r a P h VALLEY S-Curve ____________________________________________________________________ Dnit Hydrograph Data ---------------------------------------------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph (hrs) Graph 8 1 __ __ ____ ___________________________________________ ---- 1--- 0 250---_--_1432 435 100.000 O.P06 Sum = 100.coo Sum- 0.806 --------__________________________________________________________ Unit Time Pattern Storm Rain Loss rate(In./Hr) E`fective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 7. 0.25 0.20 0.036 0.171 0.009 0.03 0.30 0.30 0.054 0.169 0.014 0.01 3 0,75 0.30 0.054 0.167 0.014 0.04 4 1.00 0-40 0.072 0-165 0.01.9 0.05 5 1.25 0.30 0.054 0.163 0.014 0.04 6 t .50 0-30 0.354 13.1162 O.Oi4 0.d 1.75 0.30 0-054 0.160 9.014 0.114 8 2.00 0.40 0.072 O.i SB 0.019 L OE0.05 9 2,25 0.40 0.072 0.156 0.019 10 2.50 0-40 0.072 0-154 0-019 0.05 ll 2.75 0.50 0.090 0.152 0.023 0.0-7 12 3.00 0-50 0.090 0.15C 0.023 C-07 13 3.25 0.50 0.090 n.148 0.023 0.07 0.023 0.61 14 3. C-146 0.50 0.090 0 rh 15 3.75%5 0.50 0.090 0.145 0.023 - 0.108 0.143 0.028 0.C8 16 4.25 n.60 n.DP � 17 4.25 0.50 0.108 0.141 0.029 18 4.50 0-10 0.126 0-139 0.033 0.09 C.137 0.033 0.09 19 . 0. 0 011 0 n1 20 5.00 0.80 0_144 0.136 _- 0.60 0.108 0.134 0.02 u 5.25 8 o.Osa.os 22 ".50 0-iO 0.126 0.132 O.U33 23 5.75 0-80 0.144 0.130 --- 0.01 0.0 24 6.00 0.80 0.144 0.1-9 --_ 0.04 6.25 0-90 0.162 0.127 ___ 25 0.04 26 6.75 1-00 0.180 0.125 27 6.75 1-CO 0-180 0.124 --- 0.06 28 7.00 1.00 0.1BO 0.122 29 7 0.120 ___ 0-06.25 1.00 O.iflO 0.0E 30 7.50 1.10 0.198 0.119 31 7.75 1.20 0.234 0.117 __ O.io , i 32 8.00 1.30 0.234 0.115 --- 33 8.25 1.50 0.270 0.114 -- 0.16 34 @,50 1.50 0.270 0.112 --- 0.16 35 8-75 1.60 0.988 0.111 36 9.00 1.70 0.306 0.109 _-_ 0.20 0.23 37 9.25 1.90 0-39`L 0.108 ___ 0.25 38 9.50 2.OD 0.360 0.106 ().27 39 9.75 2-10 0.378 0.104 --- () 25 40 10-00 2-20 0.396 0.103 -- 0.17 91 10. 1.50 0.270 0.101 ___ O.i7 92 10.50 50 1.50 0.270 0100 --- 0.26 43 10.75 2.00 0.360 0-099 --- 0.26 0.26 44 11-25 2.00 0.342 0.097 0-25 45 11.25 1.90 0.342 0.096 -- 0.342 0.094 ___ 0.25 46 11.75 1.70 --- 47 12.00 1.70 0.306 0.092 0.23 48 12.25 1.50 0.450 0.36 <19 12.25 2.50 O.A50 0.090 -'- • 2 0.504 0.087 _-- 0 "42 5O 12.50 .60 0_42 51 12.75 2.80 0.504 O.OP7 52 13.25 2-90 0.522 0.066 0.44 53 13.50 3.40 0.612 0,085 ___ 0.53 r,.oe4 -- �.s3 59 13.75 3.40 0.412 _-- 0.33 .56 14.00 2.30 0.414 0.082 0 3' 56 1A.00 2.30 0.414 0.061 --- 3, 14.25 2.700.486 ✓---- 0.1180 ------- U.41 58 14-50 2.60 0.468 G.079 --- 0.39 59 14.75 2.60 0.468 0.077 --- 0.39 C0 15.00 2-50 0.450 0-076 --- 0.37 61 15.25 2.40 0.432 0.075 - 0-36 15.50 2-30 0.414 0.074 0-34 63 15-75 1.90 0.342 0.073 --- 0. 64 16.00 1.90 0.342 0-072 ___ 0.27 65 16.25 0.40 0.072 0-07i ___ 0.00 66 16.50 0.40 0.072 0-069 --- 0-00 67 16.75 0.30 0.054 0.068 0.014 0.04 C6 17.00 0.30 0.054 0.067 0.014 0.04 69 7.25 0.50 0.090 O.Oob --- `-.02 7O 17.50 0.50 0-090 0.0665 -- 0.02 71 17,75 0.50 0.090 0.064 ___ 0.01 72 18.00 0.40 0-072 0-063 --- 0.01. 73 18.25 0.40 0.072 0.063 --- 0.01 74 18.50 0.40 0.072 0-062 --- 0-01 75 18.75 0-30 0.054 0.06i O.Oi4 0-04 ;. 19.00 0.20 0.036 C.060 0.009 0.03 19.25 0.30 0.054 0.059 0.014 0.04 18 19-50 0.40 0.072 0-058 -- 0.0 79 lq.75 0.30 0.054 0.057 0.014 0.G4 f=0 20.00 0-20 0-036 0.057 0.009 0.03 81 20.25 0.30 0.054 0.056 0.014 0.C4 .92 '_0.50 0.30 0.054 0.055 0.01.4 0.04 83 20.75 0.30 0.054 0.054 0.014 0-04 b4 2I.00 0.20 0.036 0.054 0.009 0.03 .25 85 21 0.30 0.054 0-053 --- 0.00 86 21.`:0 0.20 0.036 0.U53 0.009 0.03 87 21.75 0.30 0.054 0.052 _-_ 0.00 88 22.00 0.20 0-036 0.051. 0-009 0.03 89 22.25 0.30 0.0S4 0.05i - 0.00 ?0 22.50 0.20 0.036 0-050 0.009 0.03 51 22.75 0-20 0.036 0.050 0.009 O.03 92 23.00 0.20 0.036 0.050 0.009 0.03 • 93 23.25 0.20 0.036 0-049 0-009 0.03 94 23.50 0-20 0-036 0.049 0.009 0.03 a 95 23.75 0.20, 0.036 0.049 0.009 0-03 96 24.00 0.20 0.036 0.049 0-009 0.03 Sum = 100-0 Sum = 12.3 Flood volume = Effective rainfall 3.07 Ini times area 0.8(Ac.1/ Cl1u)llFt_17 = 0.2(Ac.Ft) Total soil loss = 1..43iln) Total soil less = 0-095(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 8924-0 Cubic Feet Total soil less = 4144-0 Cubic Feet ____________________________________________________________________ Peak flow rate of this hydrograph = 0-426(CFS) ____________________________________________________________________ ++++++++++++++++++++...++++++++++++++++++.F++++++++++++++++.+++++++r 24 - H 0 U R S T O R M R u n o f f H y d r 0 g r a p n ____________________________________________________________________ Hydrooraph in 15 Minute internals ( (CFS)) ____________________________________________________________________ Time(h+m'; Volume Ac.Ft Q(CEFS) 0 2.5 5.0 1-5 10.0 _ _ _________________________________________ --0+15---_---0 0004_-----0 02 Q I I I 0+30 0.0011 0.03 Q O+eS 0.0018 0.03 Q 1+ 0 0.0027 0.04 Q I I 1+15 0.0033 0-03 Q ! 1+30 0.0040 0.03 Q 1+45 0.004, 0.03 Q I ?+ 0 0.0055 0-04 QV 1 I I I 2+15 0.0064 0-04 QV 2+30 0.0073 0.04 QV 2+45 0.0084 0.05 QV • 3+ 0 0-0095 0-05 QV I 3+15 0.0107 0.05 Q V ! 3+30 0.0118 0.15 Q V I I I I 3+45 0.0129 0.05 Q V I ) 4+ 0 0.0142 0.06 Q V I I 4+15 0.0155 0.06 Q V 4+30 0.0171 0-08 Q V 1+45 0.0186 0.08 Q V 5+ 0 0.0198 0.01 Q V 5+15 0.0207 0.06 Q V ! 1 5430 0-0217 0.08 Q V 5+45 0.0211 0-01. Q v 1 1 1 6+ 0 0.0222 0.01 Q V 6+15 0.0227 0.03 Q V I 6+30 0.0234 0.03 Q V 6+45 0.0243 0.05 Q V I 7+ 0 0.0253 0.05 Q V 7+15 0.0263 0.05 Q V I I 1 7+30 0.0276 0.06 Q V 7+45 D.6292 0.06 Q V 4 1 1 I 8+ 0 0,0312 0.10 Q V I 8+15 0.0338 0.13 Q V I 1 8+30 0.0364 0.13 Q V I 8+45 0.0394 0.14 Q V I 9+ 0 0.0427 0.16 Q V I, 9+15 0.0466 0.39 Q VI 9+30 0-0508 0.20 0 VI �.+45 D.0554 0.22 4 V 4 1 I 10+ 0 0.0603 0.24 Q IV V 10+15 0.0631 0.14 Q 10+30 0-0659 0.14 Q I V 10+45 0.0703 0.21 Q I �7 '11+ 0 0.0746 0.21 Q I V I 11+15 0.0787 0-20 Q 1 V I 1 11+30 0.0829 0.20 Q I V I 11+45 0.0364 0_1l Q 1 V 1 1 12+ 0 1.0903 0.19 Q I V 12+15 0.0963 0-29 IQ I V I 12+30 0.1026 0.31 IQ I V 12+45 0.1096 0.34 IQ I V 1 1 13+ 0 C.ll68 0.35 IQ I I V I 13+15 0.125oo 0.43 IQ I V '� 1 13+30 0.1344 0.43 14 V 13+45 0.1399 0-21 IQ I I V I 1 19+ n 0.1455 0.27 IQ V I 11 VI I n• 14+ 0.1523 0.33 IQ V 14+30 30 0.1588 0.31 IQ I I 1q+95 0.1653 0.32 IQ I V V 15+ 0 1.1715 0.30 IQ 1 I 15+15 0.1774 0.29 14 � V I 15+30 0.1831 0.27 IQ 1 15+45 0.1876 0.22 Q I V 16+ 0 0.1921 0.22 Q 16+15 0.1921 0.00 Q V 1 16+30 0.1922 0-00 Q V 1 16+45 0.1928 0.03 Q I I V 17+ 0 0.1935 0.03 Q ! V I 17+15 0.i959 0.0 V 12 4 I V I 17+30 0.1943 0.02 Q 17+45 0.1947 0.D2 Q I I 18+ 0 0.1949 0.01 Q V 0.1950 0.01 Q V 18 V 1 18+30 0.1952 0.01 4 30 I I V 1 0.03 Q8+45 O.i959 V I 19+ 0 0.1963 0-02 Q 12+15 0.1970 0.03 Q I V I 19+30 0.i972 0-01 fl 1 I V 1 y v 4 19+45 0.1979 0-D3 Q I '•i 20+ 0 0.1983 0.02 Q V I 20+15 C'-1990 0.03 Q 11 V 20+30 0.1997 0.03 Q I v1 20+45 0.2003 0.03 Q I 1 VI 21+ 0 0.2003 0." Q VI 21+15 0_2008 0.00 Q I VI 21+30 0.1011 0.02 Q 21+45 0.2013 0.D0 Q 1 1 1 VI 22+ 0 0.2017 0.02 Q I I I VI 22+15 0.2018 0-00 Q VI 22+30 0-2022 0.02 Q I • 22+45 0.2026 0-02 Q ! VI 23+ 0 0?031 0.02 Q VI 23+15 0.2035 0.02 Q VI 03+30 0.2090 0.02 Q I I 1 VIVI 23+95 0.2044 0.D2 Q 1 I I VI 24+ 0 0.2049 0.02 Q ___ ____________________________ _______________________________ _ POST CONSTRUCTION 10YEAR-24 HOUR STORM U n i t H y d r o g r a p h A n a l y s i s Ccpycigh't (vl CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Studv date 05/22/06 Pile: TGDEV241.0-OUL ++++4++++++44+4+44-+++4++....+4+++4'l4++4++4++++4++44+4+++++++++++4++++}. ------------------------------------------------------------------------ Riverside Countv Synthetic Unit Hydrology Method P,C.£C 6 WCC t4anual date - AQril L978 Frank D. Gorman, P.E. - SIN 867 --------------------------------------------------------------------- English 011-1b) Input Units Used English Rainfall Data (Inches) Input Values Used English units used in output format --------------------------------------------------------------------- TEMECULA. GLASS 10 YEAR 24 HOUR DEVELOPED STORM --------------------------------------------------------'_---------- Drainage Area = 0.80(Ac.) = 0.001 Sq. MY. Length along longest watercourse = 465.00(Ft.) Length along longest watercourse measured to centroid = 120.00(Ft. ) Length sites longest watercourse = 0.068 Mi. Length along longest watercourse measured to centroid = 0.023 Mi. • Difference in elevation = 3.50(Ft. ) Slope along watercourse = 39.7419 Ft./Mi. Aveirage Manning's 'N' = 0.015 Lag time = 0.017 Hr. sag time = 1.01 Min. 25% of lag time = 0.25 Min. in% of 1ag time = 0.40 Min. Unit time = 15.00 Min. ❑_,ration of storm = 24 Hour(s) User Entered Base Flow = 0.00(C[7 ) 2 YEAR Area rainfall data: ArealRc.) [1] Rainfall(in) [21 weighting[1*2] 0.80 1.80 1.44 100 YEAR Area rainfall data: Area(Ac.) tl] Rainfall(In) [2] aeighting[1*2) 0.60 4.50 3.60 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac. ) Runoff Index. Impervious "c 0.800 56.00 0.9ne • Total Area Entered = 0.80(Ac. ) _ RI RI Infi1. Rate Impervious Adj. infiL Rate Area% F A.MC2 AMC-2 (Tn/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum ;F) = 0.097 area averaged mean scil I-as (F) (In/Hr) = 0.097 Minimum soil loss rate ( (1n/Hr) ) - 0.049 ,for 24 hour storm duration! �decimal 11,260 • Soil --- ---- rate -------- = ----- U n i t H y d r o g r a p h VALLEY S-Curve ______________________________________________________________ Unit Hydrograph Data _ ___ __ _ _ __ ________________________________________ Unir time period Time 8 of lag Distribution Unit Hydrograph (hrs) Graph 6 (rTc ____________________________________ ____ ________________________ 1 0.250 1482.435 100.000 0.805 Sum = 100.000 Sum= 0.806 ______________________________________________________________ Effect i-�e Unit Time Pattern Storm Rain Loss rates(In./Hr) (In/Hcl )nr.'I percent ISn/Hr) Max 1 0.171 C..006 1 0.25 0.20 0.023 0.169 0-009 0.03 2 0.50 0.30 0.035 0.167 0.009 0.03 3 0.75 0.30 0.035 1-00 0.40 0.047 0.165 0.G12 0.03 5 1.25 0. 009 0.03 30 0.035 0.163 0. U 03 6 1.50 0.3v^ 0.035 0.162 0.009 0-160 0.009 0.03 7 1.75 0.30 0-035 0 43 - 2.00 D.40 D.04"1 O.15R O.OL u 9 2.25 0.40 0.047 0.156 0.012 0.03 1C 2.50 0.40 0.047 0.154 0.012 0.03 2.i5 0.50 0-058 0.152 0.015 0.04 12 3.00 0.50 0.058 0.150 O.Olg 0.04 04 i3 3.25 0.50 0.058 0.i48 0.015 0. 14 3.50 0.50 0.058 0-146 0.015 0.C4 0.09 15 3.7 0.145 0.0155 0.50 0.058 0.05 10 a.00 D.60 0.070 0-143 0.018 • 0.1 0-018 17 1,25 0,60 0.070 19 002210.06 18 4.50 0.70 0-082 0.139 . 0-06 19 4.75 0-70 0.082 0.137 0.021 0 07 20 5.00 0-80 0.093 0.136 0-024 0.139 0.Oi8 0.05 5.50 0.60 0.070 0.132 0.021 0-06 22 5.50 0.70 0.093 0.130 0-024 0.07 23 5.15 0.80 0.093 24 5.00 0.80 0.093 0.129 0_Q24 6.25 0.90 0.105 0.127 0.027 0.08 c 0.08 26 0.125 0.027 6.50 0.90 0.105 0.0-7 0.09 27 6.75 1.00 0-li6 0-1-4 23 7.00 1-00 0.116 0-122 0-030 0.09 29 7.25 1.00 0.116 0-120 0.030 0.09 ___ 0-01 30 7. 1. 0 0.1 -0.119 O 02 3-r 7.75 75 1.20 0_140 0.117 - Q4 32 8.00 1.30 0.151 0.115 _- 00.06 33 8.25 1.50 0-175 0-1.14 ___- 0.0G 34 8.50 1.50 0-175 0-112 - 35 8.75 1.60 0.1 --- 0-.08 0.09 36 a.OO i.70 0.198 0-111 98 0.105 ___ 37 9.25 1.90 0.221 0.108 38 9. 2.00 0.233 0.106 --- 0.13 39 9.75 2.10 0.245 0.109 --- 0.14 p,i5 40 10.00 2.20 0.256 0.103 41 10.25 1.50 0.175 0.101 ___ 0.07175 0.100 --- C'01 42 10.35 2.00 0.233 ___ 0.13 43 11.00 2.00 0.233 0.099 0.14 44 11.00 2.00 0.7.33 0.097 --- 0.13 45 11..25 1..90 0.221 0.096 --- 47 46 11.50 1.90 0.1 ___ 0.13 0.094 ___ 0.1i 11.75 1.70 0.198 98 0.093 _- 0.12 48 12.25 2.50 0.291 0.092 0.20 49 1225 2.50 0.291 0.090 -- 0.089 --- 0.21 50 12.50 2,80 0.326 __ 0.24 • 51 13-00 2.90 0.338 0.08 --- 0-25 52 13.00 2.oC 0.338 0.086 0.31 53 13.50 3.40 0.396 0.090 0.31 59 13.50 3.40 0.396 0.084 55 13.75 2.30 0 - O"9 65 0.082 -- 0.13 56 14.00 2.30 0.268 0.081 ___ 0.23 57 14.25 2.70 0.314 0.080 --- 58 14.50 2.60 0.303 0.079 ___ 0 '^ 0.077 ___ C.23 c9 15.00 2.50 0.303 0.21 60 15.OG Z.50 0.29i G.07G --- --- 0.20 51 15.25 1,30 0,268 0.075 0.19 • 62 15.50 1.9e 0.268 0.074 ___ 0 1a 63 15.15 1.9G 0.21 0.013 0.15 t 64 16.00 1.90 0.221 0.072 tiG :i6.25 0.40 0.047 0.071 0.012 0.03 66 16.50 0.40 0.047 0.069 0.01.2 0.03 0.035 0.068 0.009 0.03 68 16.75 0.30 60 17.00 0.30 0.035 0.067 0.009 0.03 0.C58 O'.066 0.015 69 17.25 0.50 5 0-.04 70 i7.50 0.50 0.058 0.065 0.01 0.04 0.958 0.064 0.015 72 18.00 0.40 0.047 0.063 0.012 C.G- '73 18.25 0.40 0.047 0.063 0.012 0.03 74 18.50 0.40 0.047 0.062 0.012 0.03 75 i8.75 0.30 0.035 0.061 0.009 0.03 76 19.00 0.20 0.023 0.060 0.006 0.02 00 0.059 0. 9 0.03 -0 19.ZS 0.30 0,335 , 79 tq.50 0.40 0-041 0.058 0.012 0.0.. U') 1 . 0. 0 0.035 0.051 0.069 U-03 8i� °0.00 00 0.20 0_023 0.057 0.006 0.01 81 20.25 0.30 0.035 0.056 0.009 0.03 82 20.7 O.U55 0.009 0.03 0.30 0.035 0.054 0.009 0.03 03 20.75 0. 0 0.0 94 211 .00 0.220 0.02323 0.054 O.00f• 0.02 85 21 .25 0.30 0.035 0-053 0.009 0.03 86 21.50 0.20 0.023 0.053 0.006 0.02 87 21.?S 0,30 0.035 0-052 6.009 0.03 88 22.00 0.20 0.023 0.051 0.006 0.30 0.035 0.051 0.009 0.03 99 22.7_.,90 22. 0.02 75 0.20 0.023 0.050 0.006 0.02 91 22.?5 0.20 0.023 0.050 0.006 92 23.00 0.20 0.023 0.050 0.006 0.02 0_049 0.006 0.0? 93 23.26 0.20 0.023 0.049 0.006 0.02 99 23.50 0.20 0.023 0.049 O.GOg O.OZ 95 23.75 0.20 0.023 0.02 9E 24.00 0.20 0.023 0.049 0.0067. Su:r = 100.0 Sum = Flood volume = Effective rainfall 1.89(In) times area O.AtAc.)/I (1n)/;Et.17 = 0.1(Rc.Ft) Total soil loss = 1.02(In) Total soil loss = 0.068(Rc.F't) ctal rainfall = 2.91(ln) Flood volume = 5490.1 Cubic Feet TOta1 soil loss = 2962.8 Cubic Feet _ ___________ _____ __________ _ _ ___________________ Peak flow rate of this hydrograph = 0.252(CFS) -------------------------------------------------------------------- +++f++++4.++-F+++++++++++++4i'++++++++++h+i:++++++++++++T+++++++++t+++r 24 - H 0 U R S T O R M R u n o f f H y d r o g r a p h __________ __ _ __ _________________________________ Hydrograph in 15 Minute intervals ( (CFS) ) ____________________________________________________________________ Tiine(h+m) Volume RC.Ft Q(CFS) 0 2_5 5.0 --- i0.0 __ ____ ________ ______ 0+15 0.0003 0.01 Q ____________ p1.30 0.000? 0_02 4 0+45 0-0011 0.02 Q i 1+ 0 0.0017 0.03 Q 1+15 0.0022 0.02 Q 1+30 0.0026 0.02 Q 1+45 0.0030 0.02 Q I 2+ 0 0.0036 0.03 QV 2+15 0.0042 0.03 QV 7+30 0.0047 0.03 QV 1 I I 2+45 0.0055 0.03 QV I I I I 3+ 0 0.0062 0.03 QV 3415 0.0069 0.03 Q V 3+30 0.0076 0-03 Q V I I I .. 3+45 0.0093 0.03 Q 'i 4+ U 0.0092 0.04 Q V I I 4+15 0.010,1 0.04 Q V 442D 0.0111 0.05 Q V I 11 4+45 0.0121 0.05 4 V I 5+ 0 0.0132 0.06 Q V 5+15 0.0191 0.09 4 V I 5+30 0-0151 0-05 Q V I I 5+45 0.01.62 0.06 Q V 6+ 0 0.0174 0.06 Q V I 6+15 0.0187 0-06 Q V 6+30 0.0200 0.06 Q V 1 1 1 6+45 0.0214 0.07 Q V 7+ 0 0.0228 0.07 Q V I I 7+15 0-0243 0.07 Q V II 1 7+30 0.0244 0.01 Q V I I 7+45 0.0248 0.02 Q V I 8+ 0 0.0254 0.03 Q V I 1 I 1 8+1.5 0.0264 0.05 Q V I B+30 0.0275 0.05 Q V f l 9+45 0.0287 0.06 Q VI 9+ 0 0.0302 0-07 Q VI 9+15 0.0321 0-09 Q V I 1 9+'0 0.0342 0.10 Q V 1 i,45 0.0365 0.11 Q IV 1 10+ 0 0.0391 O.i2 Q I v 70+15 0.0403 0.06 Q I V - 10+30 0.0416 0.06 Q I ,4 I V 10+45 0.0438 0.11 Q I V 11+ 0 0-0461 0.11 Q I V 11+15 0.0482 0.10 Q I V I 11+g0 0-0503 0.10 Q I V 11+45 0.0520 0.08 Q I V I + 0 0-0540 0.10 Q I V I 1 12+15 0.0573 0.16 Q I V 12+3U 0.0609 0.11 Q V V1 I 12+45 0.0649 0.19 Q V 13+ 0 0.0691 0.20 Q IV 13+15 0.0743 0.25 IQ V 13+30 0.0195 0.25 IQ I V I 13+45 0.0825 0-15 Q I V 14+ 0 0.08s9 0.15 Q V I 14+1.5 0.0896 0-19 Q V I I 14+30 0.0933 O.iB Q I I VI 14+45 0.0971 0.18 Q d • is+ 0 0.1006 0.17 Q IV i5i15 0.1041 0.16 Q V 15+30 0.1073 0.16 Q VV I i5+45 0.1098 0.12 Q ! 16+ 0 0.1123 0.12 Q 1 I 1 V 16-i5 0.1128 0.03 Q V 16+30 0-1134 0.03 Q I I I V I 16+45 0-1138 0.02 Q i V I V 17+ 0 0.1143 0.02 Q I I V 17+15 0-1150 0.03 Q 17+30 0.1157 0.03 Q I I V 1 17+95 0_ 164 0.03 Q V 1b+ 0 0.11-10 0.03 Q 1 1 1 V I 18+15 0.1116 0.03 Q V I 18+30 0.1181 0-03 Q I I I V I 18=45 0.1186 0.02 Q V I 19+ 0 0.1189 0.01 Q I I V 19+15 01 V 1i93 O.C2 Q I I V I 19+3C 0.1199 0.03 Q 1 1.9+45 0.1203 0.02 Q v I 20+ 0 0.1206 0.01 Q 1 I v 1 20+15 0.1210 0.02 Q V 20+30 0.1214 0.02 Q 1 20+45 0.1219 0.02 Q 21+ 0 0.1222 0.01 Q V 21+15 0.1226 0.02 Q 1 V 1 21+30 O.i229 0_01 Q V 21+d5 0.1233 0.02 Q VI VI 22+ 0 0.1236 D.O1 Q I I 22+15 0.1240 0.02 Q I 22+30 0.1243 0.01 Q I 1 1 VI 22+45 0.1246 0.01 Q I VI 23+ 0 0-1249 0.01 Q VI 23+1.5 0.1252 0.01 Q VI 23+30 0.1255 0.01 Q VI 23+45 0.1257 0.01 Q VI 24+ 0 0.1260 0.01 Q -----_-------------------------------------______________________ POST CONSTRUCTION 2 YEAR-24 HOUR STORM U n i t H y d r o g r a p h A n a l y s i s Copyright ri ht (c) CIVILCADD/CIVILDESIGN, 1999 - 1999, Version 6.0 Study date 05/22j06 File: TGDEV242.out 1+4.....+++♦+ir+ii+++++.++-++}4+♦+i+i+-......++++-♦it♦+fit- Riverside County Synthetic Unit Hydrology Method RGFC & WCD Manual date - April 1978 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format _______________________________________________________________ 'PE°IECULA GLASS 2 YEAR 24 HOUR DEVELOPED STORM ____________________________________________ __________________ Drainage Area = 0.80(Ac.) = 0.001 Sq. Mi. Length along longest watercourse = 465.00(Ft-) Length along longest watercourse measured to centroid = 120.00(Ft.) Length along longest watercourse = 0.08fi MI- along along longest watercourse measured to centroid = 0.023 Mi. Difference in elevation = 3.50(Ft. ) Slope along watercourse = 39.7419 Average Manning's 'N' = 0.015 Lag time = 0.017 Hr. Lag time = 1.01 Min. 253 of lag time = 0.25 Min. 40& of lag time = 0.40 Min. Unit time = 35.00 Min. F> Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CPS) 2 YEAR Area rainfall data: Arez(Ac.l [''-j Ra inf alilIn) i2i Weighting[112) 0.80 1.50 1.44 100 YEAR Area rainfall data: Area(Ac.) tll Rainfall(In) [21 Weighting[1x2] 0.80 4.50 3.60 STORM EVENT iYEAR) = 2-00 P.r ea Averaged 2-Year Rainfall = 1-800!In) Area Averaged 100-Year Rainfall = 4.500(Iaj Point rain (area averaged) = 1.80011n; Areal adjustment factor = 100.00 % Adjusted average point rain = 1.600(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious 0.600 56.00 0.900 Total Area Entered = 0.80(Ac.) RI RI Infil. Rate Impervious A.dj- Infil- Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 0.900 0.097 1.000 0.097 56.0 56.0 0.511 Sur. (F) = 0.197 • Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) - 0-049 (for 24 'hour storm duration) Soil I0,, loss rate (decimal) = 0.260 _______ _______________________________________________________ POST-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 1 of 4 U n i t H v d r o g r a p 7ALLE1' S-Curve ____________________________________________________________________ • Unit Hvdrograph Data ______________________ P Unit time period Time £ of lag Distribution Unit Hvdrograph (hrs) Graph 3 (CFS) __ ______________________ ___ __ __ __ __________________ ____0 250 ______'482 435 100.000 0.806 Sum = 100.000 Sum- 0.806 _______________________________________________________________________ Unit Time pattern Storm Rain Loss rate(In./Hr) EInertive (Hr. ) Percent (In/Hr) Max Low ( / ) ]. 0.25 0.20 0.014 0.171 0.004 0.01 2 0.50 0.30 0.022 n.169 0.006 0.02 3 0.75 0.30 0.022 0.167 0.006 0.09 0.00"7 0.02 4 1.0 0.1650 0.9D D. 0.163 0.006 0.0_- 5 1.25 0.30 0.022 6 1.50 0.30 0.022 0.162 0.006 0.02 1.75 0.30 0.022 0.160 0.006 0. -- 8 2.00 0.40 0.029 0.158 0.007 0.02 9 2.25 0.40 0.029 0.156 0.007 0.02 10 2.50 0.43 0.029 0.154 0.007 0.02 2 11 .-i5 0.50 0.036 0.152 0.009 0.03 12 3.00 0.50 0.036 0.150 O.00y 0.03 13 3.25 0.50 0.036 0.'49 0.00° 0.03 14 3. 0.50 0.036 0.146 0.009 0.03 15 3.75 '.5 0.50 0.036 0.145 0.009 0.03 16 4.00 0.60 0.043 0.143 0.011 0.03 17 4.25 0.60 0.043 0.141 0.011 0.03 18 4.50 0.70 0.050 0.139 0.013 0.04 19 4.75 0.70 0.050 0.137 0.013 0.04 20 5.00 0.80 0.058 0.136 0.015 21 5.25 0.60 0.043 50 0.134 0.011 5.50 6.70 0.050 0.132 0.013 0.04 23 5.75 0.80 0.058 0.130 0.015 0.04 24 6.00 0.80 0.05 0.129 0.015 0.04 25 6.95 0.90 0.06565 0._27 0.017 0.05 26 6.50 0.90 n.065 0.125 0.017 0.05 27 n`.75 1.n0 0.072 0.124 0.019 0.05 2' 7.00 1.00 0.072 0.122 0.D19 1.05 29 7.25 120 0.0 0.05 0.021 0.06 30 7. 1.10 0.079 0.119 31 7.75 1.20 0.086 0.117 0.022 0.06 32 8.00 1.30 0.094 0.115 0-094 0-07 33 8.25 1.50 0.108 0.114 0.028 0.08 34 9.50 1.50 0.10H 0.112 0.028 0.08 6.75 1.60 C.115 0.111 ___ 36 9.00 1.70 0.122 0.109 --- 0.01. 37 9.25 1.90 0.137 0.108 --- 0.03 0.105 0.04 38 9.50 2.00 0.144 0.05 39 9.75 2.1C 0.151 0.104 --- 40 i0.00 2-20 0.158 0.103 41 L1.25 i.50 0.108 0-101 --- 0.01 42 10.50 1.50 0.108 0.100 --- 0.01 43 10.75 2.00 0.144 0.099 --- 0.05 Ali 11.00 2.00 0.144 0_091 --- 0.05 0 45 11. 1.90 0.137 0.096 __ .04 0.04 46 11.50 50 1.90 0.137 0.094 --47 11.75 1.70 0.122 0.093 0.03 0.0 48 12.00 1.80 0.130 0.092 --- 0.` C.089 ___ 0.10 49 12.25 2.50 0.1.80 0.090 --- 50 12.50 2.50 0.187 0.11 51 12.75 2.80 0.202 0.087 --- 52 13.00 2.90 0.209 0.086 --- 0.12 53 13.25 3.40 0.085 --- 0.16 0.245 0,16 54 13.50 3.40 0.245 0.084 ---55 13.75 2.30 0.166 0-082 --- 0.0.09 56 14.00 2.30 0.166 0.081 --- • 0.079 -__ 0.11 57 14.25 2.70 0.194 0.1_ 58 i4.50 2.69 0.197 0.079 59 14.75 2.60 0.167 0.077 0.11 0.180 0.016 60 15. 2. - 61 15.25 2.40 0.173 0.075 --- 0.10 POST-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 2 of 4 62 1-5.50 2.30 V C 166v _ 0.074 ___ 0.09 b3 15.75 1.90 n.t37 0.073 --- 0.06 64 16.00 i.90 0.137 0-072 --- 0.07 0.071 0.007 0.02 CS 16.25 0.40 0.029 0.069 0.007 0.02 66 16.7 0.40 0.029 � 69 1'c`.75 0.30 0.02_ 0.068 0.006 0.02 - 68 17.O0 0.30 0.022 0.067 0.006 0.01 69 17.25 0.50 0.036 0-066 0.009 0.03 70 17.50 0.50 0.036 0-065 0.009 0.03 71 17.75 0. 0 0.036 0.064 0.009 0.03 72 1.9.00 0.440 0.029 0.063 0.007 0.02 73 18.2= 0.40 0-029 0.063 0.007 0.02 O062 0.007 74 13.50 . 0_40 0.029 0.02 75 18.75 O 30 0-022 0.061 0.006 76 1.9.00 0.20 0.01.4 0.060 0.004 0.01 77 19.25 0.30 0.022 0.059 0.006 0.02 79 19.50 0.40 0.029 0.058 0.007 0.02 79 19.75 0.30 0.022 0.057 0.006 11.02 80 20.00 0-20 0.014 0.057 0.004 .01 81 20.50 0-30 0.022 0.056 0.006 0.02 - 81_ 20.50 0-30 0.022 0,055 0.006 0.0, 83 20.75 0.30 0.022 0-054 0-006 0.02 84 1.00 0.20 0.014 0.054 0.004 O.Oi 85 21.'25 0.30 0.022 0-053 0-006 0.02 F6 _1 .50 0.20 0.014 0.053 0.N4 O.nl 8-121.75 0. 0 0.022 0.052 0.006 0.02 0.01 88 22.00 G.20 0.014 0.051 0.004 0 02 9 22.25 0.30 0.022 0.051 0.00 e` 90 22.50 0.20 0.014 0.050 0.004 0.01 91 22.75 0.20 0-014 0-050 0.004 0.01 92 23.00 0.20 0.014 0.050 0-004 0.0i 93 23.25 0.20 0-014 0-049 0-004 0.01 94 23.50 0-20 0.0_4 0.049 0.004 0.01 95 ^3.75 C.20 0.014 0.049 0.004 0.01 .01 96 '24.OG 0-20 0.014 0.049 0.009 um 3.9 Sum = 00.0 = Flood colurne = Effautive rainfall O'9711n1 o.l(nc.Ft) times area Total soil loss = 0-83(In) Total s011 loss = 0.055(Rc-Ft) Total rainfall = L 30(In) Flood volume = 2815-9 Cubic Feet Total soil loss - 2411.3 Cu'0ic Feet _________________________________________________________ Peak flow rate of this hydregraph = 0.130(CFS) _ __ __ _____________________________________________________ +++++++++++++++++++-++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r e 9 r a p h __________ __________________________________ Hydrograph in V) Mi"te intervals ( (CPS) ) _______________________________-_____--______________________________ Time(h -Ft 0 ______ 2.5 5.0 7.5 10.0 -- ------valu.e -- ----- ___________________________________ 0.F15 0.0001 0.01 Q I I 0+30 0.0004 0.01 Q 0+45 0.0007 0.01 Q 1+ 0 0.0011 0.02 Q 1+15 0.0013 0.01 Q } 1 } 1+30 0.0016 0.01 Q I 1+90 0.0019 0.01 QV 2+ 0 0.0022 0.02 QV I I +15 0.0026 0.02 QV 2+30 0.0029 0.02 Q11 I 2+45 0.O034 0.01 Q b' I I 3+ 0 0-0038 0.02 Q V 3+15 0.0043 C.02 Q V 3+30 0-0047 0.02 Q V I I I 3+45 0.0052 0.02 Q V 4i- 0 0.0057 0.03 Q V 4+15 0.0062 0.03 Q V I 4+30 0.0068 0.03 Q V 4+45 0.0075 0.03 Q V I 5+ 0 0-0082 0.03 Q V 5+15 0.0087 0.03 Q VI - 5+30 0.0093 0.03 Q V POST-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 3 of 4 5+45 0.0100 0.03 Q V I i+ 0 0.0107 0.03 Q I 0.OL15 0.04 QV i 1 l "i' 5+30 0.01 23 0.09 Q V I I I I +4 0.01 0.04 Q V I -, + 0 O.Ol41al 0.04 4 V I I I I f'1 7+i5 0.0150 0.04 Q VI 7+30 0.0160 C_05 Q V! I I 7+45 0.0170 0.05 Q V 8+ 0 0.0182 0.06 Q V \ 0.0i95 0.06 Q I V 1 I 8+_5 8+30 0.0209 0.06 Q I V 8+45 0.0209 0.00 Q I V o+ 0 0.0212 0.01 Q V 9+i5 0.0217 0.02 Q V 9+30 0.0223 0.03 Q 9445 0.0231 0.04 Q I 4V I 10+ 0 0.0240 0.04 Q V b" Lj+15 0_C241 0.01 Q I V10+30 0.0242 0.01 Q I V 10+45 0.0250 0.04 4 V ].1+ 0 0.0258 0.04 Q V 11+15 0.0265 0.03 Q I V 11+30 0.0272 0.03 Q V I 11+45 0.02.77 6.02 Q I V I 12+ 0 0.0283 0.03 Q I V I I 12+15 0.0298 0.07 Q I JI 12+30 0.0314 0.08 Q I 12+-':5 0.0333 0.09 Q I V 134. n 0.0354 0.10 Q I IV 13+15 0.0380 0.13 Q I V V I 13+30 0.0907 O.i3 Q I V I 13+45 0.0421 0.07 Q V 14+ 0 0.0435 0.07 Q V I 14-15 0_0454 0.09 Q VI 14-F30 0.0472 0.09 Q V 14+45 0.0491 0.09 Q V 15+ 0 0.0508 0.08 Q V 15+15 0.0524 0.08 Q 0.c54o 0.07 Q I v 15+.,0 I V I 0.05 Q 15+45 0.0550 I V 16+ 0 0.0561. 0.05 Q I V I 16+15 0.0565 0.02 Q I 16+30 0.0568 0.02 Q - V 16+111, 0.0571 0.01 Q I V I 17> 0 0.0574 0.01 Q v 1.7+1g 0.0576 0.02 Q V I 11+30 0.0582 0.02 Q V 17+45 0.0567 0.02 Q V 18- 0 0.0590 0.02 Q I V I 18415 0.0594 0.02 Q I I v 18130 0.0598 0.02 Q 18+45 0.0600 0.01 Q V 19+ 0 0.0602 0.01 Q V 19+15 0.0605 0-01 Q I V 19+30 0.0608 e.02 Q Q 19+95 0.0 0.01 V I61i I I I 20+ 0 0.0613 0.01 Q I V 20+15 0.0615 0.01 Q I V 20+30 0.0618 0.01 Q V 20445 0.06'1 0.01 Q V 21+ 0 0.0622 0.01 Q V 21. 15 0.0625 0.01 Q V 21+30 0.0627 0.01 Q I V 21-1-45 0.0630 0.01 Q I 11 VI 22+ 0 0.0631 0.01, Q I VI 22+15 0.0634 0.01 Q I I v/I 22+30 0.0636 0.01 Q VI 22+45 0.0638 0.01 Q VI 23+ 0 0.0639 0.01 Q VI 23+15 0.0641 0.01 Q 1 VI 23+30 0.0643 6.01 Q . 23445 0.0695 O.OL Q V 24+ 0 0.0646 0.01_Q_________I___________________________ POST-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 4 ol'4 PRE-CONSTRUCTION 100 YEAR-24 HOUR STORM 0 U n i t H y d r e g r a p h A n a 1 y s i a Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Studv date 05/22/06 File: TGER241.00.eet +++++--+++++++.P++++-+++++++++++++++++i+++++++++++++++++++++'++=+++++r++1 Riverside County Synthetic Unit Hydrology Method RCFC e WCD Manual date - April 1978 ____________________________________________________________________ PRE-CONSTRUCTION TEMEUCULA GLASS 24 HOUR 100 YEAR -------------------------------------- Drainage Area = 0.80(Ac-) = 0.001 Sq. Mi.. Lengtn along longest watercourse = 250.00(Et.) Length along longest watercourse measured to centroid = 120.00(7t. ) Length alone longest watercourse = 0.047 mi. Le n.jth along longest watercourse measured to centroid = 0.023 Mi. Difference in elevation = 4.00(Ft. ) Slope aiong watercourse = 84.4800 Ft-/Mi- Average Manning's 'N' = 0.020 Laq time = 0.015 Hr. Lag time = 0.92 Min. 25fr: of lag time = 0.23 h1in. '10% of lag time = 0.37 Min. Unit time = 15.00 Min. Duration of storm = 24 Houris) Use, Entered Base Flow = 0.00(Uh:il t 2 YEAR, Area Lain-ail i.nfall data: Area(Ac.) [11 Rainfall(In) (21 Weighting(1*21 0.80 1.60 1.44 ll70 YEAR Area rainfall data: A.rea(Ac. ) [11 Rainfall(In) [21 Weighting[1121 0.80 4.50 3.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area A✓eraged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(ln) Areal adjustment factor = 100.00 & .Adjusted average point rain = 4-500(I11) Sub-Area Data: Aiea(Ac.) Runoff Index Impervious 0.800 86.00 0.000 Total Area Entered = 0.80(Ac-) RE RI Infil- Rate Impervious Adj . Infil. Rate Area% F A,11C2 AMC-2 (In/Hr) (Dec.%) (TW Hr) (Dec.) (ln/Hr) 86.0 96.0 0.17E 0.000 0.176 1.000 0.176 Sum (F') = 0.176 Area averaged mean soil loss (F) (In/Hr) = 0.176 614n1mum soil loss rate ( (In/Hr) ) = 0.088 (for 24 hour storm duration) Soil low loss- rate (decimal) = 0.900 _____________________________________________________________________ d n i t H y d 1 o g r a p h ✓A.LLEY S-Curie PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page I of 4 --------------------------------------- ---------------------------- Jnit Hydrograph Data _____________________________________________________________________ Unit time period Time 4 of lag T)"tribution Unit H]d rog raph • fhrsl Graph - (C-- ___ ____________________ ______ ______________ ______ 1 0.250 1624,343 1.00-000 0-806 Sum - 100-000 Sum- 0.606 _______________________________________________________________________ Unit Time Pattern Storm Rain Loss rate(In./Hr1 £f£ecti•ae (HI. ) Percent (In/Hr) Max I Low (In/Hr) 1 0.25 0.20 0.036 0.310 0-032 O.00 0.50 0.30 0.054 0.306 0.049 0.01 0.115 0.30 0.054 0.303 0.049 0.01 4 1.00 0.40 0.072 D.299 0.065 0.01 5 .1.25 0.30 0.0-94 0.296 0-049 0.01 6 1.50 0-30 0-054 0.292 0.049 0-01 "1 1.75 0.30 0_054 0.289 0.049 8 2.00 0.40 0.072 0.285 0-065 0.01 9 2-25 0.40 0.072 0-282 0.065 0.01 10 2.50 0.40 0.072 0.278 0.065 0.01 11 2.75 0.50 0.090 0.275 0.081 0.01 12 3.00 0.50 0-090 0.2,2 0.O81 0.01 13 3.25 0.50 0-090 0.268 0.081 0.01 14 3.50 0.50 0-090 0 265 n.OF1 0.01 15 3.75 1.50 0.090 0.262 0.031 0.0) 1.6 4-00 0.60 0.108 0.258 0.097 0.01. 17 4.25 0.60 0.108 0.255 0.097 0.Oi 18 4.50 0.70 0.126 0-252 0.113 0.01 19 4.75 0.70 0.126 0.249 0.113 0.01 20 5.00 0.80 0.144 C.245 C.130 0.01 21 5.25 0.60 0.108 0.242 0-097 D.Ol 22 5.50 )-70 0-126 0.239 0-113 O.01 23 5-75 �0.80 0-144 0.236 0.130 24 6.00 0.80 0-.144 0.233 0-130 0.01 25 '.25 0.90 0-162 0.230 0.146 0.02 0.227 0.142 0.02 26 6.50 0.90 0.162 0.22 0.16 0.02 27 6 's, 1-00 0.180 78 7.00 i.00 0.180 0.221, O.1o2 0-02 29 7.2.5 1.00 0.180 0.218 0-162 0.02 30 7.50 1.10 0.198 0.215 0.178 lo.OG 31 1.75 1.20 0.216 0.212 '--- 0.03 32 8.00 1.30 0-234 0.209 --- ___ 33 8. D.C6 50 1.50 0.270 0-206 0.07 34 F.50 1.50 0.270 0.203 --- 0.09 35 9.75 1.60 0.288 0-200 ___ 36 9.00 1.70 0.306 0.197 0.11 37 925 i.90 0.342 0.155 _-_ 0.15 38 9.50 2.00 0.360 0.192 --- O.i7 0.189 39 . 2.20 0.3 G.£1 i9 10.00 00 2. 0 0.39696 0.186 --- 41 10.25 1.50 0.270 0.184 -- 0.09 10.50 1.50 0-270 0.181 --- L).''j9 43 10.75 2-00 0.360 0-178 --- 0-18 44 11.25 1.90 0.360 1,12 0.176 95 11.25 1.90 0.342 0.173 --- 0.17 46 11.50 1.90 0-342 0.171 --- 0_17 1-111.75 1.70 0.306 U.168 --- 0.14 48 12-00 1.80 0.4 - 0.16 0.29 49 12.25 2.5O 0.450 0.166 --50 0.163 --- 50 12.50 2-60 0.468 0.161 --- 0.31 51 12.75 2.30 0.504 0.158 --- 0-35 v 2.90 0.522 0.156 ___ 0.37 5- 13_25 0.4E 53 13.25 3.90 0.612 �'-''-54 -- 54 13.50 3.40 0-.612 0.151 --- 0.46 55 13.75 2.30 0.414 0.149 _- 0.270 -7 56 14. 2.30 04 0.147 0-34 57 14.25 <'5 2.70 0.486 86 0.144 --- --- 58 14. 2.60 0.468 0.142 0.33 0.33 59 14.75 75 2.60 0.469 0.140 -- • --- 0.31 60 15.00 2.50 0-450 0.138 0.30 61 15.25 40 0.414 0.136 0 28 62 i5.50 _.30 0.414 D.134 0-342 0.132 -__ 0.21 63 i5.75 1.90 0.21 6A 16.00 1.90 0.342 0.i30 ___ PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 2 of 4 65 16.25 0.40 0.0'2 0.128 0-065 0.01 6G 16-50 0.40 0.012 0.126 0.065 0.01 1�7i6.75 0.30 0_054 0.124 0.049 0.01 68 17.00 0.30 0-054 0-122 0.049 0.01 69 17.25 0.50 0.090 0.120 0.081 0.01 70 17.50 0.50 0.090 0-118 0.081 0.01 71 17.75 0.50 0.090 0.117 0.081 0.01 72 18.00 0-40 0.072 0.115 0.065 0-01 73 i8.25 0.40 0-072 0-113 0.065 0.01 74 18.50 0.40 0.072 0.111 0.065 0.01 75 i8.75 0.30 0.054 0.1i0 0.049 0.01 76 19.00 0-20 0.036 0.108 0.032 0.00 77 19.25 0.30 0.054 0.107 0-049 0.01 78 19.5p 0.40 0.072 0.105 0.065 0.01 79 19.75 0.30 0.054 0.104 0.049 0.01 BO 20.00 0.20 0.036 0.102 0.032 0.00 Pi 20.35 0.30 0.054 0-101 0.049 0.01 82 20.50 0.30 0.054 0.i00 0.049 0.01 83 '27-75 0.30 0.054 0.099 0.049 0.01 84 21.00 0.20 0.036 0.097 0.032 0.00 - 85 21.25 0.30 0.054 0.096 0.049 0.07. 86 21-50 0.20 0.036 0.095 0.032 0.00 87 21.75 0.30 0054 0.094 0.049 0.U1 88 22.00 0.90 0.036 0.093 0.032 0.00 89 22.25 0.30 0.054 0.092 0.049 0.01 90 22.50 0.20 0.036 0.091 0.032 0.00 9i 22.75 0-20 0.036 0"090 0.032 0-00 92 23.00 0.20 0.036 0.090 0.032 0.00 93 23-25 0.20 0-036 0.089 0.032 0.00 94 23.50 0.20 0.036 0.089 0.032 0.00 95 23.75 0.20 0.036 0.089 0-032 0.00 96 24.00 0-20 0.036 0.088 0.032 0.00 Sum = 100.0 Sum = 7.8 Flood volume = Effective rainfall L.95(In) times• area 0.81po-)1 C:LnV(Ft. li = 0.1(A7.Ft1 Total soil loss = 2.55(In) Total soil loss = 0.170(Ac.Ft) Total rainfall = 4.50(In) l.00d volume = 56-10.8 Cubic Feet ='otal soil loss = 7397.2 Cubic Peet Peak flow rate of this hydrograph = 0.372(CFS) ____________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++!-+++++++++++th++++i+d+++++++ 24 - H 0 U R S T O R M R u n o f f H y d r o 9 r. a p h ___________ _ __ _ ________________ ____ 9ydrograph in 15 Minute intervals ((CFS)) _ ____________ ___________________ Time(h+,) Volume tC.Ft Q(CFS) 02_5________0______7_______ 10.0 __________________________________________ 0+15 0.0001 0.00 Q I 1 0.0001 0-00 Q 0+45 0.0002 0.00 Q 1+ 0 0_0004 0.01 Q ! t 1415 0.0004 0.00 Q 1+30 0.0005 0.00 Q 1+45 0.0006 0.03 Q + 0 0.0001 0.01 Q 1 1 1 1 2+15 0.0009 0.01 Q 2+30 0.0010 0.01 Q 2+45 0.0011 0.01 Q 3+ 0 0.0013 0.01 Q I 3+15 0.0014 0.01 Q 3+30 0.0016 0.01 Q 3+45 0.0017 0.01 Q 4+ 0 0.0019 0.01 Q 1 1 1 4+15 0.0021 0-01 Q 4+30 0_0023 0.01 Q 1 4+45 0.0025 0.01 Q I 5+ 0 0.002E 0.01 Q 5+15 0.0029 O.Ol Q I 5+30 0.0031 0.01 Q 5+45 0.0034 0.01 QV 6+ 0 0-0036 0.01 QU ) I I I 6+15 0.0039 0.01 QV PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 3 of 4 61-30 0.0042 0.01 QV I 6+45 0.0045 0.01 QV -+ 0 0.0048 0. Di QV 7+15 0.0051 0.01 QV • 7+30 0.0054 0.02 QV I 7+45 0.0055 0.00 QV - 9+ 0 0.0059 0.02 QV I 1 8+15 0.0070 0.05 Q V 9+30 0.0081 0.05 Q v 8+45. 0.0095 0.07 Q V 9+ Cl 0.0114 0.09 Q V 1 I I I 9+15 0_0138 0.12 Q V 9+30 0.0166 0.14 Q V 1 9+45 0.0198 0.15 Q v 10+ 0 0.0233 0.17 Q V 10+15 0.0247 0.07 Q v I 10+30 0.0262 0.07 Q v I 1 10+45 0.0292 0.15 Q V I 11+ 0 0.0323 0.15 Q VI j 11+15 0.0351 0.14 Q v 1.2.+30 0.0379 0.14 Q I'd 11-r45 0.0402 0.11 Q 1 vv III 12+ 0 O.D429 0.13 Q 12h15 0.0477 0.23 Q v 1 12+30 0.0528 0.25 Q 1 v 12+45 0.'i586 0.28 IQ V 13+ 0 0.0647 0.30 IQ 1 VI 1 j 13+15 0.0723 0.37 IQ I v 13+30 0.0800 0.37 IQ I I v 13+45 0.0844 0.21 Q I v 14+ 0 0.0889 0.22 Q I v 1 14+15 0.0945 0.29 IQ VI 14+30 0.1000 0.26 IQ V 14+45 0.1054 0.26 IQ I V v 15+ 0 0.1106 0.25 IQ I j V 15+15 0.1i56 0.24 Q 15+30 1203 023 Q V I 0_ . v 1 15+45 0.1238 0.17 Q • iti+ G 0.1273 0.17 Q I vl VI m 16+15 0.1274 0.01 Q VI 16+30 0.12i5 0.01 Q 1 '(+45 0.1276 0.00 Q VI d1 17+ J 0.1217 0.00 Q j V 17+15 0.1,279 0.01 Q 17 VI+30 0.1280 0.01 Q VI 17+45 0.1282 0.01 Q VI i8+ 0 0.1283 0.01 Q I 18+15 0.12 0.01 Q VI8d VI 18+30 0.1285 0.01 Q VI 18+45 0.1286 0.00 Q 1 ^.1297 0.00 Q I 1 1 'vi 1�a+ 0 � VI 19+7.5 0.1238 0.00 Q I 19+30 0.1289 0.01 Q vi 0 0.1290 0.00 Q VI 2a+ IDo.1z90 0.00 Q VI vI 20+15 0.1291 0.00 P. 20+30 0.1292 0.00 Q 1 1 b1 VI 20+45 0.1293 0.00 Q II I 1'1 21, 0 0.1294 U.00 Q I VI 21+15 0.1295 0.00 Q 1 1 21+30 0.1295 0.00 Q I VI 21+45 0.1296 0.00 Q 1 1 v VI i 22+ 0 0.1297 0.00 Q .J 22+15 O.i298 0.00 Q VI 22+30 0.1298 0.00 Q VI 22+45 0.1299 0.00 Q vi 23+ 0 0.1299 0.00 Q I I I VI 23+15 0.1300 0.00 Q s3+30 0.1301 0.00 Q VI 23+45 0.1301 0.00 Q VI I I I VI 24+ 0 0.1302 0.00 Q _______________________________________________________________ PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 4 of 4 PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM U n i t H y d r o 9 r a p h A n a l v s i s Copyright (c) CT-VILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 05/22(06 File: TGEX'410.oui +++i+++++++-+++++tit++++++++++++++++++++++++++++++++++-++-++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCE"C 5 WCD Manual date - April 1978 _________________________________________________________________ PRF.-CONSTRUCTION TEFSEUCULA GLASS 24 HOUR 10 :EAR _______ __________________________________________________________ Drainage Area = 0.80(Ac-) = 0.001 Sq. Mi- Length along longest .watercourse = 250.00(Ft.) Lenoth along longest watercourse measured to centroid Length along longest watercourse = 0.O47 Mi. Length along longest watercourse measured to centroid = 0.023 Mi. Difference in elevation = 4.00(Ft.) Slope along watercourse = 84-4800 Ft./Mi. Average Manning's 'N' Lag time = 0-015 Hr. Lag time = 0.92 Min. 258 of lag time = 0.23 NLn. 40% of lag time = 0.37 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(G)'S) • 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) (21 weighting[1*21 0.80 1.80 1.44 100 YEAR Area rainfall data: Area(Ac.) [11 Rainta Ll(In) [21 Weighting[112] 0.81 4-50 3.60 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area .Averaged 100-Year Rainfall = 4.500(1n) point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Imperious 5 0-900 86.00 0.000 Total Area Entered = 0.80(Ac. ) RI RI Infi1. Rate Impervious Adj . Infil. Rate Area% F AMfC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 86.0 86.0 O.L7n` 0.090 0., Sum 00 0 F) = 0.i76 Area averaged mean soil loss (F) (In/Hr) = 0-176 Minimum soil loss rate ( (In/Hr) ) = 0-088 (for 24 hour storm duration) • Soil lowate (------- = 0 --- loss r ---- U n i t H y d r o 9 r a o h 'VALLEY .._Curve ----------------_________________________________________ PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page I of 4 7nit Hvdrograph Data _______________„__________' ___y n U ___- _________- --- 7nit time P fLc . Time 3 �_ 1-9 Dirtlibu�-iom t Hvdregrau_h Graph Y ( h rsl C __ ________________ , ¢•_ i 250 16^4.343 ------ 100.000 0.806 ______ Sum =_100.000 Sum= 0.806 ____________________________________ Uni, Time Patter.^. Storm Rain Loss rate(In_/Hr) E�Eective I1,1r.'1 Percent IIn/Sr) Max 1 Low (Inl Hr) 1 0.25 0.20 0.023 0.310 0.021 0.00 0.50 0.30 0.035 0-306 0.031 0.00 3 0.75 0-30 0.035 0-303 0.031 0.00 4 1..00 0.40 0-047 0.299 0.042 0.00 5 1.25 0.30 0-035 0.296 0.031 0.00 6 1.50 0.30 0.035 0.292 0.0,31 0.00 7 1.75 G.3 0-035 0.289 0.031 0.00 2,00 0.4U U.047 0_2B5 G.042 0.00 9 2.25 0.40 0.047 0-282 0.092 0.(DO 10 2.50 0.40 0.047 0.278 0.042 0.00 it 2.75 0.50 0.058 0.275 0-052 0.01 12 3.00 0.50 0.058 0-272 0.052 0.01 13 3.25 0.50 0.058 0.268 0-052 0.01 14 3.50 0-50 0.058 0.265 0-052 0.01 15 3.75 0.50 0.058 0.202 0.052 0.01. 4.D0 0.6U 0.070 0.258 Q.063 0.1)1 17 4.25 0.60 0.070 0.255 0.063 0.01 18 4.50 0.70 0.082 0.252 0.073 O.Oi 19 4.75 0.70 0.082 0-249 0.073 0.01 20 5.00 0.80 0-093 0.245 0.084 0.Oi 21 5.25 0.60 U.070 0.242 0.063 0.01 :2 5.50 0.70 0.082 0.239 0-073 0.01 23 5.75 O.80 0.093 0.236 0.084 0.GI 24 5.00 0-80 0.U93 0.233 D.084 25 6.25 0.90 0.105 0.230 0.094 0.01 ' 6 6.50 0.90 0.105 0.227 0-094 0.U1 '. 27 6.75 1-00 0-116 0.224 0.105 0.01 28 7.00 1.00 0.116 0.221 0.105 0-ci 19 7.25 1.00 0.116 0.218 0-105 0.01 30 7.50 1.10 0.128 0.215 n.7.15 0.01 3i 7.'15 1.20 0.140 0.212 0.126 0.01 32 a.i)0 1-30 0-151 0.209 U.136 9.02 33 8.25 1.50 0.175 0.206 0.15" 0-.02 34 8.50 1.50 0.175 0.203 0.157 0.02 35 8.75 1.60 0.186 0.200 0.168 0.02 36 9.00 1.70 0.198 0.197 37 9.25 1.90 0-221 0.195 --- 0-03 38 9.50 2.00 0.233 0.192 _-_ 0.04 3y 9,75 2.10 0.245 0.189 --- 0.06 40 10.00 2.20 0-256 0.186 -- 0.U7 41 10.25 1.50 0.175 0.184 0.157 0.02 42 10.50 1.50 0.175 0.181 0-157 0.02 43 10.75 2-00 0.233 0.178 --- 0.05 44 11-00 C.4O 0.233 B.i76 ___ 0.06 45 11.25 1.90 0.22i 0-173 46 1i.50 i.90 0.221 0.171 --- 0.05 al 11.15 1.10 0-198 0.168 48 12.00 1.80 0.210 O.i66 49 12.25 2.50 0.291 0.163 --- 0.13 50 12.50 2.60 0.303 0.161 --- 0.14 51 12.75 2-80 0-326 0.158 --- 0-17 52 13.00 2.90 0.338 0.156 --- 0.18 53 13.25 3.40 0.396 0.154 -- 0.'_4 54 13.50 3-40 0.396 0.151 -- 0.21 55 13.75 2.30 0.269 0.149 --- 0.12 56 14-00 2.30 0.268 0.147 -- D-i2 57 14.25 2.70 0.314 0.144 -- 0.17 58 14.50 2.60 0.303 0.142 --- 0.16 59 14.75 2.60 0.303 0.140 -- 0-16 60 15.00 2.50 0.291 0.138 --- 0.15 • 61 15.25 2_.40 0.279 0-136 ___ 0-14 62 15.50 2.30 0.268 0.139 63 15.75 1.90 0.221 0.132 9.09 64 16.00 1.90 0.221 0-130 -- 0.09 65 16.25 0.40 0.047 0.128 0-042 0.00 PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 2 of 4 66 1.6.50 0.40 0.047 0.126 0-042 0.00 67 16.75 0.30 0-035 0,124 0-031 0.00 558 17.00 0.30 0.035 0.L22 0.031 0.00 69 17.25 0.50 0.05E 0-120 0.052 0.01 70 17.50 0-50 0.058 0.118 0.052 O.Oi • "71 17.75 0-50 0.058 0.117 0.052 0.01 13.00 0.40 0-047 0.115 0.042 0.00, 73 18.25 0.40 0.047 0-113 0.042 0.00 74 18.50 0.40 0-047 0-111 0.042 0.00 75 18.75 0.30 0.035 0.110 0-031 0.00 76 19.00 0.20 0.023 0.108 0.021 0.00 77 19.25 0.30 0,035 0.107 0-031 0.20 78 19.50 0.40 0.047 0.105 0.042 0.00 79 i9.75 0.30 0.035 0.104 0.031 0.00 80 20.n0 0.20 0.023 0.102 0.021 0.00 81 20.25 0.30 0.035 0-101 0.031 0.00 82 20.50 0.30 0-035 0.100 0.031 0.00 83 20.75 0.30 0.035 0-099 0.031 0.00 84 21.00 0.20 0.023 0.097 0.021 0.00 a5 21.25 0.30 0.035 0-096 0.031 0.00 86 21.50 0.20 0.023 0.095 0.021 0.00 B7 2i.75 0-30 0.035 0-094 0.031 0.01' 88 [2.00 0-20 0.023 0.093 0.021 0.00 89 22 �5 0.30 0.035 0-092 0.031 90 '_2.50 0.20 0.023 0.091 0.021 0.00 91 22.75 0.20 0-023 0-090 0.021 0.00 92 23-00 0.20 0.023 0.090 0.021 0.00 93 23.25 0.20 0.023 0.089 0.021 0.00 94 23.50 0.20 0.023 0.089 0.021 0.00 95 23.75 0-20 0.023 0.088 0.021 0.00 96 24.00 0.20 0.023 0-088 0.021 0.00 Sum = 100.0 Sum Fiord vol:.,,e = Effective rainfall 0.84(1n) times area 0.8(Ac. )/C(In)/(Ft.)1 = O.i(AC.Ft) Total exit loss = 2.07(in) Total soil loss = 0.138(Ac-Ft) Total rainfall = 2.91(1n) Flood volume = 2445-9 Cubic Feet Total soil loss = 6001t ,0 Cu_ c+i Feet _----_----_----____----_----------_ _ Peak flow rare of this hydrograph = 0-197(CE'S) ____________________________________________________________________ ++++++++++++++++r+++++++++++++++++++++++++++r++++++ 24 - H O U F. S T O R M F u n o f f H y d r o g r a p h ____________________________________________________________________ Hydr0graph in 15 Minute intervals ( (CFS) ) ____________________________________________________________________ Y'.ime(h+m) Volum=_ Ac.Ft Q(CFS) 0 2.5 5-0 7.5 10.0 _____ __ ______ _ _________________________ 0+15 0.0000 0.00 Q i 0+30 0-0001 0.00 Q I I 0+45 0-0002 0.00 Q 1+ 0 0.0002 0.00 Q 1.-F15 0.0003 0.00 Q 1+30 0.0003 0-00 Q 1+45 0.0004 0.00 Q 2+ 0 0-0005 0.00 Q 2+15 0.0006 0-00 Q I 1 2+30 0.0006 0.00 Q I 2+45 0.0007 0-00 Q 3+ 0 0,0008 0.00 Q 3+1.5 0_0009 0.00 Q 3+30 0.0010 0.00 Q 3+45 0-0011 0.00 Q 4+ 0 0.0012 0.01 Q 4+15 0-0014 0.01 Q 1 4+30 0.0015 0.01 QV I 4+45 0.0016 0.01 QV 5+ Cl 0.0019 0.01 QV 5+15 0.0019 0.01 QV I • 5+30 0.0020 0.01 QV t 5+45 0.0022 0.01 QV 6+ 0 0-0023 O.Oi. QV I 6+1.5 0.0025 0.01 QV I I 6+30 0-0027 0.01 QV I 1 I PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 3 or g+45 0.0029 0.01 Q V I I i+ 0 0.0031 0.01 Q v +15 C.0033 0.01 Q '✓ I 7+30 0.0035 0.01 Q V 1 7+45 0.0037 0.01 Q V ,• 8+ 0 0.0040 0.01 Q V I 1 8+15 0.0043 0.01 Q V 8+30 0.0046 0.01 Q V 8+45 0.0049 0.02 Q V 9+ 0 0.0049 0-00 Q V 9+15 0-0053 0-02 Q Vl I I I 9+30 0.0060 0-03 Q V 9+45 0.0069 0.04 Q v 10+ 0 0.0081 0-06 Q V 1 10+15 0.0084 0-01 Q V i0+30 0.0087 0.01 Q 10445 0.0096 0-04 Q V I ll+ 0 0.0105 0.05 Q v I 11+15 0.1113 0.04 Q V I I I 11+30 0.0122 0.04 Q V I 1 - 11+45 0-0127 0.02 Q VI 12= 0 0.0134 0.04 Q VI 12+15 0.0155 0-10 Q V 12+30 0-0179 0.11 Q 1 V 12+45 0.0207 0.1.4 Q I V 13+ 0 0.0237 0.15 Q v f 15+15 0.0278 0.20 Q vl I 1 13630 0-0319 0.20 Q v 1 13+45 0-0338 0.10 Q V 14+ 0 0.0359 0.10 Q v 14+15 0.0387 0.14 Q v l 14+30 0.0414 0.13 Q VI 14+45 0.0441 0.13 Q V 15+ 0 0.0466 0.12 Q 1 V 15+15 0.0490 0-12 Q I I v I 15+30 0-0513 0.11 Q v 1 15+45 0.0528 0.07 Q V I 16+ 0 0.0543 0.07 Q I 0 . 16+15 0.0544 0.00 Q 1 v I 16+30 0.0544 0.00 Q I I I V I 16+45 0.0545 0-00 Q I V I 17+ 0 O.OE46 0.00 Q V I 17-r15 0.0547 0.00 Q I V 1 77+30 0.0548 0.00 Q V1 1.7+45 0.0549 0.00 Q I al 18+ 0 0.0549 0.00 Q VI 10+15 0.0550 0-00 Q VI 18+30 0.0551, 0.00 Q VI 18+45 0.0551 0.00 Q VI 19i 0 0.0552 0.00 Q VI 19+15 C.0552 0.00 Q 1 I I VI 19+30 0.0553 0.00 Q v1 19+45 0.0554 0.00 Q I 1 v1 20+ 0 0.0554 0.00 Q V1 20,15 0.0555 0.00 Q I 1 1 V1 20+30 0-0555 0.00 Q vi 20+45 0.0556 0-i10 VI Q 21+ 0 0.0556 0-00 Q VI 21+15 0.0557 0.00 Q I I 1 VI 21+30 0.0557 0.00 Q v1 21+45 0.0558 0.00 Q VI 22+ 0 0.0558 0.00 Q VI 22+15 0.0559 0-00 Q VI 22+30 0.0559 0.00 Q V1 22+45 0.0560 0.00 Q V1 23+ 0 0.0560 0.00 Q 1 VI 23+15 0.n6l 0.00 Q I V7 23+30 0.0561 0.00 Q VI 23+45 0.0361 0.00 Q 1 V 24+ 0 0.0562 0.00 Q v ----------------------------------------------------------------------- PRE-CONSTRUCTION 10 YEAR-24 HOUR STORM Page 4 of 4 PRE-CONSTRUCTION 2 YEAR-24 HOUR STORM U n 1 t H y d r g a r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDES_IGN, 1989 - 1999, Version 6.0 Studv date 05/22/06 File: TGEX242.out ++++++++++++++++r+.... ..++++++++++++++i++++t.....++++++++++++++1.......4 ________________________________________________________________________ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 _____________________________________________________________________ PRE-CONSTRUCTION TEMEUCULA GLASS 2 YEAR 24HOUR 5/22/CE --------------------------------------______________________________ Drainage Area = 0.80(Ac. ) = 0.001 Sq. Mi. Length along Longest watercourse = 250.00(Ft.) Length along longest watercourse measured to centroid = 120.00(Ft. j Length along longest watercourse = 0.047 Mi. Length along longest watercourse measured to centroid = 0.023 Mi. Difference in, elevation = 4.00(Ft. ) Slope along watercourse = 84.4800 Ft./Mi. Averade Mannfng's 'N' = 0.020 Lad time = 0.015 Hr. Lag time = 0.92 Min. 25% if lag time = 0.23 Min. 40% of lag time = 0.37 Min. Unit = 15.00 Men. Duration cf storm = 24 Heui(s) User Entered Base :low = 0.01 (CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfail(in [21 Weighting[1*2) 0.80 1.-0 1.44 100 YEAR Area rainfall data: Are3(AC.) III Rain£all(In) [21 Weighting[1*2) 0.80 4_50 3.60 STORM EVENT !YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(Iri) Area .Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.8M In) Areal adjustment £.actor. = 100.00 & Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index. impervious 'P 0.800 86.00 0.000 Total Area Entered = 0.80(Ac.) RI RI Infil. Rate Impervious Adj . infil. Rate Area& F AMC2 .AMC-2 (In/Fir) (Dec.%) (In/Hr) (Dec_) (In/Hr) 86.0 86.0 0.176 0.000 0.7.76 1.000 0.116 Sum (F) = 0.176 Area averaged mean soil loss (F) (In/Hr) = 0.116 NIn.imum soil loss rate ( (In/Hr) ) = 0.088 (for '_-' hour storm duration) • Soil --- loss rate (decimal) 0-900 ----- U n i t H y d r o g r a p h VALLEY S-Curve PRE-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 1 of 4 -------------------------------------------------------------------- Jnit Hvdrograph Data i'nit time period Time 8 of lag DistriGuticn dhit 'rwdrograph (hrs) Graph 8 (CP51 ________ _________________ _-_--_-----__---_--__-------_-_---- - 1 0.250 1624.343 100.000 0.806 Sum = 100.000 Sum- 0.806 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate;ln.l Mr F,ffactive (Hr. ) Percent (In/Hr) Max Low iln/Hr) 1 0.25 0.20 0.014 0.310 0.013 0.00 2 6.50 0.30 0.022 0.306 0.019 0.00 3 0.75 0.30 0.022 0.303 0.019 0.00 4 1.00 0,40 0.029 0.299 0.026 0.00 5 1.25 0.30 _ 0.022 0-296 0.019 0.00 1.50 0.30 0.022 0.292 O'.019 0.00 1.75 0.30 0.022 0.299 0.019 0.06 2.00 0.40 0.029 0.285 0.026 0.00 2.25 0.40 0.029 0.282 0.026 0.00 10 2.50 0.40 0.029 0.276 0.026 0.01, 1.1 2.75 0.50 0.036 0.275 0.032 0.00 12 3.00 0.50 0.036 0.272 0.032 0.00 13 3.25 0.50 0.03C 0.268 0.032 C.00 14 3.50 0.50 0.036 0.265 0.032 0.00 i5 3.75 0.50 0.036 0.262 0.032 0.0(3 16 4.00 0.60 0.043 0.258 0.039 0.00 17 4.25 0.60 0.043 0.255 0.039 0.00 16 4.50 0.70 0.050 0.252 0.045 0.01. 19 4.75 0.70 0.050 0.249 0.045 0.01 20 5.00 0.80 0.058 0.245 0.052 0.01 21 5.25 0.60 0.043 0.242 0.039 0.00 22 5.50 0.70 0.050 0.239 0.045 0.01 0.80 0.058 0.236 :).052 O.Oi 24 6.90 0.80 0.058 0.233 0.052 0.01 25 15 0.90 0.065 0.230 0.058 0.01 26 6.50 . 0 0.065 0 227 0.05E 0.01 1 2"7 6.75 1.000 0.072 0.224 0.065 0.01 28 7.00 i.00 0.072 0.221 0.065 0.01 29 7.25 1.00 0.072 0.216 0.065 0.01 30 7.50 1.i0 0.079 0.215 0.071 0.01 31 7.75 1.20 0.066 0.212 0.07g O.Oi 32 E.00 1.30 0.094 0.209 0.084 0.01 33 8.25 -.50 0.108 0.206 0.097 0.01 34 8.50 1.50 0.108 0.203 0.097 0.01 35 8.75 1.60 0.115 0.200 0.104 0.01 36 9.00 11.70 0.122 0.197 0.110 0.01 37 9.25 1.90 0.13-1 0.195 0.123 0.01 38 9.50 2.O0 0-.144 0.192 0.130 0.01 39 9.75 2.10 0.151 0.189 0.136 0.02 90 10.00 2.20 0.158 0.186 0.143 41 10.25 1.50 0.108 0.184 0.097 0.01 42 10.50 1.50 0.108 0.181 0.097 0.01 43 10.%5 2.00 0.144 0.118 0-130 0.01 44 11.00 2.00 3.144 0.1.76 0.130 0.01 45 11.25 i.90 0.137 0.173 0.123 0.01 46 11.50 1,93 0_137 0.171 0.123 0.01 47 11 .75 1.70 0.122 0.168 0.11G 0.01 48 12.00 1.80 0.130 0.166 0.117 0.01 49 12.25 2.50 0.190 0.163 --- 50 12.50 2.60 0.187 0.161 --- P.03 51 12.75 2.80 0.202 0-158 --- 0.04 52 13.00 2.90 0.209 0.156 -- 0.05 53 13.25 3.40 0.245 0.154 -- C.09 54 13.50 3.40 0.245 0.151. --- 0.09 55 13. 0.02 2.30 0.166 0.149 -_- 0 0- 56 14.00 00 2.30 0.1 0.147 0.05 57 14.25 2.70 U.194 94 0.144 --- 59 14.50 2.60 0.187 0.142 -- 0-.05 59 14.75 2.60 0.187 0.140 --- 0.05 60 15.00 2.40 0.173 0.138 --- 0.04 2.s'0 0.173 0.135 0.04 61 15,25 0.03 62 15.50 2.30 0.166 0.134 63 15.75 1.90 0.137 0.132 -- 0.01 64 16.00 1.90 0.137 0.130 --- 0.01 PRE-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 2 oi'4 55 16.25 0.40 0.029 0.128 0.026 0.00 16 16.50 0.40 0.029 0.1.26 0.026 0.00 $7 16.75 0-30 0.022 0-124 0.019 0.00 68 17.00 0.30 0-022 0.122 0.019 0.00 • 69 17.25 0.50 0.036 0.120 0.032 0-00 70 1-.50 0.50 0.036 0-118 0-032 0.00 7l 17.75 0.50 0.036 0.117 0.032 0.00 72 18.00 0.40 0.029 0.115 0-026 0.00 73 18.25 0.40 0.029 0.113 0.026 0.00 74 18.50 0.40 3.099 0.111 0.096 0.00 7s 18.75 0-30 0.022 0.110 0.019 0.00 16 19.00 0.20 0.014 0.108 0.Oi3 O.00 -17 19."L5 0-30 0.022 0.107 0.019 0.00 i8 19.50 0.40 0.029 0.105 0.026 0.00 79 19.75 0.30 0.022 0.104 0.019 0.00 80 20.00 0.20 0.014 0.102 0.013 0.00 81 20.25 0.30 0.02.2 0.101 0.019 0.00 02 20.50 0.30 0.022 0.100 0.019 0.00 03 20.75 0.30 0_022 0-099 0.O19 0.00 84 21.00 0-20 0.014 0.097 0.01, 0.00 8= 21.25 0.30 0.022 0.096 0-019 0.00 8r- 21.50 0.20 0.014 0.095 0.013 0.00 87 21.75 0.30 0.022 0-094 0.019 0.00 88 22.00 0.20 0-014 0.093 0.Gi3 0.00 ,,0 22.25 0.30 0.022 0.092 3.019 0.00 g0 22-50 0.20 0.014 0.091 0.013 0.00 91 22.75 0,20 0.014 0.090 0-013 0.00 92 23.00 0.20 0.014 0.090 0.013 0.00 93 23.25 0-20 0-014 0.089 0.013 0.00 94 23.50 0-20 0.014 0.089 0-013 0.00 95 23.75 0.20 0.014 0.088 0.013 0.00 96 24.00 0.20 0.014 0.088 0.013 0.00 Sum = 100.0 Sum Flood vclume = Effective rainfall 0.26(In) times. area Total soil loss = 1.54(In) Total soil loss = 0-102(Ac.Ft) Total rainfall = 1.80(ln) • Flood reolume = 762.4 Cubic Feet Total soil loss = 4464_7 Cubic Feet .' -----_----_----__ _______________________________ peat flow rate of this hydrograph = 0.076(CFS) -------------------------------------------------------------------- ++++++++++++�+++++++++++++++++++++>+++++++i+++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ____________________________________________________________________ Hydrograph in 15 M:nute intervals ( (CFS)) ____________________________________________________________________ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 _______________________________________________________________________ 0+15 0.0000 0.00 Q 0+30 0.0001 0.00 Q 0+45 0.0001 0.00 Q ! 1+ 0 0.0001 0_00 Q 1+15 0.0002 0.00 Q I 1 1+30 0.0002 0.00 Q 1+45 0.UG03 0.00 Q 2+ 0 O.0003 O.OU Q 1 1 1 I 2+15 0.0003 0-00 Q 2+30 0.0004 0.00 Q 2+45 0.0005 0.00 QV I 3+ 0 0.0005 0.00 QV 3+15 0.0006 0.00 QV I 3+30 0.0006 0.00 QV 3+45 0.0007 0.00 QV ! 4+ 0 0.0008 - 0-CIDQV 1 ) - 4+15 0-0009 0.00 QV 4+30 0.0009 0.00 Q V 4+45 0.0010 0.00 Q V ! 5+ 0 0.0011 0.00 Q V ) • 5+13 0.0012 0.00 Q V ! 5+30 0.0013 0.00 U V 5+45 0.0014 0.00 Q V ! 6+ 0 0.0015 U.00 Q V 1 1 ) ) 6+15 0.0016 0.01 Q V I ! PRE-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 3 of 4 6+30 0-(M7 0.01 Q V I 6+45 0.0018 0.01 Q V 7+ 0 G.G6Ls 13-01 Q V l I l 7±15 0.0020 0.01 Q V 7+30 0.0022 0-01 Q V I 7+45 0.0023 0.01 Q V I 8+ 0 0-0025 0.01 Q v I I 9+15 0.0026 0.01 Q V I 8+30 0.0026 0.01 Q v I 8+45 0.0030 0.01 Q V I 9+ G_U032 G_O1 Q l I, l I 9+15 0.0034 0.01 Q v l 9+30 0.0037 0-01 Q V 9+45 0.0039 0-01 Q V 10+ 0 D.0042 0.01 Q VI I 10+15 0.0044 0.01 Q v I 10+30 0.0046 0.01 Q v 10+45 0.0048 0.01 Q V 1 11+ 0 0.00511 O.G1 Q lv l l 11-15 0.0053 0-01 Q I v 11+30 0.0055 0.01 Q I v 11+45 0.0057 0.01 Q I v 12+ D 0.0059 0.01 Q I V 12+15 0.0062 0.01 Q I v I 121-30 0.0066 0.09 Q V 12+45 0.0074 0.03 Q V 13+ G G.0082 0.64 ti t 13+15 0-0098 0-01 Q V 13+30 0.0113 Q_08 Q i v 13+45 0.0116 0.01 Q V I 14+ 0 0.0119 0.02 Q v 7.4+15 0-0126 0.011 Q VI 14+30 0.0135 0.04 Q v 14445 0.0143 0.04 Q I v 15+ 0 0.C1o0 0.03 Q 1 l ( '✓ I 15+15 D.Oi.56 0.03 Q `i I 15+3Q 0.0161 0-03 Q V 15-45 0.0162 0.00 Q v 1 - 16+ O 0.0164 0.0 Q V I 16+15 0.01 G4 0.000 Q I I I v I 16+30 0.0164 0.00 Q V I 16+45 0.0165 0.00 Q v 1 17+ 0 0.0165 O.Gb Q 1 l { v 17+15 0.0106 0.00 Q 17+30 0.0166 0.00 Q b 17+45 0.0167 0.00 Q V 18+ 0 O.O167 0.00 Q V 18+15 0.0166 0.00 Q v l 18,30 0.0168 0.00 Q 1 V 18+45 0.0169 0.00 Q V ]9+ D O.OI69 0.00 Q 4 1 l V { 19+15 0.0169 0.00 Q 1 1 1 V i9+30 0.0170 0.00 Q v l 19+45 0.0170 0.00 Q _ v I 20+ 0 0.0170 0.00 Q 1 v l 20+15 0.0171 0-00 Q I VI 20+30 0-0171 0-00 Q VI 20+45 0.0172 0.00 Q 1 VI 2i+ a 0.01"12 0.00 Q 1 I I vl 81+15 0.0172 0.00 Q 21+30 0.0172 0.00 Q vi 21.+45 0.0173 0.00 Q vl 22+ 0 0.0173 0.00 Q I vl 22+15 0.0173 0-00 Q VI 22+30 0.0174 0.00 Q VI 22+45 0-0174 0.00 Q I VI 23+ 0 0.0174 0.0G Q 23+15 0.0174 0.00 Q VI 23+30 0.0175 0.00 Q V! 23+45 0-0175 0.00 Q VI 241 0 0.0175 0.00 Q ! �' _______________________________________________________________________ • PRE-CONSTRUCTION 2 YEAR-24 HOUR STORM Page 4 of 4 Appendix D • Educational Materials TENANT CERTIFICATION • 1 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 the these requirements. Date Tenant Name(s) (Print) Date Date Tenant Signature(s) Date Unit Address, City, State, Zip Developer's Representative (Signature) Date ' 1 l fieplone numbers and links: WATER AGENCY LIST ["ion in Riverside Countyslormwalef PON COY Clt B ir'ronc; :,'e9c i) j}.. x fl S..ity oP Bl, 'te r6Pl^'. c161 *at yVN.shomWkno for. V"i ofrCn(,.i lail`.1 17tQi.1�6 3,502 r s..i„tie.116 .c.@V lJ4a yf Dis'w'! C ty of Cu,'.)I'i rr' r-r;iIesqel, :f'•.{FS i t7CiO) 2 2 -0 F 1stern Hitt i 1r a.'Mritpi Disllid tJ51�J. 3777 j Eltiinore Valley fAWD (951)6 # 1146 Farm kiu,ljd Wire!* i951)2.4--4198 ACTIVITIES AND c1 ti xi Fi nut i' 11 b sr �2 I I}�I llq'Aater 1131iiri ou" 14s NON-POINT u7uni'.y Sc ,aces pi_(nct '951, 36 E,7q.5 Lakelle air P .PJU (351t 068-324 1 Lee Lake ',.,'late-Dstrict {S51 277-141^ DISCHARGES t4arch Air Force Base "51)656-loco AJlssjc;r SiArns'e'te'atL'r DtStric1 ; .,f Pan iii n 95 �" Renuhc+C'3 31!ei'u 9$'1 City i t e l 1 r 51 lno GiY,�[fiivervc,e -�51 t 3..! C_70 huCidou<Cominunitv Ser=.ces C n t 9a'f n 4 yj i gent val r y Club ih 1 . 35 1)8 ") 1 ?=1 aliey _..i.ltey Distml 760 347-2355 7. ) le�iet+ Pt s+xn;'rpat':'�arcc Uislsi�.t ��5 ` i t.J o130J - < I Yteaioa Ha,le.J Water Disti:ct lcx5a ,97 5117 To is Pvt'+cegeE dnMping into ntn•m nrar 0; c'ogt i ,iovm ili I plelse ,ail: 1 1 m600-506-2555 �pgg p� P}� rJnlillP S°%i1rCe$ IY L klGti3t For.diSPOS81 ogp wash le i Riveirsid•n Cminty Flood Control Dutnd oetreacri - - materiai, pace, J Sidewalk, plaza or parking tat cleaning `.f�t�tcle e�. sl;�ng ar detailing C�li'uin• 1'r:n g i3'J' GaaI11V a" ocietinn .i Ua r'I?'S{ xterior clew ting�Ln - - .. .i Wr'3.2G CpPi3t3',rl tlq Slate WaUr Resources Carlml Beare, !"later f;luafiiy Egwpi nett Gleaming Or degreasing 1.t -rrrl U.S. Environmental Protection:yercy Outdoor0610 Protect 81 Use These Guidelines for Do, NCI dispose of water Do NOT Dispose- of Leftover eoniclih ncl soap or any other type of cleaning agents into the gutter, storm drain cleaning a_yent info a storm, drain or ',vate or sanitary sewer, tloCty Thks is a dtrrJ`ct vloiation of state cndl6r i local regulations. Because wash water from €. o . understand -hat \Nash water cleaning parking areas may contain metallic (without soap) used to remove dust fron-1 a brake ISal1 YlL!5i:. oil and other a�itOl'iIOtINC- c.lea"l lei?It'.le may be d1Sl:harged to a sti Bet fluids, litter, food vvas?es and they or drain b4'ash %eater from sideGvalk. piaza.. materials, if should never be discharged to and bulidii?g surface cleaning may go into a a street, nutter or storm drain. street or storm drain IF ALL of the following conditions are met: CP r dispose of sn7all amounts of r il„o c _SUi�?a„2 being ._ eJEJ w?Sl . 0 IS free of i wash water from cleanimg nizilding residual oil, debris and other matenats i exteriors, sidewalks or plazas onto �y rising dny cleanup m_7horls lands: a'�fu e or unpaved surfaces. provided r- � sweeping, and cleaning any oil or you have the owner's permission and the chemical spills with rags or other discharge will not cause nuisance problems absorbe?t materials before using or flow into a street or storm,draiol vv ate.rl. €? _ „ check 'vvith your sanitary sewer =.Hashing is done with water only, not agency's policies and requirements with soap orother cleaning marena s. concerning was; water disposal. Wash 3� You have not used the water to remove water from outdoor cleaning activities may p<:f!?t iron;i:l!saGe i dUr nr%IG'anfrlg. be acceptable for disposal to the sanitary sewer with specific permission. See the list 1_900.506-2555 on the back of this fly r for phone numbers _q..„, R _ n, n� .y_ . '- ofthesanitaryseweragenciesinyourarea REPORT ikLn� Evi _ i ,°t ��- OF STORM DRANIS. D . . Understand that mobile auto, detaiters should divert wash water to landscaped of dirt areas. Be aware that soapy wash water may damage landscaping. Residual wash water may _ remain on paved surf ices to evaporate. Residues should be sraept up and disposed r" visit fi• waterways s USINGing Activities and Wash Water Disposal CLEANING OTHER Nips TO Fr !_P PROTECT UR OV TER if you must use soap, use biodegradable( phosphate-free cleaners.Although the use of �r =erir,c;,yw y y nontoxic cleaning products is strongly A thorough dry cleanup before washing encouraged, do understand that these exterior surfaces such as building and decks products can degrade water quality. The without loose paint. sidewalks, or plaza discharge of these products into the street, areas, should be sufficient to protect gutters; stone drain system or waterways is receiving waters- HOWEVER, if any debris prohibited by local ordinances and the State (solids) could enter storm drains or remain in Water Code. Avoid use of petroleum-based cleaning products- YhP 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 J M HH Sand bags can be used to create a barrier � x around storm drain inlets. x ; a Plugs or rubber mats can be used to temporarily seal storm drain openings. Y Containment pads, temporary berms or vacuum brooms can be used to contain az .� and collect wash water. s _ v,A Special materials such as absorbents, stone drain plugs and seals. small sump pumps, When cleaning surfaces with a high-pressure and vacuum booms are available from many washer or steam cleaning methods, vendors. For more information, check additional precautions should be taken to catalogs such as New Pig (800468-4647, prevent the discharge of pollutants into the w,,,vw.newpig.com), Lab Safety Supply (800- stomi drain system. These two methods of 356-0783), C&H (800-558-9966). and W 10J. surface cleaning: as compared to the use of a Grainger (900-994-9174); or call the low-pressure hose, can remove additional Cleaning Equipment Trade Association (800- materials that can contaminate local 441.0111) or the Power Washers of North waterways. America (800-393-PWNA). Do you know . . where the w0ter acWAy goes? ` Storm orains are not connected to SWUM sewer s t treatment l t. i The piirltary ptrrpo-,e of storm drains is to car,; rain waler awaV from developed areas fie prevoril flooding,P�Ilutarts t;ischa crd to stcr�l rains +e corn yed direr[ into:iver� lakea �1 d steams. d(J5, CiP It cD�r �l..i (' oi.'ve fl�lids iitteir PPc a i USt 001.f 0--� l-tt2iia� 1J 1 i're� off buildings side,Vd'dlkh. i`IOzd.` pJdr nini areas, vehic3es and e quipment.This[re properly mA ..aeU t0 j.7rBtE?ilt th:; poilutivn of rivers,lakes .nci s'rearls. P(f,'Jeflt rlC,fi%011 ll•'10!1 Ic tilt,'725t'v:�aV t0 p!ufgCi t}i� Brit/?r0llil?G rlt. Il 2u�rtlCJri. 't IS i}<!iCl i F'3 .Ir.'23r1G -8i5 costly than cleaning up after the fact," The C' es and County of Riverside Regional Water Quality Control Board A A ERSI-Q_D is or) :areal at lErd thi.t CCi'8s ar'r9in ie snuv. r'Mie dre in or :E?(!', n`t> `e :l ril �YSti, Sfre,arn, river, ,GiCZ or Ci�QUr ltf . Vlmter sl-od C 7 e In 'i i hli.7cS t 1"i S 't's L[U 5l ril) f ) r r!F, t..ae. arl-,) li. lCrn",!bouncy li es.t,h -_` Ore n iaU Iy Or GLr o.cti v�l:e s aL h oni, 'M3 i}I?.f jffPCi`tllf Ctt1d{IIb`QicUr wate:rsl'l:da, accordance tivith ante and federal (av to imrt3 ^t oul se�teiahel'S. tho CI r IES ND COUNTY OF RIVERSIDE have adopted oidinanues tr r stOri-TI ater n riagent,nt and discrlarge CcntroI t�, prohibit the Mist h}a t't - f v astes into the storm dm 1 systt:ni r i 1!� Il�lt•i.t_rDE S jtGc a (Jr, t,t wash Dtc" frai° OUtd_O? Cleans 1 dC t, ;IiIH'S vt f'ICPI way Ct ritA1n POIIUt iffy grease,d iE' gg-,ni,i!P.g`8a> r5..trash pet vi2st( ur )Ifler illcter!21',. ma's.. . .. I{ PLEASE NOTE: Cluck with y,aur R=_gio tai lnlatEj Orial€ty Control Board, i cal t}lu ldp� a7 go'vermnent and venter agencies on whatthe iestr ctions are i r✓nurar area U How `Bout That Outdoor/Sidewalk ®umpster Areas 7V eo ui jnv-;ter qi ] itiali g fj f �S li i,(l, 5ti C t Y ?ai ti t 6C:r'I e raf. .iCf`tii Yte Dy >V°lp�a�.1 ,�7 71i" ,. 4 cse Jo,I Y(' �I•' � ?1� a c}i�iC,t` _ Iii L ' 7. ;I lit r)t-� 1 we L ? JY ,,. hes tt onVJ fi• You maybe alrs2 :1em r n hof Use Water-Friendly arr lrFs � r sc:ril d c; r1 Y> Products piltlnass viat, cleaning p3 Cri$i3Ct7 Look i t J!"o,JUC:' 1')beipfJ n,01140YIp,.. AIs0, ,:7c3SC.s `7t�d f"cif 0fe f 4 .' -t:f@ CO- 0 ,fiC+il-�)e' iU!E;L!?"^ �) )a ear cn?e, .qf3 A U'71'1 oni t `) r � Y i' YIY ? Y Ir7 zy t� rY i ��Y r F'f t C� f i }.r °s i7t S-0 jry e I Rr Y', f r 17 n i r rfiP- of 5 r c tr t tY +Y r I sUl o JI ..0 f� JVUtL� ] a I 'f L+S or lri��{Y LRI Y's > ca if, R I.f„t it f/ oiif f Please remember: ONLY RAIN IN THE DRAIN all of us to become part of the solution'. " Apr information ntefe tt r f n ot're FREE pol t'on p revcn;ion - ;nforrn) or? al' 1 800-506.2555 � +ra r P.ny rf he. fM��'xv nn nia�.nai,o present< <,zs: � � r r 1 wletRel�lS. Jr11 �l�r Iy iit UE� BroC'i1R oc Fri � ///^^^ �� H ; c,;tj .l c' ien>>rlx�.r-1 vatla!>tni ec ei rt H.-.a - - Gar it �i Ktrkshr,f„ zil IDoa! i.�eJt;S LOCAL SEWERING AGENCIES r, IN RIVERSIDE COUNTY; y of Fa un9 q2 0 36 ' s r ty of r Oa ei>a 7E0 Qt ,0,32,- l txlchrll \alto Vi<lfer ti 0) 98-2F,531 L-01 L +3 f 7 Eastern M nr ,i ii VV rat i Fh�r ou vvie fhU (9Uyif5rAiE] }� �i, 04 4.198 , iJ7rlwil<� V t rt)i5;1� r (909E 5 r 4 MIN t ake Hsi t t NAND +o - ' �t:o I_ab. .3;or,._,tnc{ C-E .l _,- 1414 �- -- oo t b of r 3f i iin lg ,,.. 32 ei 2. r erltth . r t:., 5_7_ Rancho C 'dog ici Vh:tcr (ui q, Ripley. �..;{tL (7GC rL49L1y r t cis of-+i c i a„ 5 41 rt .,dt t tihri 1.1 rr u,t:. - StormWater �, t�i3oT�c,� iosv r=rtc3Gr�an�3 y 3 v'... r 7 �a yot� know . . . where the water should go? Riverside County has two drainage systems sanitary sewers and siorrn drains. The storm drain system is pip y ^;; designed to pre."eni fkGD iinq by carrying excess ramwaterawayfrom streets. iPs not designed to oa f waste disposal system. Since the storm drain system _ ! does not provide for water treatment, it often series the unintended function of transporting pollutants directly to our s.atervvays. Non-storinwater discharges such as wash,vater genoiated from outdoor civarung projects often ?ranspoit harmful Soaps,degreasers.automotive Fluids,Ritter,and a host pollutants into storm drains and our local of other materials washed off buildings, sidewalks, waterways. Polluted runoff contaminates i plazas,parking areas, vehicles.and equipment can ail local waterways and poses a threat to 1 pollute,our vdatenvays. groundwater resources. j The Cities and County of Riverside to rintRater/CleanWater Protection Program S nwe ui r oniicG i-h e< ,er an-'-: ! j _ c.s- Ili iC �rl v., Uld }i I-riai81I53S. F a r. „J^ n PLEASE NOTE: The discharge of poilutants into the street, gutters, storm drain system, or ;varerweiys - without a Regional lA'sier Quality Ccwroi Board perm;!or:vaiver-is strictly prohibited by local ordinances and state and fewerai lava. stolWi P L i _ .'a. Everyday activities in our communities can affect the quality of water in our wai water runoff, the combined effect ofan entire community within the watershed c at Washing and Repair C$r ({Upholstery Cleaning Wash cars on a lawn or unpaved surface that 0 Dispose of dirty cleaning solution down a sink wll absorb a"d meta WV,,f the viiater_ Dot t or toilet Do rot c ispose of it in Lhe street gulitar allow polluted waste water to flow into the or storm drain system. street,gutter or storm drain inlet 49 Repair !eaking vehicles promptly. Use (TIPS) iWake sure file ,piotessiona€s don't tlse absorbents like cardboad, cat litter, cloths, the strum chain to errrpfy their tanks, etc. to safely catch spills. Sweep up used proicssionais should dispose of the cieanincg absorbent materials and place in the trash. soiddons down a sink or toilet,orretuit?fo their Never dump oil or any auto fluids onto the company for disposal to the sanitary se=.,ser ground or into a storm drain inlet. Rake sure they don't use the store,drain! 0 if you change your own oil or antifreeze. be sure to recycle it!Cali 1-800-CLEANUP for the nea rest disposallocation. TOO are the Solution • ?"rtt'Sj #is€>-a sonrmercta! car wash, Car wash to tar AterPollution! {;3cilities are designed to capture all waste wafer,if an auto service confer changes the oil; make-sure they divert water runoff away from -Lawn and Yard Care atreet�,�ttrel�artd sforrra;#tern satets. .. .. Uori t use chemical pesticides or herbicides unless you have a major pioblern and never apply if rain is forecasted. Read labels Oncrete, Masonry and carefully,and apply sparingly. asphalt-Repair 0 Limit lawn treatment applications of chemical weed killer, and feml!zers_ Bo sure that your j .Viet up and operate smaJI ntixeis on heavy lawn is appropriately �,Jatered fno`t ed 1 tarpt;ordropclothstocontai,;,iiaterialspills. thatched, and aerated. Try less-toxic: alternatives for the yard and garden. Call * Hose down mixers,tools, and trailers in a dirt 1-800-506-2555 for FREE copy of a Home area where rinse -water won't Flow into the Garden tare Guide to Help Protect Our street:gutter or storm drain system. Environment. 0 glean uo with a broom. NOT A HfUSE Fi,ra I) Don't t>low o.rake yam,waste into the street or particl%;s may be washed into a dirt area—but gutter. Sweep Lip the leaves and clippings in a not into the street gutternrstorrn drain system. trash can of stand compost pile. If you are renovating your landscaping, tNf)k contra! t fire work is contracted.' have your' erosion control. Prevent dirt and deans from contractor estabiistz a cleanup area before washing into storm drains_ .rarf77ky the VlOi'ir Try toFT2Nt 7TY'<'2-rfi2-;i58 Of barter in thr, clears up, Tell voa coiitracfor that 0 Pink up net wade and dispose of ii in trash rinsing e ides orer{r ipanee,t in the stre>'ornesr cans.Aiways remember top k 111-. alter you> a.stormdeaioisitegalandifenr angers Wildlife! dog whenyou take it for awaik. a i ensued. While individoal homes might contribute on/y n-?lnoramotints of pol/tited are seriot isly affect QUMVErS, fakes and streams, =, O-Usoclea1 ing & Painting ;e> > _tie: =i r cais n r poal o- :+.er. use your home pnol chr mt vv iosr, kit to Sond dirty c eening w,-iter Joy a, i F,ar ici!et, ver;f-v thf, Pool "vafer io hee, r,i all t1 l ;C11Z11 thy, v ee- c3Gi"e(- ci 'AGt- , C,U,,._ vh 4 n.4,lu. ry t .i 1. .. . „ > Drain poll clatet an red _ Tr_rnoi-toxic altornatio-es.Cali -SbCa gEi =` iavvns yards of any,ar(oa that <"ill ah_o,h to crrier a FREE tinwh.re on envirenmentatty most of the *alter `/oil u).2'y have'o nr�'ar fn } '1v}:Ieaiu ,aheinarves for tiitl,h me. thej.Jol ,atei,over aneri d _fa `e- daps to uflow the landscape :areas to ,trso+b Never de0,11 -;rushesor toe p1mcxnMaine;5 nil tufTuwatr.r. Into adr , st , r gratte� 'ri' "'torn" i!1 au; inlet_ Wut Sex paint from bmshes ill a sink. Wet Avcd disc-haring, pool wEtit.r into the rind reuses thuancrs and solvents hr 05 based gaffe-o�sfunnrirain, 3ints. Aker o r and ,11}v1:1t1 .�'rirv�l',^".4'�-�(�i�. �lt ��C}GIl'iv'Y!�ij .. �.� GI';jou Of U Iu- bb pol(o. lhumers Minuet- tans apej Cr iai,scirjen1areaS residua; and deaninj t;r:t,-iLJ(kS at a collection eve,i t ail or wwwdrrve coo h.orq t� for Me date and iocat;orr of the next Household ONLY RAIN I-tazardous t/%taste Collection Event BPI THE CHANIN (TWS) Empty or o v paW cars may go ir, with /eguix Rhiifsehoid tia ba ail rc vc e ids !*rsi: iutyorr r sj)osal Lei You!ii tends, relatives ar ri Septic Svstern Maintenance ax ,ti}!, , rArr� ,+ t >Ystr�rrtz2r ns;rc ✓ <fetc2fy. to tot,it rivets Wes and streams vrhhuaf 40 it you use a se. Wmen Matto up II Iti tYE'Wf77F'M NEVER Wspove rn a:>+ on drak, U)ctr0 inC properly OvenfWng soo& systems release tavr se^,¢a to that can flow to MUMS, lakes and ground 'water. Causing S(tr!Gil5 COnI81'?ina'10n. 19 How Won ,sin as tk will let d to mph,f: t7�3pr�� tt�#�eiC1CL �;trra Ia y__iy to SIzr t to K 'Ie numbe of , eo,yir W tre -m a hoW, and ti 40 C 1 iaoi Mytole by re^rtlabng chlorine levels.Dc kinds of waslewale, distla rur}q apphn ce,- nrt i1>3p cr;apar l r>erf 'yat i-oi t.: ;.io Ducts. r1od use It you need tat_raw vow pool Water, call your 0 When sepliu lank rrdice conk( z ho are hired tut O seWm g agency to Ann ,>at. V a to purlp out the nt-niS Ol ti ;rtl: to tiI . C_t Fine -.jrw to the s. -,.ter{ sewer ,.. .s Hoy 1 (_ Sapose ,,f COMPAS at aC. r.1mi i o ed. kf one infontiralion :l9 Noe reverse 1 :PGSc' Wes Cad 001955ABSP to,a vownt, side; f'it8f^i?rlMMe G llm If ym sel^umcl agenay v 11 not accept pool 0701 - i s e. and nor Conw r,;!; wankWoMeHystent n,i y ki ore .,nasep6c Condensadvo Walo, tusn 'i?" Suifaces m IC• tank ,,,lerri ;pall' ,:dhes_gui.?uiires: r d' w, a as an o r ,10 & , :, % rr�� Infiltration Basin TC-11 • Maintenance Concerns, Objectives, and Goals ■ Vector Control x ■ Clogged soil or outlet structures N " " ■ Vegetation/Landscape Maintenance �� WR ■ Gmundwatercontamination u Accumulation of metals is Aesthetics 5 General Description Targeted Constituents An infiltration basin is a shallow impoundment that is designed ✓ Sediment o to infiltrate stormwater. Infiltration basins use the natural ✓ Nutrients filtering ability of the soil to remove pollutants in stormwater f Trash • runoff. Infiltration facilities store runoff until it gradually / Metals exfiltrates through the soil and eventually into the water table. ,/ Bacteria This practice has high pollutant removal efficiency and can also Oil and Grease help recharge groundwater,thus helping to maintain low flows in ✓ Organics stream systems. Infiltration basins can be challenging to apply on many sites,however,because of soils requirements. In Legend(Removal Effectiveness) addition,some studies have shown relatively high failure rates s Low a High compared with other management practices. s Medium Inspection/Maintenance Considerations Infiltration basins perform better in well-drained permeable soils. Infiltration basins in areas of low permeability can clog within a couple years,and require more frequent inspections and maintenance. The use and regular maintenance of pretreatment BMPs will significantly minimize maintenance requirements for the basin. Spill response procedures and controls should be implemented to prevent spills from reaching the infiltration system. Scarification or other disturbance should only be performed when there are actual signs of clogging or significant loss of infiltrative capacity,rather than on a routine basis. Always remove deposited sediments before scarification,and use a hand- guided rotary tiller,if possible,or a disc harrow pulled by a light A tractor. This BMP may require groundwater monitoring. Basins Californe - • cannot be put into operation until the upstream tributary area is stormwater stabilized. ouerlry Auoclatlon January 2003 California stormwater BMP Handbook i of 3 Industrial and Commercial TC-11 Infiltration Basin •-Clogged infiltration basins with surface standing water can become a breeding area for mosquitoes and midges. Maintenance efforts associated with infiltration basins should include frequent inspections to ensure that water infiltrates into the subsurface completely (recommended infiltration rate of 72 hours or less)and that vegetation is carefully managed to prevent creating mosquito and other vector habitats. nspe "on Activ Fes Suggested Freque Cy ■ Observe drain time for a storm after completion or modification of the I. cility to confirm F Post construction that the desired drain time has been obtained. a Newly established vegetation should be inspected several times to determine if any landscape maintenance(reseeding,irrigation,etc.)is necessary. �m Inspect for the following issues:differential accumulation of sediment,signs of wetness J Semi-annual and or damage to structures,erosion of the basin floor,dead or dying grass on the bottom, ; after extreme condition of riprap,drain time,signs of petroleum hydrocarbon contamination,standing ! events water,trash and debris,sediment accumulation,slope stability,pretreatment device condition Maintenance Activities "hequernicoty, a Factors responsible for clogging should be repaired immediately. e Weed once monthly during the first two growing seasons. o Stabilize eroded banks. P Standard • ....�_.....»..... ___._..,.�..,,........m,.........�._......,...,_.._�._,,.-,...a,coo,......�.a.,�._. w=,u. ._,_,..�. .w maintenance(as ■ Repair undercut and eroded areas at inflow and outflow structures. needed) a Maintain access to the basin for regular maintenance activities. o Mow as appropriate for vegetative cover species. 0 a Monitor health of vegetation and replace as necessary. � m Control mosquitoes as necessary. i e Remove litter and debris from infiltration basin area as required. e Mow and remove grass clippings,litter,and debris. Semi-annual E to 'him vegetation at the beginning and end of the wet season to prevent establishment of woody vegetation and for aesthetic and vector reasons. i o Replant eroded or barren spots to prevent erosion and accumulation of sediment. e Scrape bottom and remove sediment when accumulated sediment reduces original 3-5 year infiltration rate by 25-g0%. Restore original cross-section and infiltration rate. Properly ; maintenance dispose of sediment. a Seed or sod to restore ground cover. i o Disc or otherwise aerate bottom. o Dethatch basin bottom. • 2 of 3 California Stormwater BMP Handbook January 2003 Industrial and Commercial Infiltration Basin TC-11 •- Additional Information In most cases, sediment from an infiltration basin does not contain toxins at levels posing a hazardous concern. Studies to date indicate that pond sediments are generally below toxicity limits and can be safely landfilled or disposed onsite. Onsite sediment disposal is always preferable(if local authorities permit)as long as the sediments are deposited away from the shoreline to prevent their reentry into the pond and away from recreation areas,where they could possibly be ingested by young children. Sediments should be tested for toxicants in compliance with current disposal requirements if land uses in the catchment include commercial or industrial zones, or if visual or olfactory indications of pollution are noticed. Sediments containing high levels of pollutants should be disposed of properly. Light equipment, which will not compact the underlying soil,should be used to remove the top layer of sediment. The remaining soil should be tilled and revegetated as soon as possible. Sediment removal within the basin should be performed when the sediment is dry enough so that it is cracked and readily separates from the basin floor. This also prevents smearing of the basin floor. References King County,Stormwater Pollution Control Manual —Best Management Practices for Businesses. July, 1995 Available at: ftl2://dnr metrokc.Hov/wlr/dss/spcm/SPCM.HTM Metropolitan Council, Urban Small Sites Best Management Practices Manual. Available at: • http•//www metrocotincil ore/environment/Watershed/BMP/manual.htm U.S. Environmental Protection Agency,Post-Construction Stormwater Management in New Development&Redevelopment BMP Factsheets. Available at: htW://www cfbiib el2a.eov/nudes/stormwater/menuof)ml2s/bmu files.cfm Ventura Countywide Stormwater Quality Management Program,Technical Guidance Manual for Stormwater Quality Control Measures. July,2002. • January 2003 California Stormwater BMP Handbook 3 of 3 Industrial and Commercial Appendix E • Soils Report INLAND, INC. •eotechnical Consulting PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED COMMERCIAL BUILDING LOCATED AT 41755 ENTERPRISE CIRCLE SOUTH, CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA Project No. 1061316-10 • Dated.April 18,2006 Prepared For: Mr. Lorenzo Varela TEMECULA GLASS 43885 Highlander Drive Temecula, California 92592 i 41531 Date Street• Murrieta• CA 92562-7086 •(951)461-1919• Fax(951)461-7677 IMINLANDlINC. otechnical Consulting Project No. 1061326-1 0 ri1 18, 2006 Mr. Lorenzo Varela TEMECULA GLASS 43885 Highlander Drive Temecula, California 92592 Subject. Preliminary Geotechnical Investigation for the Proposed Commercial Building Located at 41755 Enterprise Circle South, City of Temecula, Riverside County, California LGC Inland, Inc. (LGC) is pleased to submit herewith our geotechnical investigation report for the approximately 0.8 acre parcel, Assessors Parcel Number 909-270-024, located at 41755 Enterprise Circle South, and in the City of Temecula, County of Riverside, California. This work was performed in accordance with the scope of work outlined in our proposal, dated March 23, 2006. This report presents the results of our field investigation, laboratory testing and our engineering judgment, opinions, conclusions and recommendations pertaining to the geotechnical design aspects of the proposed development. It has been a pleasure to be of service to you on this project. Should you have any questions regarding the ntent of this report or should you require additional information, please do not hesitate to contact this office at Our earliest convenience. Respectfully submitted, LGCINLAND, INC. 7�r Mark Bergmann President CW/SMP/ko/kg Distribution: (6) Addressee • 41631 Date Street• Murrieta•CA 92562-7086 •(951)461-1919• Fax(951)461-7677 TABLE OF CONTENTS action Page 1.0 INTRODUCTION........................................................................................................................................1 1.1 Purpose and Scope of Services................................................................................................................1 1.2 Location and Site Description .................................................................................................................1 1.3 Proposed Development and Grading.......................................................................................................3 2.0 INVESTIGA TION A ND LABORATORY TESTING................................................................................I....3 2.1 Field Investigation ...................................................................................................................................3 2.2 Laboratory Testing 3 3.0 FINDINGS...................................................................................................................................................4 3.1 Regional Geologic Setting 4 3.2 Local Geology and Soil Conditions.........................................................................................................4 3.3 Groundwater............................................................................................................................................4 3.4 Faulting....................................................................................................................................................6 3.5 Landslides................................................................................................................................................6 4.0 CONCLUSIONS AND RECOMMENDATIONS..........................................................................................6 4.1 General ....................................................................................................................................................6 4.2 Earthwork................................................................................................................................................6 4.2.1 General Earthwork and Grading Specifications.............................................................................6 4.2.2 Clearing and Grubbing 6 4.2.3 Excavation Characteristics..............................................................................................................7 4.2.4 Groundwater and Subdrain Systems................................................................................................7 • 4.2.5 Ground Preparation—Fill Areas ....................................................................................................7 4.2.6 Disposal of Oversize Rock...............................................................................................................7 4.2.7 Fill Placement..................................................................................................................................7 4.2.8 Import Soils or Grading 7 4.2.9 Cut/Fill Transition Lots...................................................................................................................8 4.2.10 Shrinkage, Bulking and Subsidence.................................................................................................8 4.2.11 Geotechnical Observations..............................................................................................................9 4.3 Post Grading Considerations ..................................................................................................................9 4.3.1 Slope Landscaping and Maintenance..............................................................................................9 4.3.2 Site Drainage...................................................................................................................................9 4.3.3 Utilitv Trenches................................................................................................................................9 5.0 SEISMIC DESIGN CONSIDERATIONS...................................................................................................10 5.1 Ground Motions.....................................................................................................................................10 5.2 Secondary Seismic Hazards...................................................................................................................11 5.3 Liquefaction ...........................................................................................................................................11 6.0 TENTA TIVE FOUNDA TION DESIGN RECOMMENDA TIONS..............................................................12 6.1 General..................................................................................................................................................12 6.2 Allowable Bearing Values......................................................................................................................12 6.3 Settlement...............................................................................................................................................12 6.4 Lateral Resistance..................................................................................................................................12 6.5 Footing Observations.............................................................................................................................12 6.6.1 Low Expansion Potential(Expansion Index of 21 to 50) ..............................................................13 6.7 Corrosivity to Concrete and Metal.........................................................................................................14 • 6.8 Structural Setbacks.................................................................................................................................15 7.0 RETAINING WALLS..................................................................................................................................15 7.1 Active and At-Rest Earth Pressures.......................................................................................................15 7.2 Drainage................................................................................................................................................16 •7.3 Temporary Excavations.........................................................................................................................16 7.4 Wall Backfill................................................................................................... —....................................16 8.0 CONCRETE FLATWORK.........................................................................................................................16 8.1 Thickness and Joint Spacing ..............................................16 8.2 Subgrade Preparation............................................................................................................................17 9.0 PRELIMINARYASPHALTIC CONCRETE PAVEMENT DESIGN..........................................................17 10.0 GRADING PLAN REVIEW AND CONSTRUCTION SER VICES.............................................................18 11.0 INVESTIGATION LIMITATIONS.............................................................................................................18 Attachments: Figure 1—Site Location Map (Page 2) Figure 2—Regional Geologic Map (Page 5) APPENDIX A—References (Rear of Text) APPENDIX B—Boring Logs (Rear of Text) APPENDIX C —Laboratory Testing Procedures and Test Results (Rear of Text) APPENDIX D—Seismicity (Rear of Text) APPENDIX E—Liquefaction Analysis (Rear of Text) APPENDIX F—Asphaltic Concrete Pavement Calculations (Rear of Text) APPENDIX G— General Earthwork and Grading Specifications (Rear of Text) Plate I —Geotechnical Map (In Pocket) • • Project No. I061326-10 Page ii April 18, 2006 1.0 INTRODUCTION �C Inland, Inc. (LGC) is pleased to present this geotechnical investigation report for the subject property. The purposes of this investigation were to determine the nature of surface and subsurface soil conditions, evaluate their in-place characteristics, and then provide preliminary grading and foundation design recommendations based on the accompanying site map provided by you. The general location of the property is indicated on the Site Location Map (Figure 1). The Site Plan you provided was used as the base map to show geologic conditions within the subject site (see Geotechnical Map,Plate 1). 1.1 Purpose and Scope of Services The purposes of this investigation were to obtain information on the surface/subsurface soil and geologic conditions within the subject site, evaluate the data, and then provide preliminary grading and foundation design recommendations. The scope of our investigation included the following: Review of readily available published and unpublished literature and geologic maps pertaining to active and potentially active faults that lie in close proximity to the site which may have an impact on the proposed development (see Appendix A, References). Field reconnaissance to observe existing site conditions and coordinate with Underground Service Alert to locate any known underground utilities. Geologic mapping of the site. • Excavating, logging, and selective sampling of four (4) hollow-stem-auger borings to depths between 211h to 56`/2 feet. Exploration locations are shown on the enclosed Geotechnical Map (Plate 1) and descriptive logs are presented in Appendix B. Laboratory testing and analysis of representative samples of soil materials (bulk and undisturbed) obtained during exploration to determine their engineering properties(Appendix C). Engineering and geologic analysis of the data with respect to the proposed development. An evaluation of faulting and seismicity of the region as it pertains to the site (Appendix D). Liquefaction potential analysis (Appendix E). Preliminary asphaltic concrete pavement analysis (Appendix F). Preparation of General Earthwork and Grading Specifications (Appendix G). Preparation of this report presenting our Findings, conclusions and preliminary geotechnical recommendations for the proposed development. 1.2 Location and Site Description • The subject site is located at 41755 Enterprise Circle South in the City of Temecula, Riverside County, California. The general location of the site is shown on the Site Location Map (Figure 1). g4 f �H t' �„,• ���� 9 > xf _ m 4 I iscbROn r^� 5� raw• �3• 110 ud�2uxooal'N 'y ?i E8-'� -T- Yz. lya 'v1•,.,.._ / ? fir' � \ P � jf t`1J ✓r Or 'ai - ss •t. <� t �t�� •„n e Ar lei m i ,* � "B°'_ anM tip •a 3 `�1'g� rksa zizmm, •"k' . - ��...'�+� .� `a qj 1D .a �t t d yj�P{I � ed ,�`�PGC � �t V.� � -• � "®2004 DeLorme(www.delanne.aom)Topo USAW- ® Pro ect Name TEMECULA GLASS FIGURE 1 Pro'ect No. 1061329-10 SITE LOCATION MAP Geol./ En MB/SMP s s ® Scale NOT TO SCALE The topography of the site is relatively flat. The general elevation of the property is 1015 feet above mean sea level (msl) with differences of less than 5t feet across the entire site. Local drainage is • generally directed to the southwest. No underground structures are known to exist at the site. The property has been previously graded but left vacant. There are two large storage/disposal containers in the northwestern corner. Vegetation consists of a sparse cover of weeds/grasses. Commercial buildings exist to the northeast and southwest, an alley to the northwest, and Enterprise Circle South to the southeast form the property boundaries. 1.3 Proposed Development and Grading The proposed commercial development is expected to consist of a steel framed one-story structure utilizing slab on ground construction with associated streets, landscape areas, and utilities. The proposed development includes one (1)building within the site. The plans you provided were utilized in our investigation and form the base for our Geotechnical Map (Plate 1). Since the site has never been rough graded and due to the elevations of the existing development to the northeast and southwest, LGC assumes that existing grade elevations will remain essentially unchanged. Proposed cut and fill slopes should be less than 5 feet in height. 2.0 IIyVESTIGATIONAND LABORATORY TESTING 2.1 Field Investigation • Subsurface exploration within the subject site was performed on April 1, 2006 for the exploratory borings. A hollow-stem-auger drill rig was utilized to drill four(4) borings throughout the site to depths ranging from 211/2 to 56'/2 feet. Prior to the subsurface work, an underground utilities clearance was obtained from Underground Service Alert of Southern California. Earth materials encountered during exploration were classified and logged in general accordance with the Visual-Manual Soils Descriptions and Identification procedures of ASTM D 2488. The approximate exploration locations are shown on Plate 1 and descriptive logs are presented in Appendix B. Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively undisturbed samples of soil materials for laboratory testing. The relatively undisturbed samples were obtained with a 3-inch outside diameter modified California split-spoon sampler lined with 1-inch high brass rings. In addition, samples were obtained using a Standard Penetration Test (SPT) sampler. The soil samples obtained with the hollow stem auger drill rig, were driven mechanically with successive 30- inch drops of an automatic 140-pound, sampling hammer. The blow count for each six inch increment was recorded in the boring logs. The central portions of the driven-core samples were placed in sealed containers and transported to our laboratory for testing. 2.2 Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, R-value, consolidation, pH, • resistivity, sulfate content, chloride content, and in-situ density/moisture content were determined for selected undisturbed and bulk samples of soil materials, considered representative of those encountered. A brief description of laboratory test criteria and summaries of test data are presented in Appendix C. Project No. 1061326-10 Paize 3 April 18, 2006 An evaluation of the test data is reflected throughout the Conclusions and Recommendations section of this report. q3 Aerial Photograph Interpretation No strong geomorphic lineaments were interpreted to project through the site during our review of aerial photographs of the subject property. Geomorphic evidence of active landsliding was not observed on the site. A table summarizing the aerial photographs utilized in our geomorphic interpretation of lineaments and landslides is included in Appendix A - Aerial Photograph Interpretation Table. 3.0 FINDINGS 3.1 Regional Geologic Setting Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by steep, elongated valleys that trend west to northwest. The northwest-trending topography is controlled by the Elsinore fault zone, which extends from the San Gabriel River Valley southeasterly to the United States/Mexico border. The Santa Ana Mountains lie along the western side of the Elsinore fault zone, while the Perris Block is located along the eastern side of the fault zone. The mountainous regions are underlain by Pre-Cretaceous, metasedimemary and metavolcanic rocks and Cretaceous plutonic rocks of the Southern California Batholith. Tertiary and Quaternary rocks are generally comprised of non-marine sediments consisting of sandstone, mudstones, conglomerates, and occasional volcanic units. A map of the regional geology is presented on the • Regional Geologic Map, Figure 2. 3.2 Local Geology and Soil Conditions The earth materials on the site are primarily comprised of artificial fill and Quaternary young alluvial valley materials. A general description of the earth materials observed on the site is provided in the following paragraphs: Artificial Fill Undocumented (map symbol Afu): Undocumented artificial fill materials were encountered throughout the site in the upper seven (7) feet within the borings. These materials are typically locally derived from the native materials and consist generally of light yellowish olive to medium reddish brown clayey sand with gravel. These materials are generally inconsistent, poorly consolidated fills. • Ouaternary Youn¢ Alluvial Valley Deposits (map symbol Oyv): Quaternary young alluvial valley deposits were encountered from approximately 7 feet to a maximum depth of 56'/2 feet. This alluvial unit consists predominately of interbedded yellowish brown to grayish black, fine to coarse grained silty sand, fine to coarse grained sand, silty clayey sand, sandy clay, and sandy silt. This unit is generally moist and loose to dense (soft to medium stiff) in condition. 3.3 Groundwater • Groundwater was encountered at varying depths, ranging from 12'/2 to 19'/2 feet. Project No. 1061326-10 Page 4 April 18, 2006 Y•a ��r� i r �` �r /T�r/(l� s '✓ z�'S.- f _ � 4 IF ;.X`oO.r. Reservov 1 aWYEL r\ ti Cr-0d' �o Oso Reseroorr° _, II061129-Id TFAiEGLLA 6.A55 � -P' 4 4 awnwna�TE sftE iauic s _ AV `V l a Bois' C' U ,�yc�, r /"/_fit .k. � •{ t� - � �. ��\a \`\ , �...f 1 u OIr [pert .�� PREUMINARYGEOLOGIC MAP OF THE MURRIETA 7.6 QUADRANGLE.RIVERSIDE COUNTY, i t CALIFORNIA Versbn to By M.P.Kennedyl and D.M.Morton2 t Digital preparatlonby Rarhet M.Alvarez2 and Grog )p Morton3 Deb Zoom I" Pro'ect Name TEMECULA GLASS___ FIGURE 2 Pro'ect No. 1061329-10 REGIONAL GEOLOGIC MAP G000En MBI SMP l s ® 1 Scale NOT TO SCALE 3.4 Faulting • The geologic structure of the entire Southern California area is dominated by northwest-trending faults associated with the San Andreas Fault system. Faults, such as the Newport-Inglewood, Whittier- Elsinore, San Jacinto and San Andreas are major faults in this system and all are known to be active. In addition, the San Andreas, Elsinore, and San Jacinto faults are known to have ruptured the ground surface in historic times. Based on our review of published and unpublished geologic maps and literature pertaining to the site and regional geology, the closest active fault producing the highest anticipated peak ground acceleration at site is the Elsinore-Temecula Fault located less than 1.4 kilometers to the northeast. This fault is capable of producing a moderate magnitude earthquake. No active faults are known to project through the site and the site does not lie within an Alquist-Priolo Earthquake Fault Zone (previously called an Alquist-Priolo Special Studies Zone). 3.5 Landslides No landslide debris was noted during our subsurface exploration and no ancient landslides are known to exist on the site. 4.0 CONCL DSIONS AND RECOMMENDATIONS 4.1 General • From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed development, provided the following conclusions and recommendations are incorporated into the design criteria and project specifications. 4.2 Earthwork 4.2.1 General Earthwork and Grading Specifications All earthwork and grading should be performed in accordance with all applicable requirements of the Grading and Excavation Code and the Grading Manual of the appropriate reviewing agency, in addition to the provisions of the 1997 Uniform Building Code (UBC), including Appendix Chapter 33. Grading should also be performed in accordance with applicable provisions of the General Earthwork and Grading Specifications (Appendix G), prepared by LGC, unless specifically revised or amended herein. 4.2.2 Clearing and Grubbing All weeds, grasses, brush, shrubs, debris and trash in the areas to be graded should be stripped and hauled offsite. During site grading, laborers should clear from fills any roots, branches, and other deleterious materials missed during clearing and grubbing operations. The project geotechnical engineer or his qualified representative should be notified at appropriate times to provide observation and testing services during clearing operations and to verify compliance with the above recommendations. In addition, any buried structures or unusual or • adverse soil conditions encountered that are not described or anticipated herein should be brought to the immediate attention of the geotechnical consultant. Project No. 1061326-10 Page 6 April 18, 2006 4.2.3 Excavation Characteristics • Based on the results of our exploration, the near surface soil materials, will be readily excavated with conventional earth moving equipment. 4.2.4 Groundwater and Subdrain Systems Groundwater was encountered during our subsurface exploration. However, groundwater is expected to be a factor during grading or construction. Although, localized groundwater could be encountered during construction due to the limited number of exploratory locations or other factors. 4.2.5 Ground Preparation —Fill Areas All existing low density and potentially collapsible soil materials, such as alluvial materials, and loose manmade fill, should be removed to underlying competent alluvium, from each area to receive compacted fill. Dense native soils are subject to verification by the project engineer, geologist or their representative. Prior to placing structural fills, the exposed bottom surfaces in each removal area should first be scarified to a depth of 6 inches or more, watered or air dried as necessary to achieve near-optimum moisture conditions and then re-compacted in-place to a minimum relative compaction of 90 percent. Based on LGC's exploration, anticipated depths of removal are shown on the enclosed Geotechnical Map (Plate 1). In general, the anticipated removal depths should vary from 10 feet. • Scarification and compaction of the bottom excavations will improve an additional 2 feet. However, actual depths and horizontal limits of any removals will have to be determined during grading on the basis of in-grading observations and testing performed by the geotechnical consultant andlor engineering geologist. 4.2.6 Disposal of Oversize Rock Oversize rock is not expected to be encountered during grading. Oversize rock that is encountered (i.e., rock exceeding a maximum dimension of 12 inches) will require special handling, such as offsite disposal or stockpiled onsite and crushed for future use. The disposal of oversize rock is discussed in General Earthwork and Grading Specifications, Appendix G. 4.2.7 Fill Placement Any fill should be placed in 6- to 8-inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content (preferred at or slightly above optimum moisture content) and then compacted in-place to a minimum of 90 percent relative compaction. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in general accordance with ASTM D 1557-00. 4.2.8 Import Soils for Grading In the event import soils are needed to achieve final design grades, all potential import materials • should be free of deleterious/oversize materials, non-expansive, and approved by the project geotechnical consultant prior to commencement of delivery onsite. Project No. 1061326-10 Page 7 April 18, 2006 4.2.9 Cut/Flll Transition Lots • To mitigate distress to structures related to the potential adverse affects of excessive differential settlement, cut/fill transitions should be eliminated from all building areas where the depth of fill placed within the "fill' portion exceeds proposed footing depths. The entire structure should be founded on a uniform bearing material. This should be accomplished by overexcavating the "cut" portion and replacing the excavated materials as properly compacted fill. Recommended depths of overexcavation are provided in the following table: DEPTH�OFF,ILLE(` tll',• oWoh),71 "DEP-,TH<'OF.=O{EREXCf1VATION.e,cut" 'ortiA Y2 to 5 feet E ual De th 5 to 10 feet 5 feet Greater than 10 feet One-half the thickness of fill placed on the "fill'portion 10 feet maximum Overexcavation of the "cut' portion should extend beyond the perimeter building lines a horizontal distance equal to the depth of overexcavation or to a minimum distance of 5 feet, whichever is greater. 4.2.10 Shrinkage Bulking and Subsidence Volumetric changes in earth quantities will occur when excavated onsite earth materials are . replaced as properly compacted fill. The following is an estimate of shrinkage and bulking factors for the various geologic units found onsite. These estimates are based on in-place densities of the various materials and on the estimated average degree of relative compaction achieved during grading. Artificial Fill 7 to 12 Alluvium 19 to 24 Subsidence from scarification and recompaction of exposed bottom surfaces in removal areas to receive fill is expected to vary from negligible to approximately 0.1-foot. The above estimates of shrinkage and subsidence are intended as an aid for project engineers in determining earthwork quantities. However, these estimates should be used with some caution since they are not absolute values. Contingencies should be made for balancing earthwork quantities based on actual shrinkage and subsidence that occurs during grading. • Proiect No. 1061326-10 Page 8 April 18, 2006 4.2.11 Geotechnical Observations • An observation of clearing operations, removal of unsuitable materials, and general grading procedures should be performed by the project geotechnical consultant or his representative. Fills should not be placed without prior approval from the geotechnical consultant. The project geotechnical consultant or his representative should also be present onsite during all grading operations to verify proper placement and adequate compaction of all fill materials, as well as to verify compliance with the other recommendations presented herein. 4.3 Post Grading Considerations 4.3.1 Slope Landscaping and Maintenance Adequate slope and pad drainage facilities are essential in the design of the finish grading for the subject site. An anticipated rainfall equivalency of 60 to 100 inches per year at the site can result due to irrigation. The overall stability of graded slopes should not be adversely affected provided all drainage provisions are properly constructed and maintained thereafter and provided all engineered slopes are landscaped with a deep rooted, drought tolerant and maintenance free plant species, as recommended by the project landscape architect. Additional comments and recommendations are presented below with respect to slope drainage, landscaping and irrigation. A discussion of drainage is given in the following section. 4.3.2 Site Drainage Positive-drainage devices, such as sloping sidewalks, graded swales and/or area drains, should be • provided around buildings to collect and direct all water away from the structures. Pad drainage should be designed for at least the minimum gradient required by the UBC with drainage directed to the adjacent drainage facilities or other location approved by the building official. Ground adjacent to foundations shall also be graded at the minimum gradient per the UBC to divert water from foundations. Neither rain nor excess irrigation water should be allowed to collect or pond against building foundations. Roof gutters and downspouts may be required on the sides of buildings where yard-drainage devices cannot be provided and/or where roof drainage is directed onto adjacent slopes. All drainage should be directed to adjacent driveways, adjacent streets or storm-drain facilities. 4.3.3 Utility Trenches All utility trench backfill within the street right-of-ways, utility easements, under sidewalks, driveways and building-floor slabs, as well as within or in proximity to slopes should be compacted to a minimum relative compaction of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required. Density testing, along with probing, should be performed by the project geotechnical engineer or their representative to verify proper compaction. For deep trenches with vertical walls, backfill should be placed in approximately 8- to 10-inch maximum lifts and then mechanically compacted with a hydro-hammer, pneumatic tampers or similar equipment. For deep trenches with sloped walls, backfill materials should be placed in approximately 6- to 8-inch maximum lifts and then compacted by rolling with a sheepsfoot • tamper or similar equipment. Project No. 1061326-10 PaQe 9 April 17, 2006 Where utility trenches are proposed parallel to any building footing (interior and/or exterior trenches), the bottom of the trench should not be located within a 1:1 (h:v) plane projected • downward from the outside bottom edge of the adjacent footing. 5.0 SEISMIC DESIGN CONSIDERATIONS 5.1 Ground Motions Structures within the site should be designed and constructed to resist the effects of seismic ground motions as provided in the 1997 UBC Sections 1626 through 1633. The method of design is dependent on the seismic zoning, site characteristics, occupancy category,building configuration,type of structural system and building height. For structural design in accordance with the 1997 UBC, a computer program developed by Thomas F. Blake (UBCSEIS, 1998) was used that compiles fault information for a particular site using a modified version of a data file of approximately 183 California faults that were digitized by the California Division of Mines and Geology and the U.S. Geological Survey. This program computes various information for a particular site, including; the distance of the site from each of the faults in the data file, the estimated slip rate for each fault and the "maximum moment magnitude"of each fault. The program then selects the closest Type A, Type B, and Type C faults from the site and computes the seismic design coefficients for each of the fault types. The program then selects the largest of the computed seismic design coefficients and designates these as the design coefficients for the subject site. The probabilistic seismic hazard analysis for the site was completed for three (3) different attenuation • relationships (Campbell & Bozorgnia, 1997, Sadigh et al., 1997, and Abrahamson & Silva, 1997). The peak ground acceleration value of 0.71 g is the mean of the three (3) values obtained. The probability of exceedance versus acceleration waves for the different attenuation relationships are presented in Appendix D. Probability curves were calculated using the computer program FRISKSP Version 4.0 (Blake, 2000). Based on our evaluation, the Elsinore-Temecula Fault zone would probably generate the most severe site ground motions with an anticipated maximum moment magnitude of 6.8 and anticipated slip rate of 5 nun/yr. The following 1997 UBC seismic design coefficients should be used for the proposed structures. These criteria are based on the soil profile type as determined by subsurface geologic conditions, on the proximity of the Elsinore-Temecula Fault and on the maximum moment magnitude and slip rate. 'i7BC 1997 TABLE-_ FACTOR . Figure 16-2 Seismic Zone 4 Table 16-1 Seismic Zone Factor Z 0.4 Table 16-U Seismic Source Type B Table 16-J Seismic Profile Type So Table 16-S Near-Source Factor, Na 1.3 Table 16-T Near-Source Factor,N, 1.6 • Table 16-Q Seismic Coefficient, Ca 0.57 Table 16-R Seismic Coefficient, C 1.02 Project No. 1061326-10 Page 10 April 18, 2006 5.2 Secondary Seismic Hazards Secondary effects of seismic activity normally considered as possible hazards to a site include several types of ground failure as well as induced flooding. Various general types of ground failures, which might occur as a consequence of severe ground shaking of the site, include land sliding, ground lurching, shallow ground rupture, and liquefaction. The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults, topography, subsurface soils, groundwater conditions, and other factors. Based on our subsurface exploration, all of the above secondary effects of seismic activity are considered unlikely. Seismically induced flooding normally includes flooding due to a tsunami (seismic sea wave), a seiche (i.e., a wave-like oscillation of the surface of water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention structure upstream of the site. Since the site is located more than 23 miles inland from the nearest coastline of the Pacific Ocean at an elevation in excess of 1015 feet above mean sea level, the potential for seismically induced flooding due to a tsunamis run-up is considered nonexistent. Since no enclosed bodies of water lie adjacent to the site, the potential for induced flooding at the site due to a seiche is also considered nonexistent. 5.3 Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soil, usually taking place within a soil medium exhibiting a uniform, line grained characteristic, loose consistency and low confining pressure when subjected to impact by seismic or dynamic loading. Factors influencing a site's potential for liquefaction include area seismicity, onsite soil type and consistency and groundwater level. The • project site will be underlain by compacted fill and competent alluvium with groundwater at a depth of approximately 121/2 feet. The potential for earthquake induced liquefaction within the site is considered low due to the recommended engineered fill, high fines contents, and the dense nature of the deeper onsite soils. Liquefaction analyses were performed for the existing (un-graded) and graded site conditions. The soil and groundwater conditions encountered in Boring 1 were utilized in our analyses. Our field investigation indicated groundwater to be at a depth of 121/2 feet below the existing surface in Boring 1. A conservative level of 5 feet was used for the liquefaction analyses to represent the historic high groundwater level. Our analyses of post graded conditions indicated potentially liquefiable soils in Boring 1 at a depth of 32 to 39, and 44 to 53 feet below the existing ground surface. However, the effects of liquefaction should not be a factor due to the recommended grading and the depth of the liquefiable soils along with the volume of overburden materials above the liquefiable zone. Therefore in accordance with Fig. 10 of Ishihara (1995) liquefaction should not manifest itself at the surface. In addition, dynamic settlement of sands due to liquefaction is estimated at 2.22 inches. The results of the liquefaction and the dynamic settlement of sands analyses are presented in Appendix E. Project No. 1061326-10 Page 11 April 18, 2006 6.0 TENTATIVE FOUNDATION DESIGN RECOMMENDATIONS General Provided site grading is performed in accordance with the recommendations of this report, conventional shallow foundations are considered feasible for support of the proposed structures. Tentative foundation recommendations are provided herein. However, these recommendations may require modification depending on as-graded conditions existing within the building site upon completion of grading. 6.2 Allowable Bearinz Values An allowable bearing value of 1,500 pounds per square foot (psf) is recommended for design of 24-inch square pad footings and 12-inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional 1-foot of width to a maximum value of 3,000 psf. Recommended allowable bearing values include both dead and live loads and may be increased by one-third when designing for short duration wind and seismic forces. 6.3 Settlement Based on the general settlement characteristics of the soil types that underlie the building sites and the anticipated loading, it has been estimated that the maximum total settlement of conventional footings will be less than approximately 1/4 inch. Differential settlement is expected to be about 1/2 inch over a horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. It is anticipated that the majority of the settlement will occur during construction or shortly thereafter as loads are is applied. The above settlement estimates are based on the assumption that the grading and construction is performed in accordance with the recommendations presented in this report and that the project geotechnical consultant will observe or test the soil conditions in the footing excavations. 6.4 Lateral Resistance A passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to determine lateral bearing resistance for footings. Where structures are planned in or near descending slopes,the passive earth pressure should be reduced to 150 psf per foot of depth to a maximum value of 1,500 psf. In addition, a coefficient of friction of 0.36 times the dead load forces may be used between concrete and the supporting soils to determine lateral sliding resistance. The above values may be increased by one-third when designing for short duration wind or seismic forces. When combining passive and friction for lateral resistance, the passive component should be reduced by one third. The above values are based on footings for an entire structure being placed directly against compacted fill. In the case where footing sides are formed, all backfill placed against the footings should be compacted to a minimum of 90 percent of maximum dry density. 6.5 Footine Observations All foundation excavations should be observed by the project geotechnical engineer to verify that they have been excavated into competent bearing materials. The foundation excavations should be observed prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat, • level and square. All loose, sloughed or moisture-softened soil should be removed prior to concrete placement. Project No. I061326-10 Page 12 April 18, 2006 Materials from footing excavations should not be placed in slab on grade areas unless the soils are compacted to a minimum 90 percent of maximum dry density. 4?6 Expansive Soil Considerations Results of preliminary laboratory tests indicate onsite earth materials exhibit an expansion potential of LOW as classified in accordance with 1997 UBC Table 18-I-B. Accordingly, expansive soil conditions should be evaluated during and at the completion of rough grading. 6.6.1 Low Expansion Potential(Expansion Index of 21 to 50) Onsite soils may exhibit a LOW expansion potential as classified in accordance with Table 18-I-B of the 1997 Uniform Building Code (UBC). The 1997 UBC specifies that slab on ground foundations (floor slabs) resting on soils with expansion indices greater than 20, require special design considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in 1997 UBC Section 1815 are based on the thickness and plasticity index of each different soil type existing within the upper 15 feet of the building site. For preliminary design purposes, we have assumed an effective plasticity index of 12 in accordance with 1997 UBC Section 1815.4.2. 6.6.LI Footings • Exterior continuous footings may be founded at the minimum depths indicated in UBC Table 18- I-C (i.e. 12-inch minimum depth for one-story and 18-inch minimum depth for two-story • construction). Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous footings should have a minimum width of 12 and 15 inches, for one-story and two-story buildings, respectively, and should be reinforced with a minimum of two (2)No. 4 bars, one (1) top and one (1) bottom. &6.1.2 Building Floor Slabs The project architect or structural engineer should evaluate minimum floor slab thickness and reinforcement in accordance with 1997 UBC Section 1915 based on an assumed effective plasticity index of 12. Unless a more stringent design is recommended by the architect or the structural engineer, we recommend a minimum slab thickness of 4 inches reinforced with No. 3 bars spaced a maximum of 18 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth. • Project No. 1061326-10 PaQe 13 April 18, 2006 Interior floor slabs with moisture sensitive floor coverings should be underlain by a 15-mil thick moisture/vapor barrier to help reduce the upward migration of moisture from the underlying • subgrade soils. The moisture/vapor barrier product used should meet the performance standards of an ASTM E 1745 Class A material, and be properly installed in accordance with ACI publication 302. It is the responsibility of the contractor to ensure that the moisture/vapor barrier systems are placed in accordance with the project plans and specifications, and that the moisture/vapor retarder materials are free of tears and punctures prior to concrete placement. Additional moisture reduction and/or prevention measures may be needed, depending on the performance requirements of future interior floor coverings. Recommendations are traditionally included with geotechnical foundation recommendations or sand layers placed below slabs and above/below vapor barriers and retarders for the purpose of protecting the barrier/retarder and to assist in concrete curing. Sand layer requirements are the purview of the foundation engineer/structural engineer, and should be provided in accordance with ACI Publication 302 "Guide for Concrete Floor and Slab Construction". From a geotechnical perspective, a I-inch layer of sand over the moisture barrier should be the minimum. These recommendations must be confirmed (and/or altered) by the foundation engineer, based upon the performance expectations of the foundation. Ultimately, the design of the moisture retarder system and recommendations for concrete placement and curing are the purview of the foundation engineer, in consideration of the project requirements provided by the architect and developer. Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to achieve a moisture content that is at least equal or slightly greater than optimum moisture • content. This moisture content should penetrate to a minimum depth of 12 inches into the subgrade soils. 6.7 Corrosivity to Concrete and Metal The National Association of Corrosion Engineers (MACE) defines corrosion as "a deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint, the "environment' is the prevailing foundation soils and the "substances" are the reinforced concrete foundations or various buried metallic elements. Some of the many factors that can contribute to corrosivity, include the presence of chlorides, sulfates, salts, organic materials, different oxygen levels, poor drainage, different soil types, and moisture content. In general, soil environments that are detrimental to steel include high concentrations of chloride measured per California Test Method (CTM) 422 and/or pH values of less than 5.5 measured per CTM 643. Another major factor contributing to soil corrosivity to buried metal is low resistance to electrical current (resistivity), which can be measured using CTM 643. The minimum amount of chloride in the soil environment that is considered corrosive to buried steel is 500 ppm. As the soil resistivity measured in ohm-cm decreases, the corrosion potential increases. Soil resistivity test results less than 1,000 ohm- cm are generally considered very highly corrosive to buried steel. Based on limited preliminary laboratory testing and the generally accepted criteria described above, it is our opinion that onsite soils should be considered moderately corrosive to buried ferrous metals. • Project No. 10 61 32 6-1 0 PaQe 14 April 18, 2006 Table 19-A-4 of the U.B.C., 1997, provides specific guidelines for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent by weight. Based on limited preliminary laboratory testing performed on samples from the project area using CTM 417, the onsite soils are classified as having a negligible sulfate exposure condition in accordance with Table 19-A-4, of U.B.C., 1997. Therefore, in accordance with Table 19-A-4 structural concrete in contact with earth materials should have cement of Type I or II. Table 19-A-2 refers to corrosion protection for reinforced concrete exposed to chlorides. Based on limited preliminary laboratory testing performed on samples from the project area using CTM 422, the onsite soils have chloride contents less than 500 ppm. In accordance with Table 19-A-2, requirements for special exposure conditions are not required due to chloride contents. These test results are based on limited samples of the subsurface soils. The initiation of grading at the site could blend various soil types and import soils may be used Locally. These changes made to the foundation soils could alter and increase the detrimental properties of the soil. Accordingly, it is recommended that additional testing be performed at the completion of grading. Laboratory test results are presented in Appendix C. LGC does not employ a registered corrosion engineer, therefore, we recommend that you consult with a competent registered corrosion engineer and conduct additional testing (if required) to evaluate the actual corrosion potential of the site and provide recommendations to mitigate the corrosion potential with respect to the proposed improvements. The recommendations of a registered corrosion engineer may supersede the above requirements. 6.8 Structural Setbacks • Structural setbacks, in addition to those required per the UBC, are not required due to geologic or geotechnical conditions within the site. Building setbacks from slopes, property lines, etc. should conform to 1997 UBC requirements. 7.0 RETAINING WALLS 7.1 Active and At-Rest Earth Pressures An active earth pressure represented by an equivalent fluid having a density of 40 pounds per cubic foot (pcf) should tentatively be used for design of retaining walls up to 10 feet high retaining a drained level backfill. Where the wall backfill slopes upward at 2:1 (h:v), the above value should be increased to 63 pcf. All retaining walls should be designed to resist any surcharge loads imposed by other nearby walls or structures in addition to the above active earth pressures. For design of retaining walls that are restrained at the top, an at-rest earth pressure equivalent to a fluid having a density of 60 pcf should tentatively be used for walls up to 10 feet high supporting a level backfill. This value should be increased to 95 pcf for ascending 2:1 (h:v) backfill. All retaining walls should be designed to resist any surcharge loads imposed by other nearby walls or structures in addition to the above at-rest earth pressures. • Project No. 1061326-10 Page 15 April 18, 2006 Several preliminary equivalent fluid pressures for typical scenarios have been provided above for preliminary design purposes. However, upon request and under a separate scope of work, more detailed • analyses and/or laboratory testing can be provided to address equivalent fluid pressures with regard to actual retaining wall heights, specific backfill materials, etc. For example, the use of select granular backfill materials with a sand equivalency of at least 30 and lower retaining wall heights could significantly reduce the previous values. 7.2 Drainage Weep holes or open vertical masonry joints should be provided in retaining walls to prevent entrapment of water in the backfill. Weep holes, if used, should be 3 inches in minimum diameter and provided at minimum intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind the weep holes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 140N or equivalent. In lieu of weep holes or open joints, a perforated pipe and gravel subdrain may be used. Perforated pipe should consist of 4-inch minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid down. The pipe should be embedded in 1'/x cubic feet per foot of/<- or 1'/2-inch open graded gravel wrapped in filter fabric. Filter fabric may consist of Mirafi 140N or equivalent. The backfilled side of the retaining wall supporting backfill should be coated with an approved waterproofing compound to inhibit infiltration of moisture through the walls. 0.3 Temporary Excavations All excavations should be made in accordance with OSHA requirements. LGC is not responsible for job site safety. 7.4 Wall Backfill Retaining-wall backfill materials should be approved by the soils engineer prior to placement. All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or air dried as necessary to achieve near optimum moisture conditions and compacted in place to a minimum relative compaction of 90 percent. 8.0 CONCRETE FLATWORK 8.1 Thickness and Joint Spacing To reduce the potential of unsightly cracking, concrete sidewalks and patio type slabs should be at least 3'/z inches thick and provided with construction or expansion joints every 6 feet or less. Any concrete driveway slabs should be at least 5 inches thick and provided with construction or expansion joints every 10 feet or less. • Project Mo. 1061326-10 Paize 16 April 18, 2006 8.2 Suberade Preparation • As a further measure to minimize cracking of concrete flatwork, the subgrade soils underlying concrete flatwork should first be compacted to a minimum relative compaction of 90 percent and then thoroughly wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture should extend to a depth of 12 inches below subgrade and be maintained in the soils during the placement of concrete. Pre-watering of the soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. A representative of the project geotechnical engineer should observe and verify the density and moisture content of the soils and the depth of moisture penetration prior to placing concrete. 9.0 PRELIMINARYASPHALTIC CONCRETE PAVEMENT DESIGN A representative sample of soil was tested. The laboratory test results indicated an R-value of 18. Assumed Traffic Indicies are presented in the table below. This table shows our minimum recommended street sections. Further evaluation should be carried out once grading is complete, and R-values have been confirmed. The following asphaltic concrete pavement sections have been computed in accordance with the State of California design procedures. These and alternative asphaltic concrete pavement calculations are attached in Appendix E. r,, _.. _. l xr eg =m�,�Prehmena . As haltac Concrete�Pavement�Dest rive • Assumed Traffic Index 5.0 6.0 7.0 Design R-value 18 18 18 AC Thickness 0.25 feet 0.25 feet 0.30 feet AB Thickness 0.70 feet 1.00 feet 1.20 feet Notes: AC—Asphaltic Concrete(feet) AB —Aggregate Base (feet) Subgrade soil immediately below the aggregate base (base) should be compacted to a minimum of 95 percent relative compaction based on ASTM D 1557 to a minimum depth of 12 inches. Final subgrade compaction should be performed prior to placing base or asphaltic concrete and after all utility trench backfills have been compacted and tested. Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of California Standard Specifications or crushed aggregate base conforming to Section 200-2 of the Standard Specifications for Public Works Construction (Greenbook). Base materials should be compacted to a minimum of 95 percent relative compaction based on ASTM D 1557. The base materials should be at or slightly below optimum moisture content when compacted. Asphaltic concrete materials and construction should conform to Section 203 of the Greenbook. • Project No. 10 61 3 2 6-1 0 Page 17 April 18, 2006 10.0 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES his report has been prepared for the exclusive use of TEMECULA GLASS to assist the project engineer and architect in the design of the proposed development. It is recommended that LGC be engaged to review the final design drawings and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly interpreted and are incorporated into the project specifications. If LGC is not accorded the opportunity to review these documents, we can take no responsibility for misinterpretation of our recommendations. We recommend that LGC be retained to provide geotechnical engineering services during construction of the excavation and foundation phases of the work. This is to observe compliance with the design, specifications or recommendations and to allow design changes in the event that the subsurface conditions differ from those anticipated prior to the start of construction. If the project plans change significantly (e.g., building loads or type of structures), we should be retained to review our original design recommendations and their applicability to the revised construction. If conditions are encountered during the construction operations that appear to be different than those indicated in this report, this office should be notified immediately. Design and construction revisions may be required. 11.0 INVESTIGATION LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar rcumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other arranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is based on data obtained from limited observations of the site, which have been extrapolated to characterize the site. While the scope of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical investigation can completely eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during construction. This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants and incorporated into the plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable. The findings of this report are valid as of the present date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings,conclusions, and recommendations presented in this report can be relied upon only if LGC has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party's Dole risk. Project No. 1061326-10 Page 18 April 18, 2006 In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by �nges outside our control. Therefore, this report is subject to review and modification. The opportunity to be of service is appreciated. Should you have any questions regarding the content of this report, or should you require additional information, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGC INLAND, INC. C ad E. Wellke',/CEG 2378, PE 6371 a(114U NO St phen M. Poole,GE 692 Associate Geologist/Engineer Vice President QQpFESS1p try }} FF o Principal Engineer PMIC114e_o E . 692 G xp � e C CW/SMP/ko/kg �q�of cn4+F� fro Project No. 1061326-10 Page 19 April 18, 2006 APPENDIX A REFERENCES APPENDIX A • References Blake, T.F., 1998b, UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources. 2000, FRISKSP, Version 4.0, A Computer Program for the Probabilistic Estimation of Peak Acceleration and uniform Hazard Spectra Using 3-D Faults as Earthquake Sources. Campbell K.W. and Bozorgnia, Y., 1994 Near Source Attenuation of Peak Horizontal Acceleration from Worldwide Accelerograms Recorder from 1957 to 1993; Proceedings of the fifth U.S. National Conference on Earthquake Engineering,Vol III,Earthquake Engineering Institute, pp. 283-292. California Division of Mines and Geology, 1976, Geologic Hazards in Southwestern San Bernardino County, California, Special Report 113. Campbell K.W., 1997, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity and Pseudo-Absolute Acceleration Response Spectra, Seismological Research Letters,Vol. 68,No. 1, pp. 154-179. DeLorme, 2004, (www.delorme.com) Topo USA& �temational Conference of Building Officials, 1997, Uniform Building Code, Structural Engineering Design Provisions. 1998,Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, Prepared by California Division of Mines and Geology. Ishihara, K., 1995, Effects of At-Depth Liquefaction on Embedded Foundations during Earthquakes, Proc. 10"' Asian Regional Conference on Soil Mechanics and Foundation Engineering, August 29-September 2, Beijing,China. Jenkins, Olaf P., 1978, Geologic Map of California, Santa Ana Sheet; CDMG, Scale 1:250,000. Kennedy, M.P., 1977, Regency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, California Division of Mines and Geology Special Report 131. Morton, D.M., Hauser, Rachel M., and Ruppert, Kelly R., 2004,Preliminary Digital Geologic Map of the Santa Ana 30'x 60' Quadrangle, Southern California, Version 2.0: U.S. Geological Survey Open-File Report 99-0172. Morton, D.M., Hauser, Rachel M., and Ruppert, Kelly R., 2004, Preliminary Digital Geologic Map of the Temecula 7.5 Minute Quadrangle, Southern California, Version 1.0: U.S. Geological Survey Open-File Report 99-0172. • Aerial Photograph Interpretation Table `.. rt. '` ✓ .. .m x.F,L1GHT.NUMBERx . 'T' . .:SCALE .P', ^, DATE„_ _ 4-12-00 18-20 1"= 1,600' 12-8-83 360, 361 1"= 1,600' 6-20-74 959 1"=2,000- • Prn iart Nn 1061?7F_10 Pnoa 7 April 1R M06 APPENDIX B BORING LOGS Geotechnical Boring Log B- 1 Date: 04-01-2006 Project Name: Temecula Glass Pagel of 2 act Number: 1061326-10 Logged By: JAM ling Company: 211 T pe of Rig: CME-55 Drive Weight(Ibs): 140 Drop(in): 30 Hole Die (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Ma c CO n c� y O o o H d E o U u m o CO a a) a E o o � a) m in rj CD DESCRIPTION ~ 0 Bay-1 Afu Artificial Fill(Undocumented): El, MAX, 0s SC Clayey SAND; light yellowish to medium reddish brown, slightly moist, Sulfate dense, fine to coarse sand 20 25 R-1 89.0 8.0 30 Bag-2 5 13 5-T 33 31 R-2 1116.31 4.2 4 Qyy Quatemary Young Alluvial Valley Deposits: 5 R-3 112.7 4.1 SM Silty SAND; black, slightly moist, medium stiff, fine sand, trace 5 calcium carbonate Q --6-- ----- ---- ----- 5 ML Sandy SILT; dark brown to black, moist, medium stiff, fine sand 3 R4 100.4 16.2 Bag-3 10-15. p groundwater at 12 1/2 feet 15 1 3 3 SPT-1 - 30.0 wet 20 3 4 5 R-5 90.5 29.2 yellowish olive brown, fine to medium sand, trace coarse sand 25 2 3 3 Syr-2 - 28•0 reddish brown, lenses of increased sand 0 p Geotechnical Boring Log B- 1 Date: 04-01-2006 Project Name: Temecula Glass Pa e 2 of 2 act Number: 1061326.10 Logged By: JAM ling Company: 2R Type of Ri : CME-55 Drive Weight(lbs): 140 Drop(in): 30 Hole Dia(in): 8 op of Hole Elevation (ft): Hole Location: See Geotechnical Ma c rn �o a U C O o O F 'o c _� E o a p �'„ o o m cn o DESCRIPTION 30 12 - - ------- ------ ------ -------------------------'--- --------------- - -------------------------------------------------- R8 94.6 26.0 SM Silty SAND; yellowish brown, moist, medium dense,fine to medium sand 35 2 5 SPT-3 - 19.3 moist, lenses of yellowish brown SAND 40 22 so R.7 117.9 15.6 grey to black, dense, fine to coarse sand ---- --- ---------------------------------------------------------- ---------------- -- -- -- — -- - -- --Sp - SAND; dark olive brown, medium dense, interfingered with lenses o 45 4 Sandy SILT 10 SPT-4 - - ----- ----- ------- ------ ---' ---------------- SM Silty SAND; dark grey, moist, medium dense, fine to coarse sand 50 1 5 a 15 R8 114.6 16.2 55 T 11 17 25 _ _ _ No Recovery Total Depth:56%feet Groundwater at 12% feet 60 Geotechnical Boring Log B- 2 Date: 04-01.2006 Project Name: Temecula Glass Page 1 of 1 ect Number: 1061326-10 Logged By: JAM ing Company: 2R T e of Rig: CME-55 Drive Weight(Ibs): 140 Drop(in): 30 Hole Dia (in): 8 op of Hole Elevation (ft): Hole Location: See Geotechnical Ma L a N o z c E o U fl N .o N CL 3 E `n fl o ca o o m W o DESCRIPTION 0 Bag-1 Aft1 Artificial Fill affidocumented►: pH, SC Clayey SAND;yellowish olive brown, slightly moist, medium dense, Resistivity, fine to coarse sand Chloride 9 79 12 R-1 112.4 8.4 5 5 S R-2 110.8112.31 dark brown, loose, fine to coarse gravel no Alluvial Valley Deoosits: 2 Oyv Quaternary You 3 R-3 103.4 17.4 SM Silty SAND; olive brown, moist, loose, fine to medium sand 6 10 ------ ------ ------- -------------------------- ----------------------------------- --------- - 4 CL Sandy CLAY; olive brown,wet, medium stiff, fine to medium sand, 5 R-4 85.0 33.5 abundant porosity, interfingered with dark brown CLAY ----- ----- ------- ----- ------- ---------------------------------------------- -------------- --------------- ---------------- ML Sandy SILT; medium reddish brown, wet, medium stiff, fine sand S groundwater at 14 feet 15 2 2 3 SPT-1 — — 20 3 3 4 R-5 - - dark grey to black, fine sand Total Depth:21%: feet Groundwater at 14 feet 25 30 Geotechnical Boring Log B- 3 Date: 04-01.2006 Project Name: Temecula Glass Page 1 of 1 ect Number: 1061326.10 Logged By: JAM ling Company: 211 Type of Rig: CME-55 Drive Weight (lbs): 140 Drop in): 30 Hole Dia (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Ma a U) co a Cn c o =) O o U a) c c� E o—' o u) m 3o m o in cn o 0 DESCRIPTION 0 Afu Artificial Fill(undocumented): SC Clayey SAND; yellowish olive brown, slightly moist, dense, fine to coarse sand,fine to coarse gravel 24 33 R-1 115.6 4.9 34 5 25 31 3' R-2 89.1 5.2 6 QYv Quaternary Youna Alluvial Valley osits: B R-3 91.6 16.1 SGSM Silty, Clayey SAND; dark olive brown to black, moist, loose, fine sand, 2 trace calcium carbonate 10 5 10 4 3 RA 87.7 32.4 moderately porous, abundant calcium carbonate, interfingered with Sandy SILT; dark olive brown, wet, medium stiff ----- ----- ------ ----- ------ ----------------------------------------------------------------------- ---------------- ML Sandy SILT; dark olive brown, wet, soft 15 1 1 o 2 SPT-1 - - S groundwater at 19 1/2 feet. 20 3 4 4 R-5 - - medium stiff, lacks calcium carbonate Total Depth:21Y2 feet Groundwater at 19% feet 25 30 0 APPENDIX C LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX C • Laboratory Testing Procedures and Test Results The laboratory testing program was directed towards providing quantitative and qualitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedures and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the test results. Soil Classification: Representative samples were classified with ASTM D 2487. The soil classifications '(or group symbol) are shown on the laboratory test data and/or exploratory logs. Soil classifications are supplemented with Visual-Manual Soils Descriptions and Identification with ASTM D 2488. Moisture and Density Determination Tests: Moisture content (ASTM D 2216) and dry density determinations (ASTM D 2937) were performed on relatively undisturbed samples obtained from the exploratory excavations. The results of these tests are presented in the exploratory excavation logs. Where applicable, only moisture content was determined from undisturbed or disturbed samples. Maximum Density Tests: The maximum dry density and optimum moisture content of representative samples *ere determined with ASTM D 1557. The results of these tests are presented in the table below: <`SAMPLE SAMPLE " MAXIMUMDRY OPTIMUYlaMO/STORE :bsc S. +rs.t e .. .: L'"OCATlON� �wJ1 DESCRIPTION �xf , -;,DENSITY.(pc�, z CONTENT(%), �_ B-1 @ 0-5 feet Dark Brown Clayey Sand 133.0 9.5 with Trace Gravel Expansion Index: The expansion potential of representative samples were evaluated with the Expansion Index Test, ASTM D 4829. The results of these tests are presented in the table below: � S 4MPLE k SAMPLE "° g ' ' ; EXPANSION +EXPANSION INDEX .; — . LOCATION a W � ,DESCRIPTION s ' �POTENTL9Lxx" �; B-1 @ 0-5 feet Clayey Sand 42 LOW ' Per Table 18-1-B of 1997 UBC. Consolidation: Consolidation tests were performed on selected, relatively undisturbed ring samples with ASTM D 2435 (California Modified). Results of these tests are graphically presented on Plate(s) C-1. 0 R-Value: The R-value of representative samples were determined with CTM 301. The test results are presented in the table below: • e = " ' SAMPL{EDESCRIPTLON,% ,_ V R VALUE _ „ B 2 @ 0-5 feet Clayey Sand 18 Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed with CTM 643. The results are presented in the table below: SAMPLE,®¢ AMPLE f MI1V/MUMRESISTLVITY KPH (ohin cm), , LOCATION11, E A, DESCRIPTION , - .� � �. .,, ti B-2 @ 0-5 feet Clayey Sand 7.18 2520 Soluble Sulfate, The soluble sulfate content of selected samples were determined with CTM 417. The test results are presented in the table below: ESlMPLE =a SAMPLE SULFATE,CONTENT ° p` SULFATE''XPOSURI «a B-1@ 0-5 feet Clayey Sand 0.006 Negligible • Based on the 1997 edition of the Uniform Building Code (U.B. C.),Table No. 19-A4,prepared by the International Conference of Building Officials(ICBO, 1997). Chloride Content: Chloride content was tested with CTM 422. The results are presented below: SAMPLE LOCATIONS ' SAMPLE DESGRIPT/ON. ' CLILORLDE CONTENT(ppm) - B-2 @ 0-5 feet Clayey Sand 60 • Project No. 1061326-10 Page 2 April 18, 2006 • CONSOLIDATION TEST RESULTS LOAD,ksf 0.100 1.000 10.000 100.000 0.00 5.00 c s 3 F 10.00 m 6 E `0 15.00 e 0 v 20.00 V 25.00 • 30.00 Note: Filled circle denotes readings after sample was submerged in water ID-place Remolded: Dry Density,(pef): 74.0 Moisture(%): 42.7 WATER ADDED @ ksf: 1.382 MAXIMUM LOAD,ksf: 11.02 SOIL DESCRIPTION: Sandy CLAY U.S.C.S. CL %Collapse/Swell(-): 0.22 P.N. 1061326-10 LOCATION: B-4 @ 10 feet CLIENT: Temecula Glass • Plate: C-1 APPENDIX D SEISMICITY CALIFORMA FAULT MAP 'Pemecula Glass 1100 1000 900 800 700 600 • 500 400 300 200 100 ;S 0 0 -- -100 -400 -300 -200 -100 0 100 200 300 400 500 600 • TEST • k khh'.rk ht:khkhkkhkkkhhirhk k tr * U B C S E I S t` k * version 1.03 ' k k kkkkhtrk h'.r'.rkkkh k'skhht<irk COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 1061326-10 DATE: 04-11-2006 JOB NAME: Temecula Glass FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33. 5173 SITE LONGITUDE: 117.1677 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SO • NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 21.2 km NEAREST TYPE B FAULT: NAME: ELSINORE-TEMECULA DISTANCE: 1.4 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.3 Nv: 1.6 Ca: O.S7 Cv: 1.02 Ts: 0.716 To: 0.143 h hkhkhkkkhhhkhhkhhkkhkkkhhkkkkkhkhhkkkkkkkkktrhhkkkkhkhkhkhkkhkktrhhkh * CAUTION: The digitized data points used to model faults are * limited in number and have been digitized from small- scale maps (e.g. , 1:750,000 scale) . Consequently, * the estimated fault-site-distances may be in error by * several kilometers. Therefore, it is important that * the distances be carefully checked for accuracy and * adjusted as needed, before they are used in design. tr hkhhhhhkkhkhk kkhhkhhdkhhhkhkirkkhkk hkkkkkkkhkhhhkhkkhkkhkkh.r*hktrt kh • Page 1 Appendix F • Treatment Control BMP Sizing Calculations and Design Details Worksheet 1 Design Procedure for BMP Design Volume 85th percentile runoff event Designer: Co teOFA Company: C Date: Project P4, p O 6 Location: 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T &R Section). Section (1) b. Slope value from the Design Volume Curve in Appendix A. Slope Z (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes Noe the origin,to create the graph attached? • 2. Determine Runoff Coefficient / / a. Determine total impervious area A,mmmous= (� t� _ acres (5) b. Determine total tributary area At� _ 0 1 0/ acres (6) c. Determine Impervious fraction i = (5)/(6) i = o ,70/ (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i - .78i2+ .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 /'�1�j in-acre desired V value. V = 0, 6 © acre (9) 4. Determine Design Storage Volume a. Vamp = (9)x(6) [in- acres] VBMP= tJ, p in-acre (10) b. VBMP = (10)/ 12 [ft- acres] VBMP = �4 ft-acre (11) c. VBMP = (11)x 43560 [ft) VBMP=_�_7[_ ff' (12) Notes: • 7 1 Plot Slope Value from Appendix A here 2 - — -- -- --- —- — - - ---- --- - -- --- ----- -- - ----- -- — -- i 1.8 i I 1.7 1.6 i 1.5 1.4 CO 1.3 'Z 1.2 0 1.1 m < 0.9 0 3 0.8 m 0.7 s 0.6 �� - 0 , 60 _ 0.5 0.4 0.3 i 0.2 - 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph ' kr7ma flioriF+ .� } j UO... 91 i 1 17 L ' F' ilo 1 Lit .,., I r - r o IY i { g � f i f � 79 f I `I 1 j 1 i l )� 1 1 I 1 �}'7 ' tr! ' t 'S h "11 L � •L .1 .� i { i - 1 RSW RSW RdW R3W R2W R1W • 3. Using the runoff coefficient found in step 2, determine 85th percentile unit storage volume (V°) using Figure 2 (created in step 1). 4. Determine the design storage volume (VBMP). This is the volume to be used in the design of selected BMPs presented in this handbook. 1.00 0.90 0.80 0.70 y= 0.60 0 0.50 0.40 c 0.30 0.20 0.10 0.00 0% 10 20 30 40 50 60 70 80 90 100 % Impervious Figure 1. Impervious— Coefficient Curve (WEF/ASCE Method') • Imperviousness is the decimal fraction of the total catchmtent covered by the smn of roads,parking lots, sidewalks, rooftops, and other impenneable surfaces of an urban landscape. 5 Worksheet 4 • 7Desi sign Procedure Form for Infiltration Basin gner: , Gompany:ate: Q�roject: Location:--iMAF2--u0 C 1. Determine Design Storage Volume (Use Worksheet 1) A _ ©� , acres a. Total Tributary Area (maximum 50) ,, , fta b. Design Storage Volume, Vaw V�_ 2. Maximum Allowable Depth (Dm) I = �j`� infhr a. Site infiltration rate (1) t= hrs b. Minimum drawdown time (48 hrs) s_-- — c. Safety factor (s) pm= 2f ft d. D.= i(t) x(Iffli2s] • 3. Basin Surface Area Am = Am= Vmp/ D. 4. Vegetation (check type used or Native Grasses describe `other") _ Irrigated Turf Grass Other Notes: � � �.. )51Nb- �.cFG � 26 �'�' ■rMl■Oros■■s■!■■■a■■■■a a on aMlga■r■■■■ agM o/■■■■MaosrMaossMao!■aa■lssalr■ a■■■raoo■Mso•ao•■r■a■■■s ' ■■■■■■■ aa■■g■ ■■r ! 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MOM= N..EEIHEIW e1�58Wi3?!wed7fNi1"u ?-.-, gas iA'k111R?:imYN4an"„�' e'®�tWP'::Sd�I���EtINi!!@�!N!!�.��b-iHf1�It�®®9�WWE�Ii��I1R1N�00lliW�®Ww�RWI�W9Wa�WW®�®®�IIW®��WIIAC"d s'€lF0�it4N�N�'aw tulIT Ai17011N!N WHIIN �BBIW'W � m Sol l�I� IN Milli �®®®■1®omIlit&�ii-190191 0319 rim Is I IN DISCHARGE-SLOPE RELATIONSHIPS Appendix G • AGREEMENTS -COVENANT AND AGREEMENT • Recorded at the request of: City of Temecula After recording, return to: City of Temecula City Clerk COVENANT AND AGREEMENT WATER QUALITY MANAGEMENT PLAN AND URBAN RUNOFF BMP TRANSFER, ACCESS AND MAINTENANCE AGREEMENT OWNER: LORENZO VARELA PROPERTY ADDRESS: • 41755 Rider Way Suite 2 Temecula, CA 92590 APN: 909-270-024 THIS AGREEMENT is made and entered into in Temecula California, this day of by and Between herein after referred to as "Owner" and the CITY OF TEMECULA a municipal corporation, located in the County of Riverside, State of California hereinafter referred to as" CITY'; WHEREAS, the Owner owns real property ("Property") in the City of Temecula , County of Riverside, State of California, more specifically described in Exhibit "A" is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project known as TEMECULA GLASS PARCEL 15 OF PM19582-1, PA05-0105 within the Property described herein, the City required the project to employ Best Management Practices, hereinafter referred to as "BMPs," to minimize pollutants in urban runoff; WHEREAS, the Owner has chosen to install and/or implement BMPs as described in the Water Quality Management Plan, on file with the City, hereinafter referred to as "WQMP", to • minimize pollutants in urban runoff and to minimize other adverse impacts of urban runoff; WHEREAS, said WQMP has been certified by the Owner and reviewed and approved by the City; • WHEREAS, said BMPs, with installation and/or implementation on private property and draining only private property, are part of a private facility with all maintenance or replacement, therefore, the sole responsibility of the Owner in accordance with the terms of this Agreement; WHEREAS, the Owner is aware that periodic and continuous maintenance, including, but not necessarily limited to, filter material replacement and sediment removal, is required to assure peak performance of all BMPs in the WQMP and that, furthermore, such maintenance activity will require compliance with all Local, State, or Federal laws and regulations, including those pertaining to confined space and waste disposal methods, in effect at the time such maintenance occurs; NOW THEREFORE, it is mutually stipulated and agreed as follows: 1. Owner hereby provides the City or City's designee complete access, of any duration, to the BMPs and their immediate vicinity at any time, upon reasonable notice, or in the event of emergency, as determined by City's Director of Public Works no advance notice, for the purpose of inspection, sampling, testing of the Device, and in case of emergency, to undertake all necessary repairs or other preventative measures at owner's expense as provided in paragraph 3 below. City shall make every effort at all times to minimize or avoid interference with Owner's use of the Property. 2. Owner shall use its best efforts diligently to maintain all BMPs in a manner assuring peak performance at all times. All reasonable precautions shall be exercised by Owner and Owner's representative or contractor in the removal and extraction of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner • consistent with all relevant laws and regulations in effect at the time. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the material(s) removed, the quantity, and disposal destination. 3. In the event Owner, or its successors or assigns, fails to accomplish the necessary maintenance contemplated by this Agreement, within five (5) days of being given written notice by the City, the City is hereby authorized to cause any maintenance necessary to be done and charge the entire cost and expense to the Owner or Owner's successors or assigns, including administrative costs, attorneys fees and interest thereon at the maximum rate authorized by the Civil Code from the date of the notice of expense until paid in full. 4. The City may require the owner to post security in form and for a time period satisfactory to the city to guarantee the performance of the obligations state herein. Should the Owner fail to perform the obligations under the Agreement, the City may, in the case of a cash bond, act for the Owner using the proceeds from it, or in the case of a surety bond, require the sureties to perform the obligations of the Agreement. As an additional remedy, the Director may withdraw any previous Urban Runoff-related approval with respect to the property on which BMPs have been installed and/or implemented until such time as Owner repays to City its reasonable costs incurred in accordance with paragraph 3 above. 5. This agreement shall be recorded in the Office of the Recorder of Riverside County, • California, at the expense of the Owner and shall constitute notice to all successors and assigns of the title to said Property of the obligation herein set forth, and also a lien in such amount as will fully reimburse the City, including interest as herein above set forth, subject to foreclosure in event of default in payment. • 6. In event of legal action occasioned by any default or action of the Owner, or its successors or assigns, then the Owner and its successors or assigns agree(s) to pay all costs incurred by the City in enforcing the terms of this Agreement, including reasonable attorney's fees and costs, and that the same shall become a part of the lien against said Property. 7. It is the intent of the parties hereto that burdens and benefits herein undertaken shall constitute covenants that run with said Property and constitute a lien there against. 8. The obligations herein undertaken shall be binding upon the heirs, successors, executors, administrators and assigns of the parties hereto. The term "Owner" shall include not only the present Owner, but also its heirs, successors, executors, administrators, and assigns. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement. Owner shall provide such notice prior to such successor obtaining an interest in all or part of the Property. Owner shall provide a copy of such notice to the City at the same time such notice is provided to the successor. 9. Time is of the essence in the performance of this Agreement. 10.Any notice to a party required or called for in this Agreement shall be served in person, or by deposit in the U.S. Mail, first class postage prepaid, to the address set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two (72) hours after . deposit in the U.S. Mail, whichever is earlier. A party may change a notice address only by providing written notice thereof to the other party. • IF TO CITY: IF TO OWNER: • IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. APPROVED AS TO FORM: OWNER: City Attorney Name CITY OF TEMECULA Title Name Name • Title Title ATTEST: City Clerk Date NOTARIES ON FOLLOWING PAGE •