Loading...
HomeMy WebLinkAboutParcel Map 12890 Parcel 10-11 WQMP Plaza Rio Vista i I I • 1 Engineering•Surveying•Planning-Landscape Architecture Water Quality Management Plan (WQMP) For: Plaza Rio Vista Parcel Map 12890, Parcels 10 & 11, APN No. 921-030-016 & 921-030-017 43055 & 43015 Blackdeer Loop Temecula, CA 92590 DESIGN REVIEW NO. PA05-0139 Prepared for: Alfred W. & Inge L Heinzelmann C/o Viola's Management Company 42568 Jolene Court Temecula, CA 92592 Contact: Viola Heinzelmann, Project Manager Phone/fax: (951) 302-8153 Prepared by: Hall & Foreman, Inc. Three Betterworld Circle, Suite 200 Temecula, CA 92590 Contact: Anthony J. Terich, P.E. Phone: (951) 294-9332 Fax: (951) 294-9301 WQMP Preparation Date: First Submittal: February 2007 Second Submittal: April 2007 Third Submittal: May 2007 Irvine Rancho Cucamonga Woodland Hills Temecula 420 Exchange,Suite 100 9130 Anaheim Place,Suite 120 20950 Warner Center Lane,Suite A Three BetterWorld Circle,Ste.200 _ Irvine,CA 92602-1301 Rancho Cucamonga,CA 91]30-5465 Woodland Hills,CA 9136]-653] Temecula,CA 92590 TO 714 665.4500 Tel 909 919➢800 Tel 818 251.1200 Tel 951.294.9300 Fax➢14 665 4501 Fax 909.919 7801 Fax 818251.1201 Fax 951.294.9301 ENGINEER'S CERTIFICATION "I certify under penalty of law that this document and all attachments and appendices were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted" - S ignature Date • /L 1 L r 16 Stamp • Arx-lo-ZH 12WUN 1L:1JU I'm hall & Coreman Inc. rHd: 1�01Ly9yJU1 r. l1UL Water Quality Management Plan(WQMP) Plan Rio Vista Panel Map 12890,Parcels le&11 • City of Temecula,County of Riverside,CA OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Alfred W. & Inge 1. Heinzelman by Hall & Foreman, Inc for the project known as Plaza Rio Vista Parcel Map 12890,Parcels 10 & 11. This WQMP is intended to comply with the requirements of the City of Temecula for Parcel Map No. 12990, which includes the requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance(Municipal Code Section 8.28.500). If the undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. • "1 certify under penalty of law that the provision of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." dvn is Signature Date D 7 Alfred Inge 1. Heinzelmann Owner/Owner Owner's Printed Name Owner's Title/Position Owner Information: Alfred W. & Inge 1.Heinzelmann C/o Viola's Management 42568 Jolene Court Temecula, CA 92592 Phone/fax: (951) 302-8153 (See Attached Notary Acknowled&ement) • April 2007 • CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of Los On 'ZQO1' before me, MGyi a �N L moo' ! �ubpi PC T pyre I Name antl T e of Officer(e.g.," ne Doe.Notary Public"j personally appeared A$rd W �IcinZe�wti,�,.. �.>,d �v+n� 11Pi nzelw•�.+�-+ Namets)of Signegs) ❑ personally known to me '?(or proved to me on the basis of satisfactory evidence) MARIA LOPEZ to be the person(s)whose name(s)'Oare subscribed to the AEMICommisslon • 1733617 within instrument and acknowledged to me that Notary Ill •CcOornlo � ha,*Aetthey executed the same in MvillaChr/their authorized Lot Angeles County AMCarrsrLMQ?A 7D11 capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official al. Place Notary Seal Above ig ure of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer — Title(s): ❑Corporate Officer — Tile(s): ❑ Partner — ❑ Limited ❑ General _ ❑ Partner — ❑ Limited ❑ General _ '❑ Attorney in Fact ❑Attorney in Fact ' ❑ Trustee El Trustee Top of thumb here Top of thumb here ❑ Guardian or Conservator ❑ Guardian or Conservator ❑ Other: ❑ Other: Signer Is Representing: Signer Is Representing: • O 2006 National Notary Associati olo Ave.,PD.Box 2402•Che6worth,CA 91313-2402 ���Item No.5907 Reorder:Call Toll-Free 1-800-878-689 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels Ill& I l City of Temecula,County of Riverside,CA Table of Contents Section Page OWNERS CERTIFICATION TABLE OF CONTENTS 1 PROJECT DESCRIPTION.......................................................................................... 1-3 II SITE CHARACTERIZATION.....................................................................................4-5 III POLLUTANTS OF CONCERN ................................................................................... 6-7 IV HYDROLOGIC CONDITIONS OF CONCERN..................................................................8 V BEST MANAGEMENT PRACTICES(BMPS).................................................................9 V.1 Site Design BMPs..................................................................................9-14 V.2 Source Control BMPs .......................................................................... 15-18 V.3 Treatment Control BMPs (Vegetated Swale—TC-30)........................ 19-20 • VA Equivalent Treatment Control Alternatives...............................................21 V.5 Regionally-Based Treatment Control BMPs.............................................21 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROLBMPs............................................................................................... 22-24 VllFUNDINC.................................................................................................................25 6' • T:�07304AAdminAl2eports\WQMPV070209 Plaza Rio Vista Prelim WQMP.doc Page i April 2007 Water Quality Management Plan (WQM P) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,County of Riverside,CA Table of Contents (continued) List of Appendices A. CONDITIONS OF APPROVAL B. EXHIBITS C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISM FOR ENSURING ONGOING OPERATIONS,MAINTENANCE,FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS • • 'I y07304Wdmin\Reports\WQMP'070209 Plaza Rio Vista Prclim WQMI'.doC Page u April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10 K 11 City of Temecula,County of Riverside,CA I. Project Description Project Owner: Alfred W. &Inge 1. 1leinzelman 414 North Paulina Avenue Redondo Beach, CA 90277 Telephone: (310) 329-8988 Fax: (310) 329-2710 Contact: Alfred W. Heinzelman, Owner WQMP Preparer: Hall &Foreman, Inc. 9130 Anaheim Place, Suite 120 Rancho Cucamonga, CA 91730 Telephone: (909) 919-7800 Fax: (909) 919-7801 Contact: Anthony Terich, P.E. Project Site Address: 43055 & 43015 Blackdeer Loop Temecula, CA 92590 Planning Area/ Community Name: Plaza Rio Vista APN Number(s): 921-030-016 & 921-030-017 Thomas Bros. Map: Page 958 Grid F-5, 2005 Project Watershed: Santa Margarita River Watershed (FIU 902) Sub-watershed: Murrieta Creek (Hydrologic Sub-Area 902.32) Project Site Size: 1.14 Acres (Gross), 0.99 Acres(Net) Standard Industrial Classification (SIC) Code: 1542 Office Building Construction-General Contractors Formation of I Ionic Owners' Association (FICA) or Property Owners Association (POA): No Page 1 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& 11 Cite of Temecula,County of Riverside,CA Plaza Rio Vista List of Related Permits Agency Permit required (yes or no) State Department of Fish and Game, 1601 Streambed Alteration No Agreement State Water Resources Control Board, Clean Water Act(CWA) No section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit No US Fish and Wildlife, Endangered Species Act section 7 biological No opinion Other(please list in the space below as required) State Water Resources Control Board -General Construction Yes Permit City of Temecula Grading Permit Yes City of Temecula Building Permit Yes Project Description: The Plaza Rio Vista Project — Parcel Map No. 12890 (Project) owned by Alfred W. & Inge 1. Heinzelman is located at the corner of Blackdeer Loop and Diaz Road within the City of Temecula, County of Riverside. In addition, the Project presides in the jurisdictional boundaries of the San Diego Regional Water Quality Control Board (Region 9) and Santa Margarita River Watershed Area. Project development of approximately one acre ultimately result in a two-story office building, parking areas, driveways, landscaped areas, and installation of water quality treatment controls. Existing conditions of the Project area is vacant undeveloped land. The general topography is relatively flat with gradient levels less than 4 percent. This is an infill project in a commercial/industrial park, where all other parcels have already been developed. The Project site has already been mass graded, and existing site features include street, curb and gutter, and most utilities. Treatment Control entails installation of a grass / filtration swale located at the northem portion of the site. A Site Map is available in Appendix B of this WQMP. The ]'able below identifies the area and percentage of total area for landscaping hardscaping, and the office building: Type of Development Area Percent of (square feet) Total Area Landscape 10,016 fr� 23% Hardscape 24,07111" 57% Building 8,356 W 20% Total 42,443 f12(0.98 acres) 100% Page 2 April 2007 Water Quality Management Plan (WQMP) Plaza Rio vista Parcel Map 12890, Parcels 10& I I City of'I emecula,CounIN of Riverside,CA Location of Facilities: The proposed two story office building will be located at the south eastern corner of the site. A trash enclosure will be located at the western portion of the site in the parking lot. The Treatment Control 13MP, grassy / Filtration Swale will be constructed along the eastern boundary of the site. Activities: Onsite activities are associated with the light commercial / business activities, parking lot, landscaping, and general maintenance of facilities. Location of Activities: The office building structure, where light commercial activities and general maintenance of structures are conducted is located at the south eastern corner of the site. The parking lot is located at in the north western portion of the site. Landscaping is located at the northern, southern, and eastern boundaries of the Project. Material Storage: This project entails the development of an office building, which will involve daily office /business operations; therefore,there are no areas designated for storage of materials. Delivery Areas: There are no designated delivery areas. Each office will receive deliveries through building entrance /exit areas. Waste Generated: Generated pollutants are a result of onsite activities including but not limited to, landscaping (nutrients, pesticides / fertilizers, organic compounds), urbanization (trash & debris, sediment), parking lot use (sediment, metals, oil & grease), and maintenance / janitorial materials (organic compounds, oxygen demanding substances), and roof runoff(sediment). Page 3 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I 1 City of Temecula,County of Riverside,CA • II. Site Characterization Il.l General Site Information Land Use Designation or Zoning: Light Industrial—Business Park Current Property Use: Vacant Proposed Property Use: Commercial/Business Availability of Soils Report A Geotechnical Investigation has been prepared by LGC Inland, Inc. Geotechnical Consulting, dated February 24, 2005. (see Appendix D) Phase I Site Assessment: No Project Stormwater Conveyance Path: Stormwater surface flows into grassy/filtration swale and discharges into; City of Temecula storm drain system under Diaz Road and discharge into; • Murrieta Creek which flows into; Santa Margarita River(Upper)which flows into; • Santa Margarita River—Gorge which flows into; • Santa Margarita River—Lower which flows into, • Santa Margarita River—Camp Pendleton which flows into; Santa Margarita Lagoon which flows into; Pacific Ocean. Receiving Waters Identified on the Clean Water Act 303(d) are the following: • Murrieta Creek-pollutants identified as phosphorous, nitrogen, iron, and manganese. • Santa Margarita River—Upper-pollutants identified as phosphorous(nutrients). Santa Margarita Lagoon -pollutants identified as eutrophic. • Page 4 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& I City of Temecula,County of Riverside,CA • Receiving Waters for Urban Runoff Proposed runoff will surface flow and be directed into a grass / filtration swale located northern portion of the Project, where it will be treated and discharged into the City of Temecula storm drain system under Diaz Road. The table below, identifies the receiving waters originating from the Project and corresponding impairments listed on the 303(d) List, Designated Beneficial Uses, and proximity to RARE Beneficial Use. Plaza Rio Vista Conveyance Path of Receiving Waters Receiving Waters 303(d) List Designated Beneficial Uses Proximity to RARE and Hydrologic Unit Im airments Beneficial Use Municipal,Agriculture, Industrial Murrieta Creek Phosphorus, Not a RARE waterbody Service and Process, Supply Ground Nitrogen, Iron, Water Recharge,Warm Freshwater (approximately 630 feet east (HAS 2.32, 2.52) Manganese g from Project) Habitat and Wildlife Habitat Santa Margarita River— Municipal, Agricultural, Industrial RARE waterbody Upper portion Phosphorus Service, Recreation (1 &2), Warm (Approximately 3.75 miles) Freshwater Habitat, Cold Freshwater (HAS 2.22, 2.21) Habitat,Wildlife Habitat. RARE Santa Margarita River— Municipal, Agricultural, Industrial • Lower portion None Service, Recreation (1 &2), Warm RARE waterbody Freshwater Habitat, Cold Freshwater (Approximately 15 miles) (HAS 2.13, 2.12, 2.11) Habitat,Wildlife Habitat, RARE Recreation (1 &2), Estuary, Wildlife RARE waterbody Santa Margarita Lagoon Eutrophic Habitat, RARE, Marshes, Migratory, Spawning (Approximately 23 miles) Industrial Service, Navigable, Commercial and Sport Fishing, Pacific Ocean None Biological, Recreation (1 &2), Wildlife RARE waterbody Habitat, RARE, Marshes, (Approximately 25 miles) Aquaculture, Migratory, Spawning, Shellfish Harvesting • Page 5 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10&11 City of Temecula,County of Riverside,CA • III. Pollutants of Concern (POCs) There are no legacy pollutants identified within the site; thus a Phase 1 Environmental Assessment was not prepared. In addition, a geotechnical investigation did not report any contaminated soil. Generated pollutants resulting from proposed onsite activities may include,but are not limited to, landscaping(nutrients, pesticides / fertilizers, organic compounds), urbanization (trash & debris, sediment), parking lot and paved areas (sediment, metals, oil &grease), and maintenance /janitorial activities(organic compounds, oxygen demanding substances), and roof runoff(sediment). Project Land Uses and Associated Pollutants, shown below identifies the expected and potential pollutants by land use that corresponds with downstream receiving waters. Plaza Rio Vista Project Land Uses and Associated Pollutants Pollutants Potential Source 303 (d) Listing Expected Potential Nutrients Landscaping Yes, specifically phosphorous, Nitrogen Pesticides Landscaping No Sediment/Turbidity Roof-Runoff, Paved Areas, No Parkinq Lot, Urbanization Heavy Metals Parking Lot Yes, Iron, Manganese • Trash & Debris Paved Areas, Parking Lot, No Urbanization Organic Compounds Landscaping, Solvents/ No Janitorial Oxygen Demanding Solvents/Janitorial No Substances Oil & Grease Parking Lot No Pollutant of Concern: Murrieta Creek is listed on the 2006 Clean Water Act Section 303 (d) List of Water Quality Limited Segments as being impaired by Phosphorus, Nitrogen, Iron, and Manganese. As such, these pollutants are the Pollutants of Concern for this Project. Expected Pollutants • Trash & Debris — Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste products on the landscape. The presence of trash and debris may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In addition, in areas where stagnant water exists, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. • Page 6 April 2007 NV ate r Quality Man age inen1 Plan (WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& I I City of Temecula,Counh of Riverside,CA and grime retained in the cleaning fluid or rinse water may also absorb levels of organic compounds that are harmful or hazardous to aquatic life. • Oil & Grease — Oil and grease are characterized as high-molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Introduction of these pollutants to the water bodies are very possible due to the wide uses and applications of some of these products in municipal, residential, commercial, industrial, and construction areas. Potential Pollutants • Nutrients—Nutrients are inorganic substances, such as nitrogen and phosphorus. Excessive discharge of nutrients to water bodies and streams causes eutrophication, where aquatic plants and algae growth can lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. Primary sources of nutrients in urban runoff are fertilizers and eroded soils. • Pesticides -- Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Relatively low levels of the active component of pesticides can result in conditions of aquatic toxicity. Excessive or improper application of a pesticide may result in nmoff containing toxic levels of its active ingredient (OC 2003). • Sediments — Sediments are solid materials that are eroded from the land surface. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, lower young aquatic organisms survival rates, smother bottom dwelling organisms, and suppress aquatic vegetation growth. • Metals — The primary source of metal pollution in Urban Runoff is typically commercially available metals and metal products. Metals of concern include cadmium, chromium, copper, lead, mercury, and zinc. Lead and chromium have been used as corrosion inhibitors in primer coatings and cooling tower systems. Metals are also raw material components in non-metal products such as fuels, adhesives, paints, and other coatings. At low concentrations naturally occurring in soil, metals may not be toxic. However, at higher concentrations, certain metals can be toxic to aquatic life. Humans can be impacted from contaminated groundwater resources, and bioaccumulation of metals in fish and shellfish. Environmental concerns, regarding the potential for release of metals to the environment, have already led to restricted metal usage in certain applications. • Oxygen-Demanding Substances — This category includes biodegradable organic material as well as chemicals that react with dissolved oxygen in water to Conn other compounds. Proteins, carbohydrates, and fats are examples of biodegradable organic compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. A reduction of dissolved oxygen is detrimental to aquatic life and can generate hazardous compounds such as hydrogen sulfides. • Page 7 .April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10 S I Citv of Temecula,Counh of Riverside,CA IV. Hydrologic Conditions of Concern "I-he table below, hydrologic Conditions of Concern, shows that the Project supports Condition B, wherein the disturbed area is less than one(1) acre. The storm drain system at Diaz Road is a publicly owned system owned and operated by the City of Temecula. Furthermore, downstream conveyances are owned and operated by the Riverside County Flood Control and Water Conservation District. Plaza Rio Vista Hydrologic Conditions of Concern Condition Type Description Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee Condition A 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. X Condition B The project disturbs less than 1 acre. The disturbed area calculation should include all disturbances associated with larger plans of development. 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 Condition C 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. Hydrology calculations for a 2-year, 10-year, and 100-year, 24-hour storm event for both pre-development and post-development are available on Appendix C ofthis WQMP. Page 3 April 2007 Attachment to Section W. t' 2 YEP�R 24 HOUR �� XLE� 2 #O WO x z ,- ,development developtnen� �tevelogment �d�'�efupm�nC zd'�ve)bgmen�=devel�g�nent Q (cfs) 0.02 0. 139 0.268 0.321 0.557 0.568 Velocity (ft/Sec) 0.03 0.186 0. 359 0.430 0.746 0.761 Volume (acre-feet) 0.0148 0.0781 0.0831 0. 1611 0.262 0.2917 Duration (minutes) 22.23 8.05 25.23 8.05 25.23 8.05 • • Water Quality Management Plan(WQMP) Plaza Rio vista Parcel Map 12890,Parcels 10& I 1 Cih of Temecula,Counh of Riverside,CA V. Best Management Practices V. I Site Design BMPs Site Design components will seek to meet the following objectives: 1) Minimize Urban Runoff; 2) Minimize Impervious Footprints; 3) Conserve Natural Areas; and 4) Minimize Directly Connected Impervious Areas (DCIAs). Table I — Site Design BMPs identifies the various design concepts for employment. Design layouts are also identified on the Site Plan located in Appendix B of this WQMP. Table 1 Plaza Rio Vista Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Urban Runoff Concept 1 � � - '. Maximize the permeable area f x. ✓ (See Section 4.5.1 of the WQMP). Permeable areas will include landscaped areas throughout the Project. Incorporate landscaped buffer areas between sidewalks ✓ and streets. Landscaping will be provided between the office building and sidewalks, as opposed to streets. Maximize canopy interception and water conservation by ✓ preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. There are no existing native trees and vegetation to conserve. However, it is anticipated that landscaping design will install native or drought tolerant species and employ water conservation measures with irrigation design. Use natural drainage systems. ✓ The existing drainage pattern will be maintained. Page 9 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10 X I City of Temecula,County of Riverside,CA • Table 1 (continued) Plaza Rio Vista Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Urban Runoff Conceptl . Where soils conditions are suitable, use perforated pipe or ✓ gravel filtration pits for low flow infiltration. Treatment control entails a grass/filtration Swale, which will allow for low flow infiltration. Construct onsite ponding areas or retention facilities to ✓ increase opportunities for infiltration consistent with vector control objectives. Soil conditions are not suitable for the construction of onsite ponding areas or retention facilities. Other comparable and equally effective site design N/A concepts as approved by the Co-Permittee (Note: Additional . narrative required to describe BMP and how it addresses Site Design concept). N/A Page 10 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 Cite of Temecula,County of Riverside,CA • Table 1 (Continued) Plaza Rio Vista _ Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Impervious Concept Footprint I -- Maximize the permeable area (See Section 4.5.1 of the ✓ WQMP). Permeable areas will include landscaped areas throughout the Project. Construct walkways, trails, patios, overflow parking lots, ✓ alleys, driveways, low-traffic streets and other low -traffic areas with open-jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. Grass / filtration swale will be installed in lieu of pervious hard surfaces. Construct streets, sidewalks and parking lot aisles to the ✓ minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised. Sidewalks and parking lot aisles will be designed to the minimum width without compromise to safety requirements. Reduce widths of street where off-street parking is available. ✓ Off-street parking is not part o1 Project. Minimize the use of impervious surfaces, such as decorative ✓ concrete, in the landscape design. Impervious surfaces will be minimized in the landscape design. • Page I I April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& 11 City of Temecula,County of Riverside,CA Table 1 (Continued) Plaza Rio Vista Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Impervious Concept 2 Footprint -. Other comparable and equally effective site design concepts N/A as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). N/A Site Design Conserve Natural Concept Areas _ Conserve natural areas(See WOMP Section 4.5.1). N/A Site was previously graded. • Maximize canopy interception and water conservation by N/A preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. There are no existing native trees and vegetation to conserve. However, it is anticipated that landscaping design will install native or drought tolerant species and employ water conservation measures with irrigation design. Use natural drainage systems. N/A Site was previously graded. Other comparable and equally effective site design concepts N/A as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). • Page 12 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 111 A I City of Temecula,County of Riverside,CA • Table 1 (Continued) Plaza Rio Vista Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Directly Residential and commercial sites must be designed to ✓ Concept 4 Connected contain and infiltrate roof runoff, or direct roof runoff to Impervious Areas vegetative swales or buffer areas,where feasible. DCIAs Roof runoff shall surface flow into grass /filtration swale or landscaped areas. Where landscaping is proposed, drain impervious sidewalks, ✓ walkways,trails, and patios into adjacent landscaping. Drainage from impervious areas will be directed into a grass filtration swale.. Increase the use of vegetated drainage swales in lieu of ✓ underground piping or imperviously lined swales. Project will utilize grass / filtration swale as Treatment Control. . Rural swale system: street sheet flows to vegetated swale or ✓ gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Not a part of this Project. Streets, curbs, and gutters already exist. Urban curb/swale system: street slopes to curb; periodic ✓ swale inlets drain to filtered catch basins. Not a part of this Project. Streets, curbs, and gutters already exist. • Page 13 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I I City of Temecula,County of Riverside,CA Table 1 (Continued) Plaza Rio Vista Site Design BMPs Included Design Technique (Specific BMP yes no Concept Site Design Minimize Directly Dual drainage system: First flush captured in street catch ✓ Concept 4 Connected basins and discharged to adjacent vegetated swale or gravel Impervious Areas shoulder, high flows connect directly to MS4s. DCIAs Runoff will be directed into a grass / filtration Swale, and discharged into the City's storm drain. Design driveways with shared access, flared (single lane at ✓ street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. Site contains one drive access that discharges to the grass Swale. Uncovered temporary or guest parking on private residential N/A lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. Not a part of this Project. Where landscaping is proposed in parking areas, incorporate ✓ landscape areas into the drainage design. Landscaping will be installed between the office building and sidewalks, and throughout the parking lot. Overflow parking (parking stalls provided in excess of the Co- N/A Permittee's minimum parking requirements) may be constructed with permeable paving. Not a part of this Project. Other comparable and equally effective design concepts as N/A approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). N/A Page 14 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& II City of"remecula,county of Riverside,CA V.2 Source Control BMPs Table 2 — Source Control BMI's (Non-Structural and Structural) will be employed regularly to ensure good housekeeping practices. The Owner shall be developed and oversee implementation of BMPs as described in this section. Table 2 Plaza Rio Vista Source Control BMPs Check One Not If not applicable, BMP Name Included Applicable state brief reason Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees ✓ See below —Activity Restrictions ✓ See below Irrigation System and Landscape Maintenance ✓ See below Common Area Litter Control ✓ See below Street Sweeping Private Streets and Parking Lots ✓ See below Draina e Facilit Inspection and Maintenance ✓ See below Structural Source Control BMPs MS4 Stenciling and Si na e ✓ No catch basins Landscape and Irrigation System Design ✓ See below Protect Slopes and Channels ✓ See below No designated areas for community car Provide Community Car Wash Racks washing Properly Design: Fueling Areas ✓ No fueling areas E Vater Suppl Area Draina e ✓ Not part of Project h Stora e Areas ✓ See below in Docks ✓ Not part of Project Maintenance Bays ✓ Not part of Project Vehicle and Equipment Wash Areas ✓ Not part of Project Outdoor Material Storage Areas ✓ Not part of Project Outdoor Work Areas or Processing Areas ✓ Not part of Project Provide Wash Water Controls for Food Preparation Areas I ✓ Not part of Project i Page 15 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10 K 11 City of'I County of Riverside,CA The table below identifies the ongoing activities for implementation Source Control (Structural and Non- Structural) BMPs selected for the Project including schedule, and responsible parties. Plaza Rio Vista Source Control BMPs Activity Specific Frequency Responsible Party Non-Structural Source Control BMPs Education for Property Owners, At time of occupancy, annually Owner Operators,Tenants, Occupants, or thereafter Employees Activity Restrictions Daily Owner Irrigation System and Landscape Bi-monthly Owner Maintenance Common Area Litter Control Daily Owner Street Sweeping Private Streets and Bi-monthly Owner Parking Lots Drainage Facility Inspection and Bi-monthly Owner Maintenance Structural Source Control BMPs • Landscape and Irrigation System Bi-monthly Owner Design Protect Slopes and Channels Bi-monthly Owner Trash Storage Areas Daily Owner Education for 1'enants and Occupants The Owner shall distribute practical educational materials to office tenants on general housekeeping practices that contribute to the protection of stormwater quality Educational materials will utilize brochures obtained from the County of Riverside Flood Control and Water Conservation District website available at Irttp_://www,Loodcoii.ir-ol.co.riv.-erside.ca-.us/storillwater/. Contracted maintenance staff for landscaping and janitorial /maintenance services will be provided within 6 months of hire date and annually thereafter. Employee training materials may be derived from the County of Riverside Flood Control and Water Conservation District website available at: http //www tloodcontrol.co.riverside.ca.us/stormwater/, and are located in Appendix D ofthis WQMP. "Outdoor Cleaning Activities" ''After the Storm" "Slorrnwater Pollution— What You Should Know" • Page 16 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& 11 City of Temecula,County of Riverside,CA Activity Restrictions '['he Owner shall prepare CC&Rs for the purpose of receiving water quality protection and shall include the following activity restrictions: • Prohibit hosing down any paved surfaces where the result would be the flow of non-stormwater into the street or storm drains. • Prohibit dumping of any waste into drainage systems. • Prohibit of blowing or sweeping debris(leaf litter, grass clippings, litter, etc.) into catch basins and/or streets. • Prohibit dischargers of fertilizer or pesticides to streets or storm drains. • Prohibit vehicle washing, maintenance, or repair on the premises. In addition, the Project will employ the following Best Management Practices: (CASQA BMP Fact Sheets are available at the end of this section) • SC-10 Non-Stormwater Discharges • SC-1 I Spill Prevention, Control and Cleanup • SC-41 Building and Grounds Maintenance SC-42 Building Repair and Construction • SC-43 Parking/ Storage Area Maintenance • SD-10 Site Design and Landscaping Planning SD-11 Roof Runoff Controls SD-12 Efficient Irrigation • SD-32 Trash Enclosures • TC-30 Vegetated Swale Irrigation System & Landscape Maintenance The Owner shall employ landscaping and maintenance staff to implement efficient irrigation systems, landscape design, and water conservation measures in accordance with the City of Temecula and County of Riverside requirements. Fertilizer and pesticide usage shall be consistent with the instructions contained on product labels and with regulations administered by California's Department of Pesticide Regulation. Additionally, landscape maintenance must address replacement of dead vegetation, repair of erosion rills, proper disposal of green waste, etc. Irrigation system maintenance must address periodic testing and observation of the irrigation system to detect overspray, broken sprinkler heads, and other system failures. Irrigation shall be conducted on a system that follows water conservation objectives. Common Area Litter Control The Owner shall employ landscaping and maintenance staff to implement common area litter control practices. Regular litter palrol and trash removal will be coordinated with landscape maintenance efforts. Patrol and removal of trash will also cover common areas, perimeter fences or walls, and note trash disposal violations by tenants/ businesses. Violations will be reported to Owner and investigated identifying the responsible party for littering. Trash must be disposed in a designated trash enclosure for regular removal by contracted waste disposal agency. Street Sweepim_, Private Streets and Parking Lots The Owner shall employ landscaping and maintenance staff to implement street sweeping of walkways, driveways, and paved areas throughout the site. Street sweeping shall be conducted two times per month. Page 17 April 2007 Water Quality Management Plan (WQMP) Plaza Rio vista Parcel Map 12890, Parcels 10& 11 City of Temecula,County of Riverside,CA Drainage Facility, Inspection and Maintenance The Owner shall employ landscaping and maintenance staff to implement drainage facility inspection and maintenance of drainage facilities. Drainage facilities must be cleaned prior to the beginning of the rainy season and after each rain event. Landscape and Irrigation Svstem Design The Project shall incorporate the following features into the landscape and irrigation system design: • Employing rain shutoff devices to prevent irrigation during and after precipitation events. • Design irrigation systems to each landscape area's specific water requirements. • Using flow reducers or shutoff valves triggered by a pressure drop to control water loss due to broken sprinkler heads or lines. • The timer and application of methods of irrigation water shall be designed to minimize the runoff of excess irrigation water. • Preparation and implementation of landscape plan that is consistent with City's water conservation ordinance. Preparation and implementation of a landscape plan that: 1) Utilizes plants with low irrigation requirements; 2) Groups plants with similar water requirements; 3) uses mulch in planter areas; 4) Install appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native material where possible; 5) Maintaining or creating a vegetative barrier along property boundary and interior water courses, to act as a pollutant filter, 6) Choose plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth. Protect Channels (Grassy Swales) The following design principles shall be considered, and incorporated and implemented where determined applicable and feasible by the Co-Permittee: • Convey runoff safely from the tops of slopes. Plant slopes with native or drought tolerant vegetation. • Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. • Onsite conveyance channels should be lined, where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. 11' velocities in the channel are large enough to erode grass or other vegetative linings, riprap, concrete soil cement or geo-grid stabilization may be substituted or used in combination with grass or other vegetation stabilization. • Other comparable and equally effective site design options as approved by the Co-Permittee. Properly Design Trash Storage Areas All trash container areas shall meet the following requirements: • paved with an impervious surface, designed not to allow run-on from adjoining areas, designed to divert drainage from adjoining roofs and pavements diverted around that area, screened or walled to prevent off-siletransport oftrash. Trash dumpsters (containers) shall be leak proof and have attached covers or lids. • Connection of trash areas drams to the MS-4 prohibited. ]'age 18 April 2007 . Non-Stormwater Discharges ® SC- 10 Objectives ■ Cover ' rJ; J3, s t "Uda' ■ Contain ? ui; ■ Educate ■ Reduce/Minimize • Product Substitution M�_;_ .. (i.�tin'Hausrlinia {thsfi° Description WTargeted Constituents Non-stormwater discharges are those flows that do not consist Sediment entirely of stormwater. Some non-stormwater discharges do not Nutrients ✓ include pollutants and may be discharged to the storm drain. Trash These include uncontaminated groundwater and natural springs. Metals ✓ There are also some non-stormwater discharges that typically do Bacteria ✓ not contain pollutants and may be discharged to the storm drain Oil and Grease ✓ with conditions. These include car washing, air conditioner condensate, etc. However there are certain non-stormwater Organics ✓ discharges that pose environmental concern. These discharges may originate from illegal dumping or from internal floor drains, appliances, industrial processes, sinks, and toilets that are connected to the nearby storm drainage system.These discharges (which may include: process waste waters, cooling waters, wash waters, and sanitary wastewater) can carry substances such as paint, oil, fuel and other automotive fluids, chemicals and other pollutants into storm drains. They can generally be detected through a combination of detection and elimination. The ultimate goal is to effectively eliminate non- stormwater discharges to the stormwater drainage system through implementation of measures to detect, correct, and enforce against illicit connections and illegal discharges of pollutants on streets and into the storm drain system and creeks. Approach Initially the industry must make an assessment of non- stormwater discharges to determine which types must be �k S 0 A eliminated or addressed through 13Mps. The focus of the !California�� following approach is in the elimination of non-stormwater stormwater discharges. >' Quality"- Association January 2003 California Stormwater BMP Handbook r of 6 Industrial and Commercial www.cabmphandbooks.com SC- 10 Non-Stormwater Discharges Pollution Prevention ■ Ensure that used oil, used antifreeze, and ha-r.ardous chemical recycling programs are being_ implemented. Encourage litter control. Suggested Protocols Recommended Comploint Inuestigotion Equipment ■ Field Screening Analysis - pl-I paper or meter - Commercial stormwater pollutant screening kit that can detect for reactive phosphorus, nitrate nitrogen, ammonium nitrogen, specific conductance, and turbidity - Sample jars - Sample collection pole - A tool to remove access hole covers ■ Laboratory Analysis - Sample cooler - Ice - Sample jars and labels - Chain of custody forms ■ Documentation - Camera - Notebook - Pens - Notice of Violation forms - Educational materials General ■ Develop clear protocols and lines of comrnunication for effectively prohibiting non- stormwater discharges, especially those that are not classified as hazardous. These are often not responded to as effectively as they need to be. ■ Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as `Dump No Waste Drains to Stream" stenciled or demarcated next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage s�siem. 2 of 6 California Stormwater BMP Handbook 3anuary 2003 Industrial and Comrnerdal www.cabmpha rid books.Co rn Non-Stormwater Discharges SC- 10 ■ See SC44 Stormwater drainage System Maintenance for additional information. Illicit Connections ■ Locate discharges from the industrial storm drainage system to the municipal storm drain system through review of"as-built" piping schematics. ■ Isolate problem areas and plug illicit discharge points. ■ Locate and evaluate all discharges to the industrial storm drain system. Visual Inspection and Inventory ■ Inventory and inspect each discharge point during dry weather. ■ Keep in mind that drainage from a storm event can continue for a day or two following the end of a storm and groundwater may infiltrate the underground stormwater collection system. Also, non-stormwater discharges are often intermittent and may require periodic inspections. Review Infield Piping ■ A review of the"as-built" piping schematic is a way to determine if there are any connections to the stormwater collection system. ■ Inspect the path of floor drains in older buildings. Smoke"Testing ■ Smoke testing of wastewater and stormwater collection systems is used to detect connections between the two systems. ■ During dry weather the stormwater collection system is filled with smoke and then traced to sources. The appearance of smoke at the base of a toilet indicates that there may be a connection between the sanitary and the stormwater system. Dye Testing ■ A dye test can be performed by simply releasing a dye into either your sanitary or process wastewater system and examining the discharge points from the stormwater collection system for discoloration. TV Inspection of Drainaye System ■ TV Cameras can be employed to visually identify illicit connections to the industrial storm drainage system. Illegal Dumping ■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. ■ On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry(rags) or disposed of as hazardous waste. January 2003 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.cabmphandbooks.com SC- 10 Non-Stormwater Discharges ■ Never hose down or hurt'dry material spills. Sweep up the material and dispose of properly_ ■ Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. ■ For larger spills, a private spill cleanup company or Hazmat team may be necessary. Once a site has been cleaned: ■ Post "No Dumping"signs with a phone number for reporting dumping and disposal. ■ Landscaping and beautification efforts of hot spots may also discourage future dumping, as well as provide open space and increase property values. ■ Lighting or barriers may also be needed to discourage future dumping. ■ See fact sheet SCti Spill Prevention, Control, and Cleanup. l nspecl ion ■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. ■ Conduct field investigations of the industrial storm drain system for potential sources of non-stormwater discharges. ■ Pro-actively conduct investigations of high priority areas. Based on historical data, prioritize specific geographic areas and/or incident type for pro-active investigations. Reporting ■ A database is useful liar defining and tracking the magnitude and location of the problem. ■ Report prohibited non-storniNvater discharges observed during the course of normal daily activities so they can be investigated, contained, and cleaned up or eliminated. ■ Document that non-stormwater discharges have been eliminated by recording tests performed, methods used, dales of testing, and any on-site drainage points observed. ■ Document and report annually the results of the program. ■ Maintain documentation of illicit connection and illegal dumping incidents, including significant conditionally exempt discharges that are not properly managed. Training ■ Training of technical staff in identifying and documenting illegal dumping_ incidents is required. ■ Consider posting the quiet: reference table near storm drains to reinlorce training. a Train employees to identify non-stormwater'discharges and report discharges to the appropriate departments. 4 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commemal wwwcabmphandbooks.mm Non-Stormwater Discharges SC- 10 ■ Educate employees about spill prevention and cleanup. ■ Well-trained employees can reduce human errors that lead to accidental releases or spills. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. Employees should be familiar with the Spill Prevention Control and Countermeasure I'lan. ■ Determine and implement appropriate outreach efforts to reduce non-permissible non- stormwater discharges. ■ Conduct spill response drills annually(if no events occurred to evaluate your plan) in cooperation with other industries. ■ When a responsible party is identified, educate the party on the impacts of his or her actions. Spill Response and Prevention ■ See SCti Spill Prevention Control and Cleanup. Other Considerations ■ Many facilities do not have accurate, up-to-date schematic drawings. Requirements Costs (including capital and operation &maintenance) ■ The primary cost is for staff time and depends on how aggressively a program is implemented. ■ Cost for containment and disposal is borne by the discharger. ■ Illicit connections can be difficult to locate especially if there is groundwater infiltration. ■ Indoor floor drains may require re-plumbing if cross-connections to storm drains are detected. Maintenance(including administrative and staffing) ■ Illegal dumping and illicit connection violations requires technical staff to detect and investigate them. Supplemental Information Further Detail of the BMP Illegal Dumping ■ Substances illegally dumped on streets and into the storm drain systems and creeks include paints, used oil and other automotive fluids, construction debris, chemicals, fresh concrete, leaves, grass clippings, and pet wastes.All of these wastes cause stormwater and receiving water quality problems as well as clog the storm drain system itself. ■ Establish a system for tracking incidents. The system should be designed to identify the following: Illegal dumping hot spots January 2003 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial www.cabmptiandbooks.com SC- 10 Non-Stormwater Discharges - Types and quantities (in some cases) of wastes - Patterns in time of occurrence(lime of day/night, month, or year) - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct clumping of materials, accidents/spills) - Responsible parties One of the keys to success of reducing or eliminating illegal dumping is increasing the number of people at the facility who are aware of the problem and who have the tools to at least identify_ the incident,if not correct it. 'Therefore, train field staff to recognize and report the incidents. What constitutes a "non-stornrwaLei,"discharge? ■ Non-stormwater discharges to the stormwater collection system may include any water used directly in the manufacturing process (process wastewater), air conditioning condensate and coolant, non-contact cooling water, cooling equipment condensate, outdoor secondary containment water, vehicle and equipment wash water, sink and drinking fountain wastewater, sanital}'wastes, or other wastewaters. Permit Requirements ■ Facilities subject to stormwater permit requirements must include a certification that the stormwater collection system has been tested or evaluated for the presence of non- stormwater discharges_ The State's General Industrial Stormwater Permit requires that non- Stormwater discharges be eliminated prior to implementation of the facility's SWPPP. Performance Evaluation ■ Review annually internal investigation results; assess whether goals were met and what changes or improvements are necessary. ■ Obtain feedback from per assigned to respond to, or inspect for, illicit connections and illegal dumping incidents. References and Resources California's Nonpoint Source Program Plan hito://�vww.swrcb.ca.gnv/nps/index.ht id Clark County Storm Water Pollution Control Manual httn)Z/w'"w.co.Cai k.wa.us/gntbtvorks/bmpman.pdf King County Storm Water Pollution Control Manual http_//dnr.metrokc.,v wlr/dss[sncm.him Santa Clara Valley Urban Runoff Pollution Prevention Program Lit ip:/ r1112 org The Storm Water Managers Resource Center hitp:/�wwm�.siormwatercenter.ncl/ 6 of 6 California Stormwater HMP Handbook January 2003 Industrial and Commercial www cabmphandbooks_com • Spill Prevention, Control & Cleanup SC- 11 Objectives ■ Cover ■ Contain ,X ■ Educate ` ■ Reduce/Minimize 5 {_ S ■ Product Substitution Description Targeted Constituents Many activities that occur at an industrial or commercial site have the potential to cause accidental or illegal spills. Sediment Preparation for accidental or illegal spills, with proper training Nutrients and reporting systems implemented, can minimize the discharge Trash of pollutants to the environment. Metals ✓ Spills and leaks are one of the largest contributors of stormwater Bacteria pollutants. Spill prevention and control plans are applicable to Oil and Grease ✓ any site at which hazardous materials are stored or used. An Organics ✓ effective plan should have spill prevention and response procedures that identify potential spill areas, specify material handling procedures, describe spill response procedures, and provide spill clean-up equipment. The plan should take steps to identify and characterize potential spills, eliminate and reduce spill potential, respond to spills when they occur in an effort to prevent pollutants from entering the stormwater drainage system, and train personnel to prevent and control future spills. Approach Pollution l'reuention ■ Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment,storage, and disposal activities, documentation, and follow-up procedures. ■ Develop a Spill Prevention Control and Countermeasure (SPCA Plan. The plan should include: 4 v -< _ SO A ask F I;K .; California . stormwater Quality • �''+`', Association January 2003 California Stormwater BMP Handbook 1 of 9 Industrial and Commercial www.cabmphandbooks.com SC- 11 Spill Prevention, Control & Cleanup - Description of the facility, owner and address, actin-itics and chemicals present - Facility map - Notification and evacuation procedures - Cleanup instructions - Identification of responsible departments - Identify key spill response personnel ■ Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of process materials that are brought into the facility. Suggested Protocols (including equipment needs) Spill Prevention ■ Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. ■ If consistent illegal dumping is observed at the facility: - Post"No Dumping"signs with a phone number for reporting illegal dumping and disposal. Signs should also indicate fines and penalties applicable for illegal dumping. - Landscaping and beautification efforts may also discourage illegal dumping. - Bright lighting and/or entrance barriers may also he needed to discourage illegal dumping. ■ Store and contain liquid materials in such a manner that if the tank is ruptured, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters, or groundwater. ■ If the liquid is oil, gas, or other material that separates from and floats on water, install a spill control device (such as a tee section) in the catch basins that collects runoff from the storage tank area. ■ Routine maintenance_ - Place drip pans or absorbent materials beneath all mounted taps, and at all potential drip and spill locations during filling and unloading of tanks. Any collected liquids of- soiled absorbent materials must be reused/recycled or properly disposed. - Store and maintain appropriate spill cleanup materials in a location known to all near the tank storage area; and ensure that employees are familiarwnih the site's spill control plan and/or proper spill cleanup procedures. - Sweep and clean the storage area monthly if it is paved, do not hose clown the area to a storm drain. 2 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC- 11 10 Check tanks (and any containment sumps) daily for leaks and spills. Replace tanks that are leaking, corroded,or olhernise deteriorating with tanks in good condition. Collect all spilled liquids and properly dispose of them. ■ Label all containers according to their contents (e.g., solvent,gasoline). ■ Label hazardous substances regarding the potential hazard (corrosive, radioactive, flammable, explosive, poisonous). ■ Prominently display required labels on transported hazardous and toxic materials (per US DOT regulations). ■ Identify key spill response personnel. Spill Control and CleanupAcliufties ■ Follow the Spill Prevention Control and Countermeasure Plan. ■ Clean up leaks and spills immediately. ■ Place a stockpile of spill cleanup materials where it will be readily accessible (e.g., near storage and maintenance areas). ■ On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. Physical methods for the cleanup of dry chemicals include the use of brooms, shovels, sweepers, or plows. ■ Never hose down or bury dry material spills. Sweep up the material and dispose of properly. ■ Chemical cleanups of material can be achieved with the use of adsorbents, gels, and foams. Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. ■ For larger spills, a private spill cleanup company or Hazmat team may be necessary. Reporting ■ Report spills that pose an immediate threat to human health or the environment to the Regional Water Quality Control Board. ■ Federal regulations require that any oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center(NRC) at 800-424-8802 (24 hour). ■ Report spills to local agencies,such as the fire department; they can assist in cleanup. ■ li:stablish a system for tracking incidents. The system should be designed to identify the following: - Types and quantities (in some cases) ofwastes - Patterns in time of occurrence (time of day/night, month, or year) January 2003 California Stormwater BMP Handbook 3 of 9 Industrial and Commercial www.cabmphandbooks.com SC- 11 Spill Prevention, Control & Cleanup - Mode of dumping (abandoned containers, "midnight dumping"from moving vehicles, direct dumping of materials, accidents/spills) - Responsible patties Training ■ Educate employees about spill prevention and cleanup_ ■ Well-trained employees can reduce human errors that lead to accidental releases or spills: - The employee should have the tools and knowledge to inunediately begin cleaning up a spill should one occur. - Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. ■ Employees should be educated about aboveground storage tank requirements. Employees responsible for aboveground storage tanks and liquid transfers should be thoroughly familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be readily available. ■ Train employees to recognize and report illegal dumping incidents. Other Considerations (Limitations and Regulations) ■ State regulations exist for facilities with a storage capacity of to,000 gallons or more of petroleum to prepare a Spill Prevention Control and Countermeasure (SPCC) Plan (Health & Safety Code Chapter 6.67). ■ State regulations also exist for storage of hazardous materials (Health & Safety Code Chapter 6.95), including the preparation of area and business plans for emergency response to the releases or threatened releases. ■ Consider requiring smaller secondary containment areas(less than 200 sq. ft.) to be connected to the sanitary sewer, prohibiting any hard connections to the storm drain. Requirements Costs (including capital grid operation&maintenance) ■ Will vary depending on the size of the facility and the necessary controls. ■ Prevention of leaks and spills is inexpensive. Treatment and/or disposal of contaminated soil or water can be quite expensive_ Maintenance (including administrative and staffing) ■ This IMP has no major administrative or staffing requirements. However, extra time is needed to properly handle and dispose of spills, which results in increased labor costs. 4 of 9 California Storrnwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.corn Spill Prevention, Control & Cleanup SC- 11 Supplemental Information Ilirther Dciai► of the 13111111 Reporting Record keeping and internal reporting represent good operating practices because they can increase the efficiency of the facility and the effectiveness of BMPs. A good record keeping system helps the facility minimize incident recurrence, correctly respond vN9ib appropriate cleanup activities, and comply with legal requirements. A record keeping and reporting system should be set up for documenting spills,leaks, and other discharges, including discharges of hazardous substances in reportable quantities. Incident records describe the quality and quantity of non-stormwater discharges to the storm sewer. These records should contain the following information: ■ Date and time of the incident ■ Weather conditions ■ Duration of the spill/leak/discharge ■ Cause of the spill/leak/discharge ■ Response procedures implemented ■ Persons notified ■ Environmental problems associated with the spill/leak/discharge Separate record keeping systems should be established to document housekeeping and preventive maintenance inspections, and training activities. All housekeeping and preventive maintenance inspections should be documented. Inspection documentation should contain the following information: ■ The date and time the inspection was performed ■ Name of the inspector ■ Items inspected ■ Problems noted ■ Corrective action required ■ Date corrective action was taken Other means to document and record inspection results are field notes, timed and dated photographs, videotapes, and drawings and maps. Aboueground Tank Leak and Spill Control Accidental releases of materials from aboveground liquid storage tanks present the potential for contaminating stormwater with many different pollutants. Materials spilled, leaked, or lost from • January 2003 California Stormwater BMP Handbook 5 of 9 Industrial and Commercial www.cabmpharidbooks.com SC- 11 Spill Prevention, Control & Cleanup tanks may accumulate in soils or on impervious surfaces and be carried away by storniNvaler runoff. The most common causes of unintentional releases me: ■ Installation problems ■ Failure of piping systems (pipes, pumps,flanges, couplings, hoses, and valves) ■ External corrosion and structural failure ■ Spills and overfills due to operator error ■ Leaks during pumping of liquids or gases from truck or rail car to a storage tail]:or vice versa Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. Practices listed below should be employed to enhance the code requirements: ■ Tanks should be placed in a designated area. ■ Tanks located in areas where firearms are discharged should be encapsulated in concrete or the equivalent. ■ Designated areas should be impervious and paved with Portland cement concrete, free of cracks and gaps, in order to contain leaks and spills. ■ Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain to percent of the volume of all of the containers or hJo percent of the volume of the largest container, whichever is greater. The area inside the curb should slope to a drain. ■ For used oil or dangerous waste, a dead-end sump should be installed in the drain. ■ All other liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids. ■ Accumulated stormwaler in petroleum storage areas Should be passed through an oil/water separator. Maintenance is critical Lo preventing leaks and spills. Conduct routine inspections and: ■ Check for external corrosion and structural failure. ■ Check for spills and overfills due to operator error. ■ Check for failure of piping syslem (pipes, pumps,clanger, coupling, hoses, and valves). ■ Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility of vice versa. 6 of 9 California Stormwater LIMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC- 11 ■ Visually inspect new tank or container installation for loose fittings, poor welding, and improper or poorly fitted gaskets. ■ Inspect tank foundations,connections, coatings, and tank walls and piping system. Look for corrosion, leaks, cracks,scratches, and other physical damage that may weaken the tank or container system. ■ Frequently relocate accumulated stormwater during the wet season. ■ Periodically conduct integrity testing by a qualified professional. Vehicle Leak and Spill Control Major spills on roadways and other public areas are generally handled by highly trained Hazmat teams from local fire departments or environmental health departments. The measures listed below pertain to leaks and smaller spills at vehicle maintenance shops. In addition to implementing the spill prevention, control, and clean up practices above, use the following measures related to specific activities: Vehicle and Equipment Maintenance ■ Perform all vehicle fluid removal or changing inside or under cover to prevent the run-on of stormwater and the runoff of spills. ■ Regularly inspect vehicles and equipment for leaks, and repair immediately. ■ Check incoming vehicles and equipment(including delivery trucks, and employee and subcontractor vehicles)for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite. ■ Always use secondary containment,such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids. ■ Immediately drain all fluids from wrecked vehicles. ■ Store wrecked vehicles or damaged equipment under cover. ■ Place drip pans or absorbent materials under heavy equipment when not in use. ■ Use adsorbent materials on small spills rather than hosing down the spill. ■ Remove the adsorbent materials promptly and dispose of properly. ■ Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around. ■ Oil fillers disposed of in trashcans or dumpsters can leak oil and contaminate stormwater. Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil filters_ i January 2003 California Stormwater BMP Handbook 7 of 9 Industrial and Commercial www,cabmpliandbooks.com SC- 11 Spill Prevention, Control & Cleanup ■ Store cracked batteries in a non-leaking second at- container. Do this with all cracked batteries, even it you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you arc sure it is not leaking. Vehicle and Equipment Fueling ■ Design the fueling area to prevent the run-on of stormwater and the runolf of spills_ - Cover fueling area if possible. - Use a perimeter drain or slope pavement inward with drainage to a sump- - Pave fueling area with concrete rather,than asphalt. ■ If dead-end sump is not used to collect spills, install an oil/water separator_ ■ Install vapor recovery nozzles to help control drips as well as air pollution. ■ Discourage"topping-off of fuel tanks. ■ Use secondary containment when transferring fuel from the tank truck to the fuel tank. ■ Use adsorbent materials on small spills and general cleaning rather than hosing down the area. Remove lire adsorbent materials promptly. ■ Carr-y out all Federal and State requirements regarding underground storage tanks, or install above ground tanks. ■ Do not use mobile fueling of mobile industrial equipment around the facility; rather, transport the equipment to designated fueling areas. ■ Keep Your Spill Prevention Control and Countermeasure(SPCC) Plan up-to-date. • 'Frain employees in proper fueling and cleanup procedures. Industrial Spill Prevention Response For the purposes of developing a spill prevention and response program to meet the stormwater regulations, facility managers should use information provided in this fact sheet and the spill prevention/response portions of the fact sheets in this handbook, for specific activities. The program should: ■ Integrate with existing emergency response/hazardous materials programs (e.g., Fire Department) ■ Develop procedures to prevent/mitigate spills to storm drain systems ■ Identify responsible departments ■ Devclop and standardize reporting procedures, containment,simage, and disposal activities, documentation, and follow-up procedures • Address spills a municipal facilities, as well as public areas 8 of 9 Califorma Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC- 11 i ■ Provide training concerning spill prevention, response and cleanup to all appropriate personnel References and Resources California's Nonpoint Source Program Plan http'//www.swrcl).ca.gov/nns/index.html Clark County Storm Water Pollution Control Manual Iu)�//www.co cark wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http'//dnr.metrokc.90%1/wlr/dssZspcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program httP 7//www scvurppp.org The Stormwater Managers Resource Center httpi//www.stormwatercenter.iiet/ i i January 2003 California Stormwater BMP Handbook 9 of 9 Industrial and Commercial www.cabmptiandbooks.com Building & Grounds Maintenance SC-41 Objectives . ~ �n Cover ■ Contain Awy f ■ Educate ■ Reduce/Minimize t f . � ■ Product Substitution ��tStcv m Targeted Constituents Description Sediment '✓ Stormwater runoff from building and grounds maintenance Nutrients ✓ activities can be contaminated with toxic hydrocarbons in Trash solvents, fertilizers and pesticides, suspended solids, heavy Metals ✓ metals, abnormal pH, and oils and greases. Utilizing the Bacteria ✓ protocols in this fact sheet will prevent or reduce the discharge of Oil and Grease pollutants to stormwater from building and grounds Organics maintenance activities by washing and cleaning up with as little water as possible,following good landscape management practices, preventing and cleaning up spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention ■ Switch to non-toxic chemicals for maintenance when possible. ■ Choose cleaning agents that can be recycled. S Q A ■ Encourage proper lawn management and landscaping, — � � - -- -- California including use of native vegetation. stormwater r, -u,W-�,. Quality Association January 2003 California Stormwater BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbooks.coni SC-41 Building & Grounds Maintenance ■ Encourage use of Integrated Pest Management techniques for pest control. ■ Encourage proper onsile recycling of yard trimmings. ■ Keeyele residual paints, solvents, lumber, and other material as much as possible. Suggested Protocols Pressure Washing gfBuildings, Rooftops, and OtherLarge Objects ■ In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a „pater collection device that enables collection of wash water and associated solids.A sump pump, wet vacuum or similarly effective device must be used to collect the runoff and loose materials. The collected runoff and solids must be disposed of properly. ■ If soaps or detergents are not used, and the surrounding area is paved, wash runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in the catch basin to trap the particles in wash water runoff. ■ If you are pressure washing on a grassed area (with or without soap), runoff must be dispersed as sheet flow as nmch as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Landscaping Activities ■ Dispose of grass clippings,leaves, sticks, or other collected vegetation as garbage, or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion Control measures on exposed soils. Building Repair, Remodeling, and Construction ■ Do not dump any toxic substance or liquid waste on the pavement,the ground, or toward a storm drain. ■ Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of collected material daily. ■ Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. ■ Clean paintbrushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints, finishes, or other materials must be cleaned in a manner that enables collection of used solvents (e.g.,paint thinner, turpentine, etc.) for recycling or proper disposal. ■ Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism it dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. This is particularly necessary on rainy clays. The containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff-and solids must be collected and disposed of before removing the containment device(s) at the end of the work day. 2 of 5 California Stormwater BMP Handbook January 2003 lodustnAl and Commercial www.cabrnphandbooks.com • Building & Grounds Maintenance SC-41 ■ If you need to de-water an excavation site, you may need to filter the water before discharging to a catch basin or off-site. If directed off-site,you should direct the water through hay bales and filter fabric or use other sediment filters or traps. ■ Store toxic material under cover during precipitation events and when not in use.A cover would include tarps or other temporary cover material. Mowing, Trimming,and Planting ■ Dispose of leaves, sticks, or other collected vegetation as garbage,by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures when soils are exposed. ■ Place temporarily stockpiled material away from watercourses and drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system. ■ Consider an alternative approach when bailing out muddy water:do not put it in the storm drain; pour over landscaped areas. ■ Use hand weeding where practical. Fertilizer and Pesticide Management ■ Follow all federal, state, and local laws and regulations governing the use,storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. ■ Use less toxic pesticides that will do the job when applicable. Avoid use of copper-based pesticides if possible. ■ Do not use pesticides if rain is expected. ■ Do not mix or prepare pesticides for application near storm drains. ■ Use the minimum amount needed for the job. ■ Calibrate fertilizer distributors to avoid excessive application. ■ Employ techniques to minimize off-target application (e.g., spray drift) of pesticides, including consideration of alternative application techniques. ■ Apply pesticides only when wind speeds are low. ■ Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. ■ Irrigate slowly to prevent runoff and then only as much as is needed. ■ Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. ■ Dispose of empty pesticide containers according to the instructions on the container label. • January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC-41 Building & Grounds Maintenance ■ Use up the pesticides. Rinse containers, and use rinse water as product Dispose of unused pesticide as hazardous waste. ■ Implement storage requirements for pesticide products with guidance Gom the local fire department and County Agricultural Commissioner_ Provide secondary containment for pesticides. Inspection ■ Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering and repair leaks in the irrigation system as soon as they are observed. Training ■ Educate and train employees on pesticide use and in pesticide application techniques to prevent pollution. ■ Train employees and contractors in proper techniques for spill containment and cleanup. ■ Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ■ Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers (if desired) near the storage area where it will be readily accessible_ ■ Have employees trained in spill containment and cleanup present during the loading/unloading of dangerous wastes, liquid chemicals, or other materials. ■ Familiarize employees with the Spill Prevention Control and Countermeasure Plan. ■ Clean up spills immediately. Other Considerations Alternative pest/weed controls may not be available, suitable, or effective in many cases. Requirements Costs ■ Cost will vary depending on the type and size of facility- ■ Overall costs should be low in comparison to other BMPs. Maintenance Sweep paved areas regularly to collect loose particles. Wipe up spills with rags and other ahsorbent material immediately, do nol hose down the area to a storm drain. • 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmpoandbooks.com • Building & Grounds Maintenance SC-41 Supplemental Information Further Detail of the BMP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water, though in some areas it may be non-potable reclaimed wastewater. ']'here are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping,but it is subject to rusting and results in lower quality water. Initially, the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly- phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time (typically a year) and between flushes may accumulate iron, manganese,lead, copper, nickel, and zinc. The water generally becomes anoxic and contains living and dead bacteria and breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan hitp /J�ww swrcb ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual htt - /www.co.clark wa.us/pubworks/bmpman.p(if King County Storm Water Pollution Control Manual http'//dnr.metrokc.gwlr/dss/spcm.htm Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASMAA). litti)://,Aww.basmaa.org from Surface Cleaning Folder. 1996- Bay Area Stormwater Management Agencies Association (BASMAA). hJ".J/,Aww.basmaa.org/ _/www.basmaa.org/ Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.sevurppp_o—rg The Storm Water Managers Resource Center http LAww.stormwatercenter.net/ • January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com Building Repair and Construction SC-42 • Objectives ■ Cover ■ Contain ea ■ Educate ■ ReducelMinimize ■ Recycle a d. Targeted Constituents Description sediment ✓ Modifications are common particularly at large industrial sites. Nutrients The activity may vary from minor and normal building repair to Trash ✓ major remodeling, or the construction of new facilities. These Metals ✓ activities can generate pollutants including solvents, paints, paint Bacteria and varnish removers, finishing residues,spent thinners, soap Oil and Grease ✓ cleaners, kerosene, asphalt and concrete materials, adhesive Organics ✓ residues, and old asbestos installation. Protocols in this fact sheet are intended to prevent or reduce the discharge of pollutants to stormwater from building repair, remodeling, and construction by using soil erosion controls, enclosing or covering building material storage areas, using good housekeeping practices, using safer alternative products, and training employees. Approach Pollution Prevention ■ Recycle residual paints, solvents, lumber, and other materials to the maximum extent practical. ■ Buy recycled products to the maximum extent practical_ ■ Inform on-site contractors of company policy on these matters and include appropriate provisions in their contract _ to ensure certain proper housekeeping and disposal practices are implemented. k Q. ;California stormwater Quality • Association January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmptiandbooks.com SC-42 Building Repair and Construction ■ Make sure that ncarb}'storm drains are Well marked to minimize the chance of inadvertent disposal of residual paints and other liquids. Suggesled Yrolocols Repair& Remodeling ■ Follow BMPs identified in Construction BMP Handbook. ■ Maintain good housekeeping practices while work is underway. ■ Keep the work site clean and orderly. Remove debris in a timely fashion. Sweep the area. n Cover materials of particular concern that must be left outside, particularly during the rainy season. ■ Do not dump waste liquids down the storm drain. ■ Dispose of wash water, sweepings, and sediments properly. ■ Store materials properly that are normally used in repair and remodeling such as paints and solvents. ■ Sweep out the gutter or wash the gutter and trap the particles at the outlet of the downspout if when repairing roofs, small particles have accumulated in the gutter. A sock or geofabric placed over the outlet may effectively trap the materials. if the downspout is tight lined, place a temporary plug at the first convenient point in the storm drain and pump out the water with a vactor truck, and clean the catch basin sump where you placed the plug. ■ Properly store and dispose waste materials generated from construction activi ics. See Construction BMP Handbook. ■ Clean the storm drain system in the immediate vicinity of the construction activity after it is completed. Painting ■ Enclose painting operations consistent with local air quality regulations and OSHA. ■ Local air pollution regulations may, in many areas of the slate, specify painting procedures which if properly carried out are usually sufficient to protect water quahty. ■ Develop paint handling procedures for proper use, storage, and disposal of paints. ■ Transport paint and materials to and from job sites in containers with secure lids and tied down to the transport vehicle. ■ Test and inspect spray equipment prior to starting to paint_ Tighten all hoses and connections and do not overfill paint containers. ■ Mix paint indoors before using so that any spill will not be exposed to rain. Do so even during dry weather because cleanup of a spill will never be t00% effective. ■ Transfer and load paint and hot thermoplastic away from storm drain inlets. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial wwmcabmphandbooks.mm Building Repair and Construction SC-42 • Do not transfer or load paint near storm drain inlets. ■ Plug nearby storm drain inlets prior to starting painting and remove plugs when job is complete when there is significant risk of a spill reaching storm drains. ■ Cover nearby storm drain inlets prior to starting work if sand blasting is used to remove paint. ■ Use a ground cloth to collect the chips if painting requires scraping or sand blasting of the existing surface. Dispose the residue properly. ■ Cover or enclose painting operations properly to avoid drift. IN Clean the application equipment in a sink that is connected to the sanitary sewer if using water based paints. ■ Capture all cleanup-water and dispose of properly. ■ Dispose of paints containing lead or tributyl tin and considered a hazardous waste properly. ■ Store leftover paints if they are to be kept for the next job properly, or dispose properly. ■ Recycle paint when possible. Dispose of paint at an appropriate household hazardous waste facility. • Training Proper education of off-site contractors is often overlooked. The conscientious efforts of well trained employees can be lost by unknowing off-site contractors,so make sure they are well informed about what they are expected to do. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure(SPCA Plan up-to-date. ■ Place a stockpile of spill cleanup materials where it will be readily accessible. ■ Clean up spills immediately. ■ Excavate and remove the contaminated (stained)soil if a spill occurs on dirt. Limitations ■ This BMP is for minor construction only. The State's General Construction Activity Stormwater Permit has more requirements for larger projects. The companion "Construction Best Management Practice Handbook" contains specific guidance and best management practices for larger-scale projects. ■ Hazardous waste that cannot be reused or recycled must be disposed of by a licensed hazardous waste hauler. ■ lie certain that actions to help stormwater quality are consistent with Cal-and Fed-OSHA and air quality regulations. • January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-42 Building Repair and Construction Requirements • Costs These BM Ps arc generally low to modest in cost. Maintenance N/A Supplemental Information Further Detail of the BMP Soil/Erosion Control If the work involves exposing large areas of soil, employ the appropriate soil erosion and control techniques. See the Construction Best Management Practice Handbook. If old buildings are being torn down and not replaced in the near future, stabili-re the site using measures described in SC-qo Contaminated or Erodible Areas_ If a building is to be placed over an open area with a storm drainage system, make sure the storm inlets within the building arc covered or removed, or the storm line is connected to the sanitary sewer. If because of the remodeling a new drainage system is to be installed or the existing system is to be modified, consider installing catch basins as they serve as effective"in- line"treatment devices. See"Treatment Control Fact Sheet TC-20 Wet Pond/Basin in Section 5 of the New Development and Redevelopment Handbook regarding design criteria. Include in the catch basin a "turn-down" elbow or similar device to trap floatables. References and Resources i California's Nonpoint Source Program Plan httg://www.swrcb ca gov n Js indcx.html Clark County Storm Water Pollution Control Manual littp://iN,ww.co.clark.N%ra.u,.3/pubNN,oi-ks[L)iiijpman.ndf King County Storm Water Pollution Control Manual htt1J/dnr.mctrokcgov/wlr/dssncm.hUn Santa Clara Valley Urban Runoff Pollution Prevention Program http:/hv�w.sevurl111p.ong 'The Storm Water Managers Resource Center triton://ww-w.stormwatercenter net/ • 4 of 4 California Stormwater BMP Handbook January 2003 Industnal and Commercial www.cabmphandbooks-coin Parking/Storage Area Maintenance SC-43 ._ "z s Ob`ectives ■ Cover ■ Contain ■ Educate y- ■ Reduce/Minimize ■ Product Substitution Pwr e s Targeted Constituents Description Sediment ��� ✓ Parking lots and storage areas can contribute a number of Nutrients substances, such as trash, suspended solids, hydrocarbons, oil Trash ✓ and grease, and heavy metals that can enter receiving waters Metals ✓ through stormwater runoff or non-stormwater discharges. The Bacteria protocols in this fact sheet are intended to prevent or reduce the Oil and Grease ✓ discharge of pollutants from parking/storage areas and include Organics ✓ using good housekeeping practices,following appropriate cleaning BMPs, and training employees. Approach The goal of this program is to ensure stormwater pollution prevention practices are considered when conducting activities on or around parking areas and storage areas to reduce potential for pollutant discharge to receiving waters. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention ■ Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook) ■ Keep accurate maintenance logs to evaluate BMP implementation. S Q A ta...,. »._. .. ._ _.. c California stormwater Quality w"f Association January 2003 California stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com SC-43 Parking/Storage Area Maintenance i Suggested Protocols General ■ Keep the parking and storage areas clean and orderIv. Remove debris in a timely fashion. ■ Allow sheet runoff to flow into biofilters(vegetated strip and swale) and/or infiltration devices. ■ Utilize sand filters or oleophilic collectors for oily waste in low quantities. ■ Arrange rooftop drains to prevent drainage directly onto paved surfaces. ■ Design lot to include semi-permeable hardscape. ■ Discharge soapy water remaining in mop or wash buckets to the sanitary sewer through a sink, toilet, clean-out, or wash area with drain_ Controlling Litter ■ Post "No littering"signs and enforce anti-litter laws. ■ Provide an adequate number of litter receptacles. ■ Clean out and cover litter receptacles frequently to prevent spillage. ■ Provide trash receptacles in parking lots to discourage litter. ■ Routinely sweep, shovel, and dispose of litter in the trash. Surface Cleaning ■ Use dry cleaning methods(e.g., sweeping,vacuuming) to prevent the discharge of pollutants into the stormvvater conveyance system it possible_ ■ Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. ■ Sweep all parking lots at least once before the onset of the wet season. ■ Follow the procedures below if water is used to clean surfaces: - Block the storm drain or contain runoff. - Collect and pump wash water to the sanitary sewer or discharge to a pervious surface. Do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. ■ Follow the procedures below NN°hen cleaning heavy oily deposits: Clean oily spots with absorbent materials. - Use a screen orfiller fabric over inlet, then wash suri.lces. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.cary Parking/Storage Area Maintenance SC-43 - Do not allow discharges to the storm drain. - Vacuum/pump discharges to a tank or discharge to sanitary sewer. - Appropriately dispose of spilled materials and absorbents. Surface Repair ■ Preheat, transfer or load hot bituminous material away from storm drain inlets. ■ Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. ■ Cover and seal nearby storm drain inlets where applicable (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. ■ Use only as much water as necessary for dust control, to avoid runoff. ■ Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Inspection ■ Have designated personnel conduct inspections of parking facilities and stormwater conveyance systems associated with parking facilities on a regular basis. ■ Inspect cleaning equipment/sweepers for leaks on a regular basis. Training ■ Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. ■ Train employees and contractors in proper techniques for spill containment and cleanup. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ■ Place a stockpile of spill cleanup materials where it will be readily accessible or at a central location_ ■ Clean up fluid spills immediately with absorbent rags or material. ■ Dispose of spilled material and absorbents properly. Other Considerations Limitations related to sweeping activities at large parking facilities may include high equipment costs, the need for sweeper operator training, and the inability of current sweeper technology to remove oil and grease. lanuary 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-43 Parking/Storage Area Maintenance Requirements COSTS Cleaning/sweeping costs can be quite large. Construction and maintenance of stormwater structural controls can be quite expensive as well_ Maintenance ■ Sweep parking lot regularly to minimize cleaning with water. ■ Clean out oil/water/sand separators regularly, especially after heavy storms. is Clean parking facilities regularly to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. Supplemental Information Further Detail of the I3M1' Surface Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Only use only as much water as is necessary for dust control to avoid runoff. References and Resources California's Nonpoiot Source Program Plan littA)-I//LN,",xN,.,-,wrc.l).ca.gov/iips/­itidex.fitniI Clark County Storm Water Pollution Control Manual httn_�fwww.co.clark.wa us/uubworks/bmpman.ndf King County Storm Water Pollution Control Manual hit )://diii-.iiietroke.gov/wli-/ds /spern.htm Pollution from Surface Cleaning Polder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). httn-.�/hv vw.basmaa ore/ Oregon Association of Clcan Water Agencies. Oregon Municipal Slormwater Toolbox for- Maintenance Practices. June 1998. Santa Clara Valley Urban Runoff Pollution Prevention Program hup://wvww.scvurp1)p.org The Storm Water Managers Resource Center http://www stormwatercenter nett 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Site Design & Landscape Planning SD- 10 a .emu Design Objectives ✓ Maximize Infiltration ✓ Provide Retention _ ✓ Slow Runoff : ' w'�'- ''' ✓ Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants f Collect and Convey • Description Each project site possesses unique topographic, hydrologic, and vegetative features,some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent w th applicable General Plan and Local Area Plan policies. c A S 0 A ,�r� Ulifornia r'J stormwater Kn Quality Association January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.cabmphandbooks.com SD- 10 Site Design & Landscape Planning Designing Neto Installations Begin the development of a plan for the landscape unit NA!th attention to the following general principles: ■ Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. ■ Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion-prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies: ■ Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. ■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection. ■ Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants_ ■ Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. ■ Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and • 2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Site Design & Landscape Planning SD- 10 regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. ■ Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design ■ Convey runoff safely from the tops of slopes. ■ Avoid disturbing steep or unstable slopes. ■ Avoid disturbing natural channels. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought tolerant vegetation. ■ Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. • ■ Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. ■ Install energy dissipaters,such as riprap,at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. ■ Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities,but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cement, or geo-grid stabilization are other alternatives. ■ Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans(SUSMP, WQMP, etc.) define "redevelopment'in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of"redevelopment'must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under"designing new installations" above should be followed. January 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com SD- 10 Site Design & Landscape Planning Redevelopment may present significant opportunity to add features which had not prexiously been implemented. Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the stains of already existing infrastructure, opportunities should not he missed to maximize infiltration, sloiv runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban StOrmw'ater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stormwater Management Manual for Western Washington, Washington State Department of Ecology,August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. • • 4 of 4 California Stormwater BMP f landbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Roof Runoff Controls SD- 11 '- Design Objectives .,- r ✓ Maximize Infiltration 0 t } t � ✓ Provide Retention ✓ Slow Runoff k, -, Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials K" . � Y"}x —� r`3 ✓ Contain Pollutants Collect and Convey Rain Garden Description Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; dry wells or infiltration trenches; pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens,lawns, and trees. Benefits to the environment include reduced demand for potable water used for irrigation, improved stormwater quality, increased groundwater recharge, decreased runoff volume and peak flows, and decreased flooding potential. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Designing New Installations Cisterns or Rain Barrels One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage �1 S Q A r vessel with either a manually operated valve or a permanently open , :- earfomia outlet. Roof runoff is temporarily stored and then released for smrmware Quality 101 irrigation or infiltration between storms. The number of rain Asso cation January 2003 California Stormwater BMP Handbook ] of 3 New Development and Redevelopment www.cabmphandbook.com SD- 11 Roof Runoff Controls barrels needed is a function of the rooftop area. Sonic low impact developers recommend that every house have at least 2 rain barrels, with a minimum storage capacity of r000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed tirith a bypass valve that filters out grit and other contaminants and routes overflow to a soak-away pit or rain garden. If the cistern has an operable valve, the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet(say 1/4 to 1/2 inch diameter), runoff will build up inside the cistern during storms, and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate, and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement,the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric,though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance. In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically 4 to 5 feet square, and 2 to 3 feet deep,with a minimum of i-foot soil cover over the top (maximum depth of ro feet). To protect the foundation, dry wells must be set away from the building at least 10 feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility. Infiltration trenches function in a similar manner and would be particularly effective for larger roof areas. An infiltration trench is a long, narrow, rock-filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls. Pop-up Drainage Emilter Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation, releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head,the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease of lawn or landscape maintenance. 2 of 3 California Storrnwater 6MP Handbook January 2003 New Development and Redevelopment www.cabmptiandbook.com • Roof Runoff Controls SD- 11 Foundation Planting Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows, and periodic soil saturation. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP,WQMP, etc.) define"redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment"must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under"designing new installations" above should be followed. Supplemental Information Examples ■ City of Ottawa's Water Links Surface—Water Quality Protection Program ■ City of Toronto Downspout Disconnection Program ■ City of Boston, MA, Rain Barrel Demonstration Program Other Resources Hager, Marty Catherine, Stormwater, "Low-Impact Development",January/February 2003. w,wv.storrnh20.c01n Low Impact Urban Design Tools, Low Impact Development Design Center, Beltsville, MD. www_Iid_stormwaater,get Start at the Source, Bay Area Stormwater Management Agencies Association, n9g9 Edition )anuary 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www,cabmphandbook.com . Efficient Irrigation SD- 12 Design Objectives -- s - ✓ Maximize Infiltration y �,., ✓ Provide Retention ' _ ✓ Slow Runoff t� Minimize Impervious Land Coverage r fi rir. Prohibit Dumping of Improper §e < Materials Contain Pollutants T £ Collect and Convey Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: ■ Fmploy rain-triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with County or City water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. C , S Q A �` �.Galiforniaww '� Stormwater i-s Quality '$* Association January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD- 12 Efficient Irrigation ■ Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: - Using mulches(such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff - Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses,to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable, equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional Stormwater management and mitigation plans (SUSMP, WQMP, etc.) define"redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impemrious surfaces. The definition of" redevelopment'must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under"designing new installations" above should be followed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (14'QMP) for County of Orange, Orange County blood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. • 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabrnphandbooks.com Trash Storage Areas SD-32 Design Objectives Description -- - --- - " Trash storage areas are areas where a trash receptacle(s)are Maximize Infiltration located for use as a repository for solid wastes. Stormwater Provide Retention runoff from areas where trash is stored or disposed of can be Slow Runoff polluted. in addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, Minimize Impervious Land Coverage channels, and/or creeks. Waste handling operations that may be sources of stormwater pollution include dumpsters, litter control, Prohibit Dumping of Improper Materials and waste piles. ✓ Contain Pollutants Approach Collect and Convey This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures including enclosures, containment structures, and impervious pavements to mitigate spills,should be used to reduce the likelihood of contamination. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Design requirements for waste handling areas are governed by Building and Fire Codes, and by current local agency ordinances and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code and ordinance requirements. Hazardous waste should be handled in accordance with legal requirements established in Title 22, California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing Nera Installations Trash storage areas should be designed to consider the following structural or treatment control BM Ps: IN Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s)to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. R =tahfornia ■ Make sure trash container areas are screened or walled to stormwater prevent off-site transport of trash. Quarry January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.camriphandbooks.com SD-32 Trash Storage Areas ■ Use lined bins or dumpsters to reduce leaking of liquid waste. ■ Provide roofs, awnings, or attached lids on all trash containers to minimize direct Precipitation and prevent rainfall from entering containers. ■ Pave trash storage areas v`ith an impervious surface to mitigate spills. ■ Do not locate storm drains in immediate vicinity of the trash storage area. ■ Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Redeveloping Existing Installations Various jurisdictional stornnwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment"in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under"designing new installations" above should be followed. Additional Information Maintenance Considerations The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs) must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency, maintenance agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February tq, 2002. Model Water Quality Management Plan (WQMP)for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003_ Ventura County wide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2. California Stoonwater nMP Handbook January 2003 New Development and Redevelopment www.cabmpliandbooks.com • Vegetated Swale TC-30 t ` " Maintenance Concerns, i l Objectives, and Goals ■ Channellzation . r q 4 ■ VegelahonfLands cap e Maintenance ■ Vector Control ■ Aesthetics ■ Hydraulic and Removal Efficacy RRN ^W General Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly Targeted Constituents convey runoff flow to downstream discharge points. They are V Sediment A designed to treat runoff through filtering by the vegetation in the ✓ Nutrients • channel, filtering through a subsoil matrix, and/or infiltration ✓ Trash • into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace ✓ Metals A metals), promote infiltration, and reduce the flow velocity of ✓ Bacteria • stormwater runoff. Vegetated swales can serve as part of a ✓ Oil and Grease A stormwater drainage system and can replace curbs,gutters and ✓ Organics A storm sewer systems. Therefore, swales are best suited for Legend(Removal Effectiveness) residential, industrial, and commercial areas with low flow and 0 Low ■ High smaller populations. Medium Inspection/Maintenance Considerations It is important to consider that a thick vegetative cover is needed for vegetated swales to function properly. Usually, swales require little more than normal landscape maintenance activities such as irrigation and mowing to maintain pollutant removal efficiency. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop(e.g., debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. The application of fertilizers and pesticides should be minimized. S .Q A California stormwater =??y Quality Association January 2003 California Stormwater BMP Handbook 1 of 3 Industrial and Commercial www.cabmphandbooks.com TC-30 Vegetated Swale Tnspectron ■ I nspect after seeding a nd a I Ier first major storms for am damages. Post construction ■ Inspect la signs ofenosion,damageto vegetation,chtnnelization of flow,debris and Scmiannuall Inter,and areas of sediment accumulation. Perform inspections at the beginning and end =' of the wet season. Additional inspections after periods of heavy runoff are desirable. ■ Inspect level spreader for clogging„grass along side slopes for erosion and formation of Annual rills or gullies,and sand/soil bed for erosion problems. . "" MatntenaneeActrvtt ��"��' srM ��au_, ■ Mow grass to maintain a height of 3-4 inches, for safety,aesthetic,cm other purposes. As needed Litter should ahvays be removed prior to mowing. Clippings should be composted. (frcyuent, ■ Irrigate swale during dry season (April through October)or is necessan°to maintain soasonally) the vegetation. ■ Provide weed control,if necessary to control invasive species. ■ Remove litter,branches, rocks blockages,and other debris and dispose of properly.Remi-annual ■ Maintain inlet flow spreader(ifapplicable). ■ Repair any damaged areas within a channel identified during inspections. Erosion rills of gullies should be corrected as needed. Bare areas should be replanted as necessan}•. ■ Declog the pea gn arel diaphragm if necessan. Annual(as needed) ■ Correct erosion problems in the sand/soil bed of dry swales. ■ Plant an alternative grass species if the original grass cover has not been successfully 1 established. Reseed and apply mulch to damaged areas. ■ Remove all accumulated sediment Ihat may obstruct flow through the Se de. Sediment As needed accumulating near cuheris and in channels should be removed when it builds up to 3 in. (inGeyuent) at any spot,or covers vegetation,or once it has accumulated to to%of the original design } volume. Replace the grass areas danaged in the process. ■ Rolotill of cultivate the surface of the sand/soil bed of dry swales if the se,ale does not draw down within 48 hours. 2 of 3 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.corn Vegetated Swale TC-30 Additional Information Recent research (Colwell et al., 2000) indicates that grass height and mowing frequency have little impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. References Metropolitan Council, Urban Small Sites Best Management Practices Manual. Available at: http_//www metrocouncil org/environment/Watershed/BMP/manual.htm U.S. EnAronmental Protection Agency, Post-Construction Stonnwater Management in New Development&Redevelopment BMP Factsheets. Available at: cfpub.epa.gov/nodes/stormwater/mentiofl)inps/bmp 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 www.cabmphandbooks.com Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,County of Riverside,CA • V.3 Treatment Control BMPs The Project will employ the following Treatment Control BMPs: Crass / Filtration Swale—Vegetated Swale(TC-30) Facility Grass swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff by trapping particular pollutants (suspended solids and trace metals), promoting infiltration, and reducing the flow velocity of stormwater runoff. Grass / filtration Swale will be along the eastern boundary of the Project and will treat onsite drainage prior to discharge onto the City of Temecula storm drain system under Diaz Road. Irrigated grass turf will be used as the vegetation. The preliminary design calculations for sizing of the grass / filtration swale are as follows: • Length — 105 ft • Base width —2 ft Slope—3:1 • Depth —6' (l' @ 3:1 slope plus 3' of sand plus 2' of gravel). Supporting engineer calculations for Qbmp and Treatment Control BMP design details are included in • Appendix F of this WQMP. • Page 19 April 2007 Water Quality Management Plan(�&) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,County of Riverside,CA Plaza Rio Vista Treatment Control BMPs Treatment Control BMP Categories(9) Awalel: Detention Infiltration Basins Wet Ponds if Fdter,or Water quality Hydrodynami Manufactured/ ve"2 g Fdter Basinsl'I &Trenches/ or t Fltration�.;s' Inlets c Separator Proprietary fir' Stri ps"�.V? Porous Wetlands " Systems I°I Devices Pollutant of Concern ,` a Porous Sediment/Turbidity HIM M H/M H/M HIM L H/M (L for H/M ' NI ING 1, turbidity) Yes/No? Yes (P) i�!t N�utrienffi r ° a 1 ML a #s H/M sH/M UM 'c L j4H/M_r" H/M e ge"Z&Gi v h �; P ` X Organic Compounds U U H/M U -HIIN ' L H/M M Yes/No? Yes(E) X Trash & Debris yL M H/M U H/M M M H/M H/M Yes/No? Yes(E) Oxygen Demanding Substances &, r, L M H/M H/M L L U Yes/No? Yes P Bacteria&Viruses '�3T�'Uc .'°'. U U U H/M« z L L M yn Yes/No? Yes Oils & Grease .- HIM.£ M H.M U *"rH/Ms ; M H/M H/M Yes/No? Yes (E) Pesticides (non-soil bound) -U -� U U Uxr' U L L U as:.,.. Yes/No? Yes (P) Metals H M H/M H =�'' H. L L 1 /M H/M Yes/No? Yes (P) 'X X Page 20 February 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890.Parcels 10 B 11 Cite of Temecula,County of Riverside,CA Abbreviations: L: Low removal efficiency HIM: High or medium removal efficiency U Unknown removal efficiency Notes (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices,baffle boxes, swirl concentrators,or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwaler 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 Stormwaler BMP Handbook — New Development and Redevelopment (www.cabmphandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement)must include a copy of the property/project soils report 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. VA Equivalent Treatment Control Alternatives Not Applicable V.5 Regionally-Based Treatment Control BMPs Not Applicable Page 21 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels to& I I City of Temecula,County of Riverside,CA VI. Operation and Maintenance Responsibility for Treatment Control BMPs Grass/ Filtration Swale— Vegetated Swale(TC-30) The following explains all operations and maintenance requirements for each structural BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in Appendix G. Inspection and Maintenance Usually, swales require little more than normal landscape maintenance activities such as irrigation and mowing to maintain pollutant removal efficiency. The use of fertilizers and pesticides should be minimized. Inspection activities shall include the following: • Inspect after seeding and after first major storms for any damages. (post construction) • Inspect for signs of erosion, damage to vegetation, channelization of flow, debris and litter, and areas of sediment accumulation. Perform inspections at the beginning and end of the wet season. Additional inspections after periods of heavy runoff are desirable. (semi-annually) • Inspect level spreader for clogging, grass along side slopes for erosion and formation of rills or gullies, and sand/soil bed for erosion problems. (annually) Maintenance activities shall include the following: • Mow grass to maintain a height of 3-4 inches, for safety, aesthetic, or other purposes. Litter should always be removed prior to mowing. Clippings should be composted. (as needed frequent • Irrigate swale during dry season (April 30 through October 1) or when necessary to maintain the vegetation. • Provide weed control, if necessary to control invasive species. • Remove litter, branches, rock blockages, and other debris and dispose of properly. (semi- annually • Repair any damaged areas within a channel identified during inspections. Erosion rills or gullies should be corrected as needed. Bare areas should be replanted as necessary. (semi- annually) • Declog the pea gravel diaphragm, if necessary. (annually, as needed) • Correct erosion problems in the sand/soil bed of dry swales. (annually, as needed) • Plant an alternative grass species if the original grass cover has not been successfully established. Reseed and apply mulch to damaged areas. (annually, as needed) • Remove all accumulated sediment that may obstruct flow through the Swale. Sediment accumulating near culverts and in channels should be removed when it builds up to 3 in. at any Page 22 April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels Ill& 11 City of Temecula,County of Riverside,CA spot, or covers vegetation, or once it has accumulated to 10% of the original design volume. Replace the grass areas damaged in the process. (as needed, infrequent) Rototill or cultivate the surface of the sand/soil bed of dry swale if the Swale does not draw down within 48 hours. (as needed, infrequent) • • Page 23 April 2007 Water Quality Management Plan(We) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,County of Riverside,CA Plaza Rio Vista BMP Operation & Maintenance Annual Responsible Capital Responsible Structural Quantity Costs O&M Start Up Dates O&M Frequency Funding Party Funding Party BMPs Costs (weekly/monthly/quarterly) for Installation for Long-Term ($)' ($)s O&M Grass/ Flitration 1 Prior to Associated with landscape Swale Length = 105' $1,850 $334 Occupancy maintenance, bi monthly Owner Owner (TC-30) I Estimate costs are taken from 2003 CASQA California Stormwater BMP Handbook.($0.50 per square foot) 2. Estimate costs are taken from 2003 CASQA California Stormwater BMP Handbook.Costs include mowing,general lawn care,and other related vegetative maintenance activities. Page 24 April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10&11 City of Temecula,County of Riverside,CA • VII. Funding Ongoing funding for Source Control (Structural and Non-Structural) and Treatment Control facilities will be provided by the Alfred W. & Inge I. Heinzelman. The table below, BMP Funding, identifies funding responsibilities by BMP. Plaza Rio Vista BMP Funding BMP Description Alfred W. & Inge I. Heinzelman — Pre- Development 1. Education for Tenants and Occupants X 2. Activity Restrictions X 3 Irrigation System and Landscape Maintenance X 4. Common Area Litter Control X 5. Street Sweeping Private Streets and Parking Lots X 6. Drainage Facility, Inspection and Maintenance X • 7. Landscape and Irrigation System Design X 8. Property Design Trash Storage Areas X 9. Grass/Filtration Swale X • Page 25 April 2007 APR-16-2007 MON 12:00 PM Ball 4 For°man Inc. FAX: Nt lZy4yhl ?. UU4 • Attachment to Section VII. FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in this WQMP until the project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the O&M responsibilities to each new owner. Where the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these responsibilities, shall cause the same to be performed at the owner's expense. Nothing in this WQMP shall prevent the owner 'from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from pursuing remedies for the default of responsibilities as provided by the lease contract and law. plaza Rio vista The,owner for (project name and location)43015 &43055 Blackdeer Loop, Temeelrla, CA 92592 will be responsible for the installation, and operation and maintenance of all BMPs until such time that the site is transferred to a new owner. Owner or Company Official's Signature Date " d, �✓ll �0 Luc 41. / 7 c '7 Alfred W. Heinzelmann & Inge I. Heinzelmann Owner/ owner Owner or Company Official's Printed Name Owner or Company Official's Title/Position Company Name Hall & Foreman Three BetterWorld circle, suite 200 Temecula CA, 92592 COmpany Address Phone Number (951) 294-9300 (951) 294-9301 Fax Number • • CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of LOS 5 I ^ On hprl 1gt'200a before me, Maria r"' Z No}gr��Jbl[C T cate nt Name and Tale of O�(a g.."Jane Doe.Nct ryy vubric personally appeared AI Ted W. PI►� �`^�` (aro,sgner(a�r,� Nei reel m4r�, _, ❑ personally known to me A(or proved to me on the basis of satisfactory evidence) MARK LOPEZto be the person(s)whose name(s)DA?are subscribed to the COmrMARK L PEZ within instrument and acknowledged to me that NrNotary Pubdc -calBorMa r%&Wthey executed the same in ht54<r/their authorized Los A getes County capacity(ies), and that by fi r/their signature(s) on the Vii,e orri.90 slMot20.2011 instrument the person(s), or the entity upon behalf of wwq - - - - - - which the person(s) acted, executed the instrument. WITNESS my hand and official se • Place Notary Seal Above MS na of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: 1=V ln5 �Yj'1ncaT7�h Document Date: PP r- I-4 0 2 ao 5- Number of Pages: ) Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: L7 Individual ❑ Individual ❑ Corporate Officer — Title(s): ❑ Corporate Officer — Ttle(s): ❑ Partner — ❑ Limited ❑ General WON Mil ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact Top of thumb Here ❑Attorney in Fact Too of thumb here ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: • 0 2006 National Notary Association•9350 De Solo Ave. PO Box 2402-Chatsworth,GA 91313-2402 Item No.5907 Reorder:Call Toll Free 1-600-616-6627 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Mal) 12890,Parcels 10& 11 City of"Temecula,County of Riverside,CA Appendix A Conditions of Approval Planning Commission Resolution Dated Note: Final COAs will be provided to the City for inclusion herein upon issuance by the City. April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I I City of Temecula,County of Riverside,CA Appendix B Exhibits ■ Vicinity Map ■ WQMP Site Layout • Receiving Waters Map i i April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,County of Riverside,CA v, lh � V e bRr O A 6 Ile n ` 9 b b 11 Q n �: C �a N t •fit i a, . v��� Project `: k Location � o a �r c o s a -Q0 no -�1000 It - o [C' ,root mo e ©2oo8.NAVTEQ Vicinity Map Plaza Rio Vista April 2007 'OWIRanalRABUCO PE SF 0 � 6 Valle i tY I �• .Nin-c-h+e.-s*te"r Ic — .. 1 Y _ rl Jere �. 1 a Irla!° '4 � Y l A� C'I ✓ OS sh a. v: x r" : .\:I I ,_I - l htntl ilJ,"7 a\� �. @I „• Jr f C ` Q 8FLI OUN7 IN 'O 9 i" s rl a }l dF! Sin 1 r �1 R 1 r r / 1 Udlfi Si811a f\ 'Fa:T? k St Pi / " I ;1CC� ! '9 S / \ i 1114'r 'C mmund °:k -� hveie:"`i.at P yl }i•• e ly '1 t0 co 4(II_ Ha • rt i ) t , iti //! TaA�.. 'a ` I % lake Vlllo -e,• t _ T I ON - t F ).SWIM I��.BIA�K.I PORM L y It-� Ba Er'C:f MOUN7A1': A r Ct61NO PEAR til� / (,'� �1 a � f u �� iR ,+� O!'•'� I �., \ 31 kc. s w rcm,h� � uai r5 !-4.�i.. /,.. 26 -��. 1 .'d>'..A�z It. ti 3i t�� 1i SI770NrPEAR \,` �i y �\ Ilc _n 'SGrc Ranch i , y ', ! . /'1 d7♦ / non in F/'0 \R Er S Ty , 31r J 6 0�,,.��/ ,/J t r' //fliankh r Ems: MU - f 1- / i 1 0°� (,� /.'{• *ti__. ! nd�I;•. ��w er i '� _ HD pfi \ mm nl c Jy,��a Ranch ��'Lol Alumo .. alp i t �'I ESI -wa:el/ i •E eUZ1: f >e° /r � _, i � ' G metmr �� Glel 1 � `tL 4 ,E 7Wat {- �. o Tr a6 l i ` f/r1 �; I soUAw� /MOUNTa IN ! I— hnc ( _anp� LRI VERSIDE COUNTY -f T-- I— —Rancho / \ SAN_D �CL:O N iY_y MIL1C- 1, EDpNDA`\ _�YCOLCAADC_r'� � �_ — �. CIS_ t yli!:. >.I• _I ._,�{'( hL) Lt 'Water ,'L7 h ) 1 / ME j r% �y •}r Yam^ I.cul CI �.r Watei / r r / \,., 'S 1`?;ncn. 1. 1 fla I 1 % \ rn(�.,.f L� j ` � --' 1 ` I _ �mi8 ` .� r nDural joun Ren �'' � ndh'.\ rRaI.�cj.v , ���,��r ( �-� ! /YJ f�.RJn� i s YrZ • . ".i� R _ � ti+`��WaIeYY I f Rann^h• • l^Vye RanM:i � a t I rwinami - "! di< PEC HANGA i„ �-E •Q f^:?S��ARf��Ri IAR. 2 Ll n/� •tr! Ranc I� rS_l:GAVIL �Ixlq IN I..1 nu 7;�o'�e ° r - �� �a �/=-� i� anc I ) JReneh - s.Y ( A I I I V "., iEm tl `a- 7 I Cam I�S _ n ✓ /� / t� r�' r,� ( �f'r I r `_ 7 - I "o /ram i \ ! Ij�li i. / `�6 i I. OLYMPUS� I1 NIL� ' /B tlll n_ tla y.g .'� r o /. G / (. �. RED `I LHMP '��, r \�.�1 ti /' ` tazeout t •'� fi ncf!I \� m�• � .� S; a-{��` %a j `���! bt S}` Weter:. I - Gu at5t{dn.. 8J~ \ c TOURM'I.WE OUEEj, _I. 7dat: F,5ENDLETON �i--=' " Camn � R r 67'- fi r lTT' �—r`.1+ .n�� {{ M N a c F BRC�pK l Wtei. le /` ��tr ala ;n. a; \ A- \f51 !a f A of_ \I......_ `CLamp '..t�AL i Jy/Ir-Nalei. S �` �Na §I h �,_ �•__.ti._ �I I vh4 N S F P A A� oc -1 I i VV.1 H {� - O'J�litlt JI (�� la Mesa *fty�rJc StER "gip RESERVA�IOrA771 !e "� ) ( I afar Jkj, f• .�, f I FL M\s l vj; r' fl MCAT :r 5 '`x"r-Asc Csim�Pe dlell[I .1111.�aPR\.., l9/ iE . \' Name ' " C p Pend WEAYE ` '• l A-rb'3 I f °3?.I(( _ i 1 ''`J. 1 ✓ / , I' \ (I \ /" P 5'I ' MT ARA'RAT RIN 6 �1� t1 , I I � ° '6� �yYy- ecXimnn i _ L fit i mJ_t.'4 \ I / -j1�{5 $ /�� -�I r'he. Cenx --•-5-.< arch ` �IB� RED NiAIN •�. ualnrr R 9 ' z7 \ i roc co°y� c _ ✓ . i� i.It a ri i RyRT ; 11' m .;.. pEeemida� jy * �� I • tet�p 1`1 � k al , � w .-..; i,t T 2• eYne• �} it T�a ° � Q ` A � {�L-u!"1. ., 1 S I n -,, Llght,x t i R SSx y. 1 4 r/y Y`` t. Tir{{�� R ' .s 1 'r �' C BfAAec. La �� Y �' $ r' .. OCEANSIDEi r O r G� V • I S ee P V ' I G � ' I ' / t ?LOT No. 1 OF TRACT 14936 \' � APN: 909-251 --001 o LOT N o. 2 0 F TRACT 149 3 6 ...._ _.. k.z ,............K_.._.._...._.... _......._ ..._. .....,. .._. i 1 , 0 r E i ZONE. L 1 , LAND USE: BUSINESS PAI3 E l f APN: 909�-251 002 ZONE. L 1 , I: COMMERCIAL FUELING STA1011 TION � f \ Q LAND USE• BUSINESS PARK I i EXIST. S.D DROP INLET f f € , EXIST. MH f t P jl i l E E° EXISTING STOR DRAIN G EXIST. MASONARY INDUSTRIAL E �w' I IM EL 15.50 / Q .t r i f RIM EL.16.80 CATCH BASIN Q ` _._.......... ....__._.., (PROTECT IN PLACE '� B f.° mil '( WQM P S1 TE I AYOUT BUILDING , _ �:£�M.. � �' , , i PROTECT IN PLA2E . V P` EXISTING EXIST. EXIST. (2) 48 CIq - ; Q C H ...._�__...� _ w _...._... .... _ .. C� A __.m / � •� PER PM 12890 AUTO REPAIR SHOP \ ... `\ M < {` f .......... \. .....,.......�. .,,, w.,.....S,e•✓ `r\.t ..«».,.....t ..Fh'r ✓r ..h.,K, f / = f t w... . ... _ Ff. � ... ._. _.. ...... r� STORM DRAIN PL N E r 1 :h ..,............. „w.. � ,\„ � � �` ,' -r N, ' a h �w 1 d S •- ...-} .".'/ f '? ^ !, _ u. .�+ w.„,, w ` r r r..r.....r+.w I •'„✓I .._ L k,..._� D R A!N-A`�' � .�P:�f'E . M�,,.. �. -. ...,. . , . `` r :..-�- . :..., . r aw. •ww f ,Y � ;� _. ... �..,,,_............ .... _. �':''� � � SWALE F L � .� f �� fr� . ,....,...�...„.. � if r .. .. _._.....,. T. v 2 4 5,4 4M �� -�- µ - �.- ------- oo FS ry .,_ ... .._ % f. ,lr -E I S 4 4 4 E w; I; � �- Q,00=2 E f`1 ( ''I? N 4 5 5 �. ~�. >E. S o�•-- •o 0 3 6,, . LE FL- _. L t �. . 4 -1 L 1,4. OH T 0 T _ 'T LEGEND MM p E .w w If 0 T M w„ , a � j t V i M f --• 00 4 x3•x, V► f \� _ I -- o= .0025 - - • _._ .. LOCATION OF R P I :�. ..._� _. ��.. . W . r \ E EIVING WA I Gj P` S o- 0.0 0 2 5 � � �,--�° • �w�.-• ..-- ...., ..... .._�.. -o _ . . . ' - .. _ .. - \ p.y r p y W r•.r r . A �'AP I TO EI T. TO WHICH HE PROJEC Tr _ . . ��� r \ t . r LANDSCAPE AREA f INDIRECTL\d D'SCAHRC��ES f ` EXIST. 72" R. C. P � �`... - ��.. ,� I I ,• ACCESSIBLE ,8.�.......,.� ,d.9� ;� \� � ,/ f , PR WALK FROM PROJECTS .w,.� f S>'JRM DRAIN f` r ............................ STORM 0.5% EXIST. MHRIBBON GUT. ER I w �f POINT WHERE OI�SIT FLOWS DRAIN RIM EL.16.0 U. LAIC WAY. f i IMPERVIOUS AREA PARK, I I ADJUST TO_GRADE --------� � �► `� EI��T THE PROJEC F SITE• `�$ 1TH THE _ - -- f � . , 1 .M..wm . M.._. . .. PROTECT IN PLACE I LOT WAS FL T - ', f--RR_0_T_E�C_T IN PLACr. _ __ . _ . __ -_---------------- - GUEB --� -�- ----. .r-.-. --- --- P R QP. 12 \ ..._...._...................._............. a I�E S -. --• '� ` `~" " y-maB--- PVC DRAIN PIPE -- 1- 1 o I I X 1� TRASH ENCLOSURE i l ... . _ ......................... x 101 I E ! VECINITY MAP c"'')' OWN SPOU T 6f ............ :� , M. R1) ROOF RUN OFF NOT TO SCALE oo I �o GUfT R 2006 THOMAS GUIDE i iOut {{ A f � � t t � ' PAR ING I a E , i �� <� GRASS FILTRATION SWALE LOT NO. 9 OF i r Rw Lo r f f f i PAGE 958; GRID F-5 o I f .� PM 12890 10 18E3 4 � o �� �. � r E I r w 1 �' ;` t � _ � � R 0 P. GRASS r ....._......................................... APN. 921 030•--015 �, � f f' _ � j FILTRATION � � ROOF DRAIN PAVED AREAS w SWALE _......._.......__._...._...__.......__. ZONE. L T 4 PVC r r USE. PARKING LOT � 1 0 F D f �� l.�' '�` f \ f So- U.007 �......... j LAND USE: BUSINESS PARK f , f L=1U5 . SEE A I B A X 101&56 I ► , ' . ._.. if f ft _ , C L �! RIP R A P `""' / f / f C O N C.T I L T�-U P INDUSTRIAL �C (; '.,, r` I t SECTION A�-A :w%° PROP. F S I ----�.. iv L )RflM C T PROJE f h...._. `,. �� �,. �h f i i 1 r i ON THIS SHEET 24 DEEP @ PARKING LOT BUILDING 1 , To UBLIC AY DOWNSPOUT I � -- " FOR DETAILS .......P i » 1 2" qO()F (GUTTER �. w f \ ,`� off 1 1 2 2 SWALE / � . �� 6+ r 4 PVC ROOF DRAIN GRAVEL So=0.007 15.92 TRASH I TL� I / I' PERFORATED ° _.w_. ..._.............w L=105 15.42 FL FL ENCLOSURE I R R' IN r � ��•� � if � P C PIPE 16.92TC ��Ez{ E f C� BEG. � �. . IRRIGATED GRASS 6.5 \ ,� f , `= o b f 1 ' 1 . �f 5 BELOW BOTTO 16.42FS f f 'r� . OF SWALE ' OF SWALE o . TURF C f i " 3 SAND BOTTOM 14.70 FL 15.20 6 TO P 'Ej li �, Ff - ... \`1 FILTER OF SWALE I �` /` EASEMENT r SWALE SOIL 4 X3 X1 EXISTING M H PL L,� i -' � TOP ( �\jjf f/f f ' 6 FABRIC E f RIP RAP PROTECT IN PLACE _.•,� �\ ./ ,`, �, f �, , PROPOSED SURFACE INLET TURF _......... ... F0 INLET'�.. ._.. ....._.. f S CONTROL L Q j f+ EXIST. 72 SEE EROSION CONT � ;� ���� 3 ,�` T' , _.... .__. , 0.007 PLAN FOR DETAILS �\ .. w N ........ SLOPE So� r .. .. ....._.... _ -.... R.C.P I In LECTRIC R00M �w� f,� tk 0 `\ .. ..r, a-.•- a ,. , F _.�..., 3. 1 I .M. ....... .�......wm ; '. I I l J r d HEADWALL t. - l ff / !t ✓'' i A r f PROPOSED � � t c r SLOPEWN (1013.47) TW I l..ti. 0 ` 4,._ SIDEWALK t •. n 1 03 LF0 •CJ `50 f°Q r - MM 12 -Il'-'."Ijl���,,�'..�,�l-"-�-,,-��................................ 1 9.53 INV PVC PERFORATED PIPE I - - I " IROOF DRAIN DROP INLET .� So=0.007 4 Z � l N OVERFLOW I ❑EEP SUMP 8.28 I N V 1 _ �- r o t'0 t /- f i 105 LF r ,- � ff E 20 0 20 40 X , 0=1 2 ��f8� � 1918,T2 r r�r r r r �r=. --ws;aw,^--..... .-r as r.r r a�i r r r r r r r ..r ws rrciww.r w+r..r....Ycr wr ar . r r r.rr r r r ..r r r r r r r rrrr .+.., 'Mr•sT. wwrpr `�.,„.,�`" j PVC PIPE ( I N46°51'31"E 1 ` 6,26' 111" f ��; Scale 1"-- 20' feet 011 EXIST. 48 ..... . ._... M \\ :� i f M. TAPEXIST. 48 C I P ... _....__....... � .w.._ .... ._.�,�..•. ..,�,�w,.���. ... .. . .�.�� .., � GRASS SWALE / ( > __. ,` INV C� ±7.23 INV G G;` ,f PROPOSED r+so ' EXI ST. C . 1 . P SD _.._._. .w.„.... SIDEWALK if SECTION C-C s Is s K I A c- r5l-z-1 11 r- NTS EXISTING S TO R DRAIN IRRIGATED GRASS TURF - F CATCH BASIN E r� I GRASS HEIGHT w EXIST. M H ...._�.__.. jf � �� �....�.. � �� � .� » » » \\�...� .... _.......�.......�_ �.......� �e tv^ .. � �!`F �€f ;' 4 TO 6 DEPTH OF FLOW= 3.2fl, _¢M-RRGTECT 1N`„-,PLAC.E.. •�:.: .M..: - , 1 2.f G.. .w.-• ....` '" ' . . Y/ EXIST. ..�..._.,...�........�.._.......�_... ..... PER PM 12890 SG. 6G ;G� �' / •''• µ',ow�,...wnEr / / w. _ K1 ` STORM DRAIN PL N r , . _... ;. SWALE FL 3. -- m _...".....„. „ .. _ _� .� .. v .... �. 4. M4 x3'x05 .. _.� 0+50 p E o1 .47 T.w =` \ ; '� So= 0.0036 .. .. µ. a... _ �.. A. .....m_, __ 1..1.....__...1.1..l_. .T_l..l_L_ m.l,l..i... ....l..1.1...,..1.1.1..........1,.I 1 r. ,...1. ( " { 1 LOCATION OF RE '�,EIVING Wf�TEIRS 6 TURF - • f. _ TO WHICH HE P R O J E T' 0.5% ._16.06FS � TAP INTO EXIST.. IN DIRE t' f :.. '_' D ECTLY DISCAHRQES 6 TOP SOIL �' 48 CIP 15.�96FL• .... - a 5.4�2� � `� � `° � r f f i T oRM 8� 0. DRAIN r 16. TVN FILTER �FL. � ` � 16.30E fFM,.F 4 POINT WHERE ONSI E FLOW E' 3 SAND FABRIC .._ -.-- S P/L -�' �-7- E x I r-'TH E PROJECT(10 , , OJECT 5 TE. F` 1 IMPERVIOUS . . IMPERVIOUS FABRIC 96Tc - PROP. 12 z f _ 6! ' f FABRIC �. ' � \ � PVC DRAIN PIPE E PAD 18- 11 18.00 16.4sFs �. rho _ f�. 1 FILTER GRASS HEIGHT--4 TO 6 15. 154 ., f I 18 85 B W r _ TC PROP . ,.r .. FABRIC ~- M GRASS A S S tJ Ny `fit. :' }y l ! r, 1,...f-f v f k `q'•..,�. 1, 1 �... ,...f 2 .M. ss" r., ,w / w�!«. _ v F w^, � -a• ^H 10. 15 i--- F r% w xt v}4, ;! `t w.; rt.. SIDEWALK 2 ,r �'. SWALE 6+0� r 0.007 ; - :u DEPTH OF FLOW =3.2 I :� ...• .:• :�: y •. r: .. ... v:.. x L�1 ' � r, `-- _ • � ` / � 1 1/2 2 1 /2 GRAVEL SEE SE TI ON A A _.._ - EASEMENT 1019 35 FF I 1018.85 PAD i \ \ THIS S E E T FOR r 12 PVC PERFORATED x i E FILTER PIPE ,.�'•• I RW` SWALE DETAILS , FABRIC : :n. :s... 16. 15 16' PIoP. 12" rr .'. ► I 1 2 4 +� L. _ , ' ti t I TWO PVC P f. PROPOSED PERFORATED So-0.007 3 3now 1 FG ( I STORY BUILDING . I� PIPE -014 V-0.21 FTC SEC i i i Ii 3 3 2 , 5 ' 4 ,06,061015,5 ' LENGTH OF SWALE=105 I ' 1 EASEMENT <` FOR GRASS/FILTRATIONEXISTINGSo- 0- 11 \ f 6+ r 07 1 50 f r A FI L�TR ATI ON SWAGE SECTIONSWALE SEE DETAIL (LEFT) _ 3 CURB 8c GUTTERii TRAPEZOIDAL_ GR S _ , x ; 0. 21FT /SEC \ PROPOSED 14.7 F -'� r,`p` SIDEWALK SECTION A- A LENGTH OF SWALE- 105'-- ' SWALE i SURFACEL C,//LWNTS 4' X �` , 15.2D1 ` TOP f OF SECTION E-E INLET I , r J NTS Call: TOLL FREE TRAPEZOIDAL GRASS/FILTRATION SWALE DETAIL_ L ® 1 �- >> > •° 1 = 206 -0 eE�°R�-Y°� 422-4133 . a Engineering Surveying Planning Landscape Architecture v U TWO WORKING DAYS BEFORE YOU DIG THREE BETTERWORLD CIRCLE, SUITE 200 • TEMECULA, CA 92590 951-294-9300 LD07-031 GR o i � a NOTIFICATIONS DATE BY REVISIONS DATE ACC'D rn Ln O pRpFESS/pN�C RECOMMENDED BY: DATE: CITY OF TEMECULA DEPARTMENT OE PUBLIC WORKS Drawing No. 0 N SOUTHERN CAL. EDISON: 800--655--4555 TEMPORARY BENCHMARK: ,.� �oNY `�'TF �ti� PLANS PREPARED UNDER T �•�, y of �� WATER QUALITY MANAGEMENT PLAN W ECR TOP OF CURB AR NORTHWEST s THE SUPERVISION OF ACCEPTED BY: DATE: �`S '0 SOUTHERN CAL. GAS: 800-367-2961 W �' G `� SITE LAYOUT CORNER OF INTERSECTION OF N�• �4 ��-f. o N VERIZON TEL. CO: 800-483--4000 ExP. o-�� a �=� L D A N I E L A YO R K `�'`�'• ,•Y•`-,•�• ' BLACKDEER LOOP AND DIAZ ROAD .;�.A�•�. �..� �-:�. 43055 � 43015 B SHEET s �. - •� LACKDEER LOOP RCWD: 951--296--6900 C/V\`- DEPUTY DIRECTOR OF PUBLIC WORKS/ CITY ENGINEER. . . EL 1017.95 OF CAS ANTHONY J. TERICH ara198 . TEMECULA, CALIFORNIA, 92590 R.C.E No. 43212 EXPIRES: 03-31-08 1 OF JI E R.C.E No.21914 EXPIRES 9-�30-07 PLAZA RIO VISTA OFFICE BUILDING z Q) oV) L_ p Q5 Water Qualitv Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 11)& 11 City of Temecula,County of Riverside,CA Appendix C Supporting Detail Related to Hydraulic Conditions of Concern (HCOC) i April 2007 • Attachment to Section IV. pp ��yy" J b ,.ti F {S v3 l4f i1 5 1 4 t ..�}�devel6pmem dace det�i�rnetct `ryes�tzditl �� Q (cfS) 0.02 0. 139 0.268 0.321 0.557 0.568 Velocity (ft/sec) 0.03 0.1B6 0.359 0.430 0.746 0.761 Volume (acre-feet) 0.0148 0.0781 0.0831 0.1611. 0.262 0.2917 Duration (minutes) 22.23 8.05 25.23 8.05 2 5.2 3 8.05 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304R002UNDEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 UNDEVELOPED 2 YEAR ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ---------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2 .00 Antecedent Moisture Condition = 1 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta,Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0. 880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1. 300 (In/Hr) Storm event year = 2. 0 Calculated rainfall intensity data: 1 hour intensity = 0. 586 (In/Hr) Slope of intensity duration curve = 0. 5500 Process from Point/Station 1.000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19. 000 (Ft. ) Bottom (of initial area) elevation = 6.450 (Ft . ) Difference in elevation = 12. 550 (Ft. ) Slope = 0.02245 s (percent) = 2.25 TC = k(0. 940) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 25.226 min. _ Rainfall intensity = 0.944 (In/Hr) for a 2. 0 year storm UNDEVELOPED (good cover) subarea • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7 .0 Study date 04/26/07 File: 07304UH002UNDEV242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING 2 YEAR ,fly HOUR -2- (CA V_ 2 4 +a0u e • L-07304 -------------------------------------------------------------------- Drainage Area = 0. 98 (Ac. ) = 0. 002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0. 98 (Ac. ) _ 0. 002 Sq. Mi. Length along longest watercourse = 559.00 (Ft. ) Length along longest watercourse measured to centroid = 369.00 (Ft. ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0. 070 Mi. Difference in elevation = 12.55 (Ft. ) Slope along watercourse - 118. 5403 Ft. /Mi. Average Manning's 'N' = 0.030 Lag time = 0. 045 Hr. Lag time = 2.70 Min. 25% of lag time = 0. 68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour (s) User Entered Base Flow = 0. 00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1�2] 0. 98 1 .80 1. 77 • 100 YEAR Area rainfall data: • 13 1. 08 0 . 10 0.022 0.500 0.019 0. 00 14 1 . 17 0. 10 0. 022 0.499 0.019 0. 00 15 1.25 0. 10 0. 022 0.497 0. 019 0. 00 16 1 . 33 0. 10 0. 022 0.495 0. 019 0.00 17 1. 42 0. 10 0. 022 0.493 0. 019 0.00 18 1. 50 0. 10 0. 022 0 . 491 0. 019 0.00 19 1. 58 0 .10 0.022 0. 489 0. 019 0. 00 20 1. 67 0 .10 0.022 0. 487 0.019 0. 00 21 1.75 0. 10 0.022 0.485 0 .019 0. 00 22 1. 83 0. 13 0. 029 0.483 0.026 0.00 23 1. 92 0. 13 0. 029 0.481 0. 026 0.00 24 2.00 0. 13 0. 029 0.479 0. 026 0.00 25 2. 08 0. 13 0. 029 0,477 0. 026 0 .00 26 2. 17 0. 13 0. 029 0. 475 0. 026 0.00 27 2.25 0. 13 0.029 0. 473 0. 026 0. 00 28 2. 33 0 . 13 0.029 0. 471 0.026 0. 00 29 2. 42 0. 13 0.029 0.469 0.026 0. 00 30 2. 50 0. 13 0.029 0. 467 0 .026 0. 00 31 2. 58 0. 17 0.036 0.465 0. 032 0.00 32 2. 67 0. 17 0 .036 0.464 0. 032 0.00 33 2 .75 0. 17 0. 036 0.462 0. 032 0.00 34 2. 83 0. 17 0. 036 0.460 0. 032 0.00 35 2 . 92 0. 17 0. 036 0.456 0. 032 0. 00 36 3. 00 0. 17 0. 036 0. 456 0.032 0. 00 37 3. 08 0. 17 0. 036 0. 454 0.032 0. 00 38 3. 17 0. 17 0. 036 0. 452 0.032 0. 00 39 3.25 0. 17 0.036 0. 450 0 .032 0. 00 • 40 3. 33 0 . 17 0.036 0. 448 0.032 0.00 41 3. 42 .., 0. 17 0.036 0.447 0.032 0.00 42 3. 50 0. 17 0.036 0.445 0. 032 0.00 43 3. 58 0. 17 0.036 0.443 0. 032 0.00 44 3. 67 0. 17 0.036 0.441 0. 032 0.00 45 3.75 0. 17 0. 036 0.439 0. 032 0.00 46 3.83 0.20 0. 043 0 .437 0. 039 0.00 47 3. 92 0.20 0. 043 0.435 0. 039 0. 00 48 4 .00 0.20 0. 043 0 .434 0.039 0. 00 49 4 .08 0.20 0. 043 0.432 0. 039 0. 00 50 4 . 17 0.20 0. 043 0. 430 0.039 0. 00 51 4 .25 0.20 0. 043 0. 428 0.039 0. 00 52 4 . 33 0.23 0. 050 0. 426 0.045 0.01 53 4 . 42 0.23 0. 050 0. 424 0. 045 0.01 54 4 . 50 0.23 0.050 0. 423 0. 045 0.01 55 4 . 58 0 .23 0.050 0.421 0. 045 0.01 56 4 . 67 0.23 0.050 0.419 0. 045 0.01 57 4 .75 0.23 0.050 0.417 0. 045 0.01 58 4 . 83 0.27 0.058 0.415 0.052 0. 01 59 4 . 92 0.27 0. 058 0.414 0. 052 0. 01 60 5.00 0.27 0. 058 0.412 0.052 0. 01 61 5.08 0.20 0. 043 0. 410 0.039 0. 00 62 5. 17 0.20 0. 043 0. 408 0.039 0.00 63 5.25 0.20 0. 043 0. 406 0.039 0.00 64 5.33 0.23 0. 050 0. 405 0.045 0.01 65 5.42 0.23 0.050 0. 403 0. 045 0.01 66 5.50 0.23 0.050 0. 401 0. 045 0 .01 • 67 5 . 58 0.27 0.059 0. 399 0. 052 0.01 68 5. 67 0.27 0.058 0.398 0. 052 0. 01 69 5. 75 0.27 0.058 0 .396 0.052 0. 01 • 126 10. 50 0. 50 0. 108 0.304 0. 097 0.01 127 10. 58 0. 67 0. 144 0 .302 0. 130 0. 01 128 10. 67 0. 67 0. 144 0.301 0. 130 0. 01 129 10. 75 0. 67 0. 144 0 .299 0. 130 0. 01 130 10. 83 0. 67 0. 144 0 .298 0. 130 0. 01 131 10. 92 0. 67 0. 144 0.296 0. 130 0 . 01 132 11. 00 0. 67 0. 144 0 .295 0. 130 0. 01 133 11. 08 0. 63 0. 137 0 .293 0. 123 0. 01 134 11. 17 0. 63 0. 137 0 .292 0. 123 0. 01 135 11.25 0. 63 0. 137 0 .290 0. 123 0. 01 136 11. 33 0. 63 0. 131 0.289 0. 123 0. 01 137 11.42 0. 63 0. 137 0 .287 0. 123 0. 01 138 11 . 50 0. 63 0. 137 0.286 0. 123 0. 01 139 11. 58 0.57 0. 122 0.285 0. 110 0. 01 140 11. 67 0.57 0. 122 0 .283 0. 110 0. 01 • 141 11 .75 0. 57 0. 122 0.282 0. 110 0. 01 142 11.83 0. 60 0. 130 0.280 0. 117 0. 01 143 11 . 92 0. 60 0. 130 0 .279 0. 117 0. 01 144 12 .00 0. 60 0. 130 0.278 0. 117 0. 01 145 12.08 0. 83 0. 180 0.276 0. 162 0. 02 146 12. 17 0. 83 0. 180 0.275 0.162 0. 02 147 12 .25 0.83 0. 180 0.273 0. 162 0. 02 148 12. 33 0. 87 0. 187 0.272 0 . 168 0. 02 149 12. 42 0. 87 0. 187 0.271 0. 168 0. 02 150 12. 50 0. 87 0. 187 0.269 0. 168 0. 02 151 12. 58 0. 93 0 . 202 0.268 0 . 181 0. 02 152 12. 67 0. 93 0 .202 0.267 0. 181 0. 02 • 153 12.75 0. 93 0. 202 0.265 0. 181 0. 02 154 12. 83 0. 97 0.209 0.264 0. 188 0.02 155 12. 92 0. 97 0.209 0.263 0. 188 0.02 156 13. 00 0. 97 0.209 0.261 0. 188 0.02 157 13. 08 1. 13 0.245 0.260 0.220 0 .02 158 13. 17 1. 13 0.245 0.259 0.220 0 .02 159 13. 25 1. 13 0.245 0.257 0.220 0.02 160 13.33 1. 13 0.245 0.256 0.220 0.02 161 13. 42 1. 13 0.245 0.255 0.220 0.02 162 13.50 1. 13 0.245 0.253 0.220 0.02 163 13.58 0.77 0. 166 0.252 0. 149 0.02 164 13. 67 0.77 0. 166 0 .251 0. 149 0.02 165 13.75 0.77 0. 166 0.250 0. 149 0.02 166 13.83 0.77 0. 166 0.248 0. 149 0.02 167 13. 92 0.77 0. 166 0 .247 0. 149 0.02 168 14 . 00 0.77 0. 166 0.246 0. 149 0.02 169 14 . 08 0. 90 0. 194 0.245 0. 175 0.02 170 14 . 17 0. 90 0. 194 0 .243 0. 175 0.02 171 14 .25 0. 90 0. 194 0 .242 0. 175 0.02 172 14 . 33 0. 87 0. 187 0.241 0.168 0.02 173 14 . 42 0. 87 0. 187 0.240 0. 168 0.02 174 14 . 50 0. 87 0 . 187 0.238 0. 168 0.02 175 14 . 58 0. 87 0. 187 0.237 0. 168 0.02 176 14. 67 0. 87 0. 187 0.236 0. 168 0. 02 177 14 . 75 0. 87 0. 187 0.235 0.168 0.02 178 14 .83 0. 83 0. 180 0.234 0. 162 0. 02 179 14. 92 0. 83 0. 180 0.232 0. 162 0.02 • 180 15.00 0. 83 0. 180 0.231 0. 162 0. 02 181 15.08 0. 80 0. 173 0.230 0. 156 0. 02 182 15. 17 0.80 0. 173 0.229 0. 156 0. 02 • 239 19. 92 0. 07 0.014 0. 173 0. 013 0.00 240 20.00 0. 07 0.014 0. 172 0.013 0. 00 241 20.08 0. 10 0. 022 0. 171 0.019 0. 00 242 20 . 17 0. 10 0. 022 0. 170 0.019 0.00 243 20.25 0. 10 0. 022 0. 170 0. 019 0.00 244 20. 33 0. 10 0.022 0. 169 0. 019 0.00 245 20. 42 0. 10 0.022 0. 168 0. 019 0. 00 246 20.50 0. 10 0 .022 0. 167 0.019 0. 00 247 20.58 0. 10 0. 022 0. 167 0.019 0. 00 248 20 . 67 0. 10 0. 022 0. 166 0. 019 0.00 249 20. 75 0. 10 0. 022 0. 165 0. 019 0.00 250 20. 83 0. 07 0. 014 0. 165 0. 013 0. 00 251 20. 92 0. 07 0.014 0. 164 0. 013 0. 00 252 21 .00 0. 07 0.014 0. 163 0.013 0. 00 253 21.08 0. 10 0. 022 0 . 163 0.019 0. 00 254 21 . 17 0. 10 0. 022 0. 162 0 .019 0. 00 255 21 .25 0. 10 0. 022 0. 161 0.019 0.00 256 21 . 33 0.07 0. 014 0. 161 0. 013 0.00 257 21. 42 0.07 0.014 0. 160 0. 013 0. 00 258 21. 50 0. 07 0.014 0. 160 0. 013 0. 00 259 21. 58 0. 10 0.022 0. 159 0. 019 0. 00 260 21. 67 0. 10 0.022 0. 158 0.019 0. 00 261 21 .75 0. 10 0. 022 0. 158 0.019 0. 00 262 21.83 0.07 0. 014 0. 157 0.013 0.00 263 21 . 92 0.07 0. 014 0. 157 0. 013 0. 00 264 22. 00 0.07 0. 014 0. 156 0. 013 0. 00 265 22. 08 0. 10 0.022 0. 156 0. 019 0. 00 • 216 22. 17 0 . 10 0.022 0. 155 0. 019 0. 00 267 22.25 0.10 0.022 0. 155 0. 019 0. 00 268 22. 33 0. 07 0. 014 0. 154 0.013 0.00 269 22. 42 0.07 0. 014 0. 154 0 .013 0.00 270 22 . 50 0.07 0. 014 0. 153 0.013 0.00 271 22 .58 0.07 0. 014 0. 153 0 . 013 0.00 272 22 . 67 0.07 0. 014 0. 152 0. 013 0. 00 273 22.75 0.07 0.014 0. 152 0. 013 0. 00 274 22.83 0.07 0. 014 0. 152 0. 013 0. 00 275 22. 92 0.07 0.014 0. 151 0. 013 0. 00 276 23. 00 0. 07 0.014 0. 151 0.013 0. 00 277 23. 08 0. 07 0. 014 0 . 151 0.013 0.00 278 23. 17 0. 07 0. 014 0. 150 0.013 0. 00 279 23.25 0.07 0. 014 0. 150 0. 013 0. 00 280 23.33 0.07 0. 014 0. 150 0. 013 0. 00 281 23.42 0.07 0. 014 0. 149 0. 013 0. 00 282 23.50 0.07 0. 014 0. 149 0. 013 0. 00 283 23.58 0.07 0.014 0. 149 0. 013 0. 00 284 23. 67 0.07 0.014 0. 149 0.013 0.00 285 23.75 0.07 0.014 0 . 148 0.013 0.00 286 23. 83 0.07 0. 014 0. 148 0.013 0.00 287 23. 92 0.07 0. 014 0. 148 0. 013 0. 00 288 24 .00 0.07 0. 014 0. 148 0. 013 0. 00 Sum = 100.0 Sum = 2.2 Flood volume = Effective rainfall 0. 18 (In) times area 1. 0 (Ac. ) / [ (In) / (Ft . ) ] = 0. 0 (Ac.Ft) Total soil loss = 1. 62 (In) • Total soil loss = 0. 133 (Ac. Ft) Total rainfall = 1. 80 (In) Flood volume = 643. 6 Cubic Feet 3+35 0. 0008 0. 00 Q v • 3+40 0. 0008 0. 00 Q v 3+45 0. 0008 0. 00 Q v 3+50 0.0009 0.00 Q v 3+55 0.0009 0. 00 Q v 4+ 0 0. 0009 0. 00 Q v 4+ 5 0. 0010 0. 00 Q v 4+10 0. 0010 0. 00 Q v 4+15 0. 0010 0. 00 Q v 4+20 0.0010 0.00 Q v 4+25 0.0011 0. 00 Q v 4+30 0. 0011 0. 00 Q v 4+35 0. 0011 0. 01 Q v 4+40 0. 0012 0. 01 Q v I 4+45 0. 0012 0. 01 Q v 4+50 0.0013 0. 01 Q v 4+55 0.0013 0. 01 Q v 5+ 0 0.0013 0. 01 Q v 5+ 5 0. 0014 0. 01 Q v 5+10 0. 0014 0. 00 Q v 5+15 0. 0014 0. 00 Q v 5+20 0. 0015 0.00 Q v 5+25 0.0015 0.00 Q v 5+30 0.0015 0. 00 Q v 5+35 0. 0016 0. 01 Q v 5+40 0. 0016 0. 01 Q v 5+45 0. 0016 0.01 Q v • 5+50 0. 0017 0.01 Q v 5+55 0.0017 0.01 Q v 6+ 0 0.0018 0. 01 Q v 6+ 5 0.0018 0. 01 Q v 6+10 0 . 0018 0. 01 Q v 6+15 0. 0019 0. 01 Q v 6+20 0. 0019 0. 01 Q v 6+25 0. 0020 0. 01 Q v 6+30 0. 0020 0.01 Q v 6+35 0.0021 0.01 Q v 6+40 0.0021 0. 01 Q v 6+45 0.0022 0. 01 Q v 6+50 0. 0022 0. 01 Q v 6+55 0. 0023 0. 01 Q v 7+ 0 0. 0023 0. 01 Q v 7+ 5 0. 0024 0.01 Q v 7+10 0.0024 0 .01 Q v 7+15 0.0025 0. 01 Q v 7+20 0.0025 0. 01 Q v 7+25 0.0026 0. 01 Q v 7+30 0. 0026 0.01 Q v l 7+35 0. 0027 0.01 Q v l 7+40. . 0.0027 0.01 Q v l 7+45 0.0028 0. 01 Q v l 7+50 0.0029 0. 01 Q v l 7+55 0.0029 0. 01 Q v l 8+ 0 0.0030 0.01 Q v l • 8+ 5 0. 0031 0. 01 Q v I 8+10 0. 0031 0.01 Q v I 8+15 0.0032 0 .01 Q v I 13+ 5 0. 0089 0. 02 Q V • 13+10 0. 0091 0. 02 Q I V 13+15 0. 0093 0. 02 Q V 13+20 0.0094 0. 02 Q V 13+25 0. 0096 0.02 Q V 13+30 0.0098 0. 02 Q I V 13+35 0. 0099 0. 02 Q I V 13+40 0. 0100 0. 02 Q I V 13+45 0.0101 0. 02 Q I V 13+50 0.0103 0.02 Q I V 13+55 0.0104 0 .02 Q I V 14+ 0 0 .0105 0. 02 Q V 14+ 5 0. 0106 0.02 Q V 14+10 0. 0107 0. 02 Q VI 14+15 0.0109 0. 02 Q VI 14+20 0.0110 0.02 Q I VI 14+25 0.0111 0.02 Q I V 14+30 0.0113 0.02 Q I V 14+35 0 . 0114 0. 02 Q I V 14+40 0. 0115 0. 02 Q I I IV 14+45 0. 0116 0. 02 Q I I IV 14+50 0.0118 0. 02 Q I IV 14+55 0.0119 0.02 Q I V 15+ 0 0.0120 0 .02 Q I V 15+ 5 0 .0121 0. 02 Q I V 15+10 0. 0123 0. 02 Q I V 15+15 0. 0124 0. 02 Q I V • 15+20 0.0125 0. 02 Q I V 15+25 0. 0126 0. 02 Q I V 15+30 0.0127 0.02 Q I V 15+35 0.0128 0.02 Q I V 15+40 0.0129 0 .01 Q I V 15+45 0.0130 0.01 Q I V 15+50 0.0131 0. 01 Q I V 15+55 0.0132 0. 01 Q I V 16+ 0 0. 0133 0. 01 Q I V 16+ 5 0. 0134 0. 01 Q I V 16+10 0.0134 0.00 Q I V 16+15 0.0134 0.00 Q I V 16+20 0.0134 0.00 Q I V 16+23 0.0134 0.00 Q I V 16+30 0 .0135 0. 00 Q I V 16+35 0. 0135 0. 00 Q I V 16+40 0. 0135 - 0.00 Q V 16+45 0. 0135 0.00 Q V 16+50 0.0135 0.00 Q V 16+55 0.0135 0.00 Q I V 17+ 0 0.0136 0. 00 Q V 17+ 5 0.0136 0. 00 Q V 17+10 0.0136 0. 00 Q V 17+15 0. 0136 0.00 Q V 17+20 0.0136 0.00 Q V 17+25 0.0137 0.00 Q V 17+30 0.0137 0.00 Q V • 17+35 0.0137 0. 00 Q I V 17+40 0.0137 0. 00 Q I V 17+45 0.0138 0.00 Q I V 22+35 0.0146 0. 00 Q VI • 22+40 0.0146 0. 00 Q I I I VI 22+45 0. 0146 0. 00 Q I I VI 22+50 0. 0146 0. 00 Q I I I VI 22+55 0. 0146 0. 00 Q VI 23+ 0 0. 0146 0. 00 Q VI 23+ 5 0. 0147 0.00 Q VI 23+10 0. 0147 0.00 Q VI 23+15 0.0147 0.00 Q VI 23+20 0.0147 0.00 Q VI 23+25 0.0147 0. 00 Q VI 23+30 0.0147 0.00 Q I I I v1 23+35 0. 0147 0. 00 Q I I I v1 23+40 0. 0147 0. 00 Q I I I VI 23+45 0. 0147 0. 00 Q I I I VI 23+50 0. 0147 0. 00 Q I I I VI 23+55 0. 0148 0. 00 Q I I I VI 24+ 0 0.0148 0.00 Q I I I VI 24+ 5 0.0148 0.00 Q I I I VI 24+10 0.0148 0.00 Q I - I I VI 24+15 0.0148 0.00 Q I I I v ----------------------------------------------------------------------- • • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/26/07 File:07304ROIOUNDEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 UNDEVELOPED 10 YEAR ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0. 880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0. 880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19.000 (Ft. ) Bottom (of initial area) elevation = 6.450 (Ft. ) Difference in elevation = 12.550 (Ft. ) Slope = 0 .02245 s (percent)= 2.25 TC = k(0 . 940) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 25.226 min. Rainfall intensity = 1. 417 (In/Hr) for a 10.0 year storm UNDEVELOPED (good cover) subarea • Riverside County Rational Hydrology Program CIVILCADD/CIVTLDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304ROl0UNDEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 UNDEVELOPED 10 YEAR ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10. 00 Antecedent Moisture Condition = 2 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1. 300 (In/Hr) Storm event year = 10. 0 Calculated rainfall intensity data: 1 hour intensity = 0. 880 (In/Hr) Slope of intensity duration curve = 0 .5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1 . 000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19.000 (Ft. ) Bottom (of initial area) elevation = 6. 450 (Ft. ) Difference in elevation = 12.550 (Ft. ) Slope = 0.02245 s (percent) = 2.25 IT = k(0. 940) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 25.226 min. Rainfall intensity = 1. 417 (In/Hr) for a 10.0 year storm UNDEVELOPED (good cover) subarea • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7 . 0 Study date 04/26/07 File: 07304UHOIOUNDEV2410.Out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING • 10 YEAR ;14tHOUR L-07304-----------UKLDr.\1C-L.® D Drainage Area = 0. 98 (Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0 . 98 (Ac. ) _ 0.002 Sq. Mi. Length along longest watercourse = 559. 00 (Ft. ) Length along longest watercourse measured to centroid = 369. 00 (Ft. ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0. 070 Mi. Difference in elevation = 12 .55 (Ft. ) Slope along watercourse = 118. 5403 Ft. /Mi. Average Manning' s 'N' = 0.030 Lag time = 0. 045 Hr. Lag time = 2 .70 Min. 25% of lag time = 0. 68 Min. 40% of lag time = 1. 08 Min. Unit time = 5. 00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0. 00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting[1*2] 0. 98 1.80 1 .77 • 100 YEAR Area rainfall data: 13 1. 08 0. 10 0. 035 0.249 0. 031 0. 00 • 14 1. 17 0. 10 0. 035 0.248 0.031 0. 00 15 1.25 0. 10 0. 035 0.247 0. 031 0. 00 16 1. 33 0. 10 0. 035 0.246 0.031 0. 00 17 1.42 0. 10 0.035 0.245 0.031 0. 00 18 1.50 0. 10 0.035 0 .244 0. 031 0 .00 19 1. 58 0. 10 0.035 0 .243 0. 031 0.00 20 1. 67 0. 10 0. 035 0.242 0. 031 0.00 21 1.75 0. 10 0. 035 0.241 0. 031 0.00 22 1. 83 0. 13 0. 047 0.240 0.042 0. 00 23 1. 92 0. 13 0.047 0.239 0.042 0. 00 24 2 .00 0. 13 0.047 0.238 0.042 0. 00 25 2.08 0. 13 0.047 0.237 0. 042 0. 00 26 2. 17 0. 13 0.047 0.236 0. 042 0.00 27 2.25 0.13 0. 047 0.235 0. 042 0.00 28 2. 33 0. 13 0. 047 0.234 0. 042 0.00 29 2. 42 0. 13 0. 047 0.233 0.042 0.00 30 2.50 0. 13 0.047 0.232 0.042 0. 00 31 2.58 0. 17 0.058 0 .231 0. 052 0. 01 32 2. 67 0. 17 0.058 0 .230 0. 052 0. 01 33 2.75 0. 17 0. 058 0.229 0. 052 0.01 34 2. 83 0.17 0. 058 0.229 0. 052 0.01 35 2. 92 0. 17 0. 058 0.228 0. 052 0.01 36 3.00 0. 17 0.058 0.227 0.052 0.01 37 3.08 0. 17 0.058 0.226 0.052 0. 01 38 3. 17 0. 17 0.058 0.225 0. 052 0. 01 39 3.25 0. 17 0. 058 0.224 0. 052 0.01 • 40 3. 33 0. 17 0. 058 0.223 0. 052 0.01 41 3. 42 0. 17 0. 058 0.222 0. 052 0. 01 42 3.50 0. 17 0.058 0.221 0.052 0.01 43 3. 58 0. 17 0.058 0 .220 0.052 0. 01 44 3. 67 0. 17 0. 058 0.219 0. 052 0. 01 45 3. 75 0.17 0. 058 0.218 0. 052 0.01 46 3.83 0.20 0.070 0.217 0.063 0.01 47 3. 92 0.20 0.070 0.216 0.063 0. 01 48 4 . 00 0.20 0.070 0 .216 0.063 0. 01 49 4 . 08 0.20 0. 070 0.215 0. 063 0. 01 50 4 . 17 0.20 0. 070 0.214 0. 063 0.01 51 4.25 0.20 0. 070 0.213 0. 063 0.01 52 4 .33 0.23 0.082 0.212 0.073 0. 01 53 4 .42 0.23 0.082 0.211 0.073 0. 01 54 4 . 50 0.23 0.082 0 .210 0.073 0. 01 55 4 . 58 0.23 0. 082 0.209 0. 073 0. 01 56 4. 67 0.23 0. 082 0.208 0. 073 0.01 57 4 .75 0.23 0.082 0.207 0. 073 0.01 58 4 .83 0.27 0.093 0.206 0.084 0.01 59 4 . 92 0.27 0.093 0.206 0.084 0. 01 60 5. 00 0.27 0.093 0.205 0.084 0. 01 61 5. 08 0.20 0.070 0.204 0. 063 0. 01 62 5. 17 0.20 0. 070 0.203 0. 063 0.01 63 5.25 0.20 0.070 0.202 0.063 0.01 64 5. 33 0.23 0.082 0.201 0.073 0.01 65 5. 42 0.23 0.082 0. 200 0.073 0. 01 66 5. 50 0.23 0. 082 0 . 199 0.073 0. 01 • 67 5. 58 0.27 0. 093 0. 199 0. 084 0. 01 68 5. 67 0.27 0. 093 0. 198 0. 084 0.01 69 5.75 0.27 0.093 0. 197 0. 084 0.01 • 126 10. 50 0.50 0. 175 0. 151 --- 0. 02 127 10. 58 0. 67 0.233 0 . 150 0. 08 128 10. 67 0. 67 0.233 0. 149 --- 0. 08 129 10.75 0. 67 0 . 233 0. 149 --- 0.08 130 10.83 0. 67 0.233 0. 148 --- 0.08 131 10. 92 0. 67 0.233 0. 147 --- 0. 09 132 11. 00 0. 67 0.233 0. 146 --- 0. 09 133 11. 08 0. 63 0. 221 0 . 146 --- 0. 08 134 11 . 17 0. 63 0.221 0. 145 --- 0.08 135 11.25 0. 63 0.221 0. 144 --- 0.08 136 11. 33 0. 63 0.221 0. 144 --- 0. 08 137 11. 42 0. 63 0.221 0 . 143 --- 0. 08 138 11.50 0. 63 0 . 221 0. 142 --- 0. 08 139 11.58 0.57 0. 198 0. 141 --- 0.06 140 11. 67 0.57 0. 196 0.141 --- 0. 06 141 ll.75 0. 57 0. 198 0. 140 --- 0. 06 142 11.83 0. 60 0.210 0. 139 --- 0. 07 143 11. 92 0 . 60 0.210 0. 139 --- 0.07 144 12. 00 0. 60 0.210 0. 138 --- 0.07 145 12.08 0.83 0.291 0. 137 --- 0. 15 146 12 . 17 0. 83 0.291 0. 137 --- 0. 15 147 12.25 0 .83 0.291 0. 136 --- 0. 16 148 12. 33 0.87 0. 303 0. 135 --- 0. 17 149 12. 42 0.87 0. 303 0. 135 --- 0. 17 150 12 .50 0.87 0.303 0.134 --- 0. 17 151 12. 58 0 .93 0. 326 0. 133 --- 0. 19 152 12. 67 0. 93 0. 326 0. 133 --- 0. 19 . 153 12.75 0. 93 0. 321 0. 132 0. 19 154 12.83 0. 97 -0.338 0. 131 0.21 155 12. 92 0.97 0. 338 0. 131 --- 0. 21 156 13. 00 0. 97 0. 338 0. 130 --- 0.21 157 13.08 1. 13 0. 396 0 .129 --- 0.27 158 13. 17 1 .13 0. 396 0. 129 --- 0.27 159 13.25 1. 13 0. 396 0. 128 --- 0.27 160 13.33 1. 13 0. 396 0. 127 --- 0.27 161 13.42 1. 13 0.396 0. 127 --- 0.27 162 13. 50 1. 13 0. 396 0. 126 --- 0.27 163 13.58 0. 77 0.268 0. 125 --- 0 . 14 164 13. 67 0.77 0 .268 0. 125 --- 0. 14 165 13.75 0.77 0.268 0. 124 --- 0. 14 166 13. 83 0.77 0.268 0. 123 --- 0. 14 167 13. 92 0.77 0.268 0. 123 --- 0. 14 168 14 .00 0.77 0. 268 0. 122 --- 0. 15 169 14 . 08 0. 90 0. 314 0.122 --- 0. 19 170 14 .17 0. 90 0. 314 0. 121 --- 0. 19 171 14 .25 0. 90 0. 314 0. 120 --- 0. 19 172 14 .33 0. 87 0.303 0 .120 --- 0. 18 173 14 . 42 0. 87 0.303 0. 119 --- 0. 18 174 14 . 50 0.87 0. 303 0. 118 --- 0. 18 175 14 .58 0.87 0. 303 0. 118 --- 0.18 176 14 . 67 0.87 0.303 0. 117 --- 0. 19 177 14 .75 0.87 0.303 0. 117 --- 0. 19 178 14 .83 0.83 0.291 0. 116 --- 0. 18 179 14 . 92 0.83 0. 291 0. 115 --- 0. 18 • 180 15.00 0. 83 0.291 0 .115 --- 0. 18 181 15. 08 0.80 0.279 0. 114 0. 17 182 15. 17 0.80 0.279 0. 114 --- 0. 17 239 19. 92 0. 07 0. 023 0 .086 0. 021 0.00 • 240 20. 00 0.07 0.023 0.085 0. 021 0.00 241 20. 08 0. 10 0.035 0.085 0. 031 0. 00 242 20. 17 0. 10 0.035 0. 085 0. 031 0. 00 243 20.25 0. 10 0.035 0. 064 0.031 0. 00 244 20. 33 0. 10 0 . 035 0 .084 0.031 0. 00 245 20. 42 0. 10 0.035 0 .084 0. 031 0 .00 246 20. 50 0. 10 0.035 0 .083 0. 031 0.00 247 20. 58 0. 10 0.035 0.083 0. 031 0.00 248 20. 67 0.10 0.035 0. 083 0. 031 0.00 249 20.75 0. 10 0. 035 0. 082 0.031 0. 00 250 20. 83 0.07 0 . 023 0. 082 0.021 0. 00 251 20. 92 0. 07 0. 023 0 .082 0.021 0 . 00 252 21. 00 0. 07 0.023 0 .081 0. 021 0.00 253 21. 08 0 . 10 0.035 0.081 0. 031 0.00 254 21 . 17 0. 10 0.035 0. 081 0.031 0.00 255 21.25 0. 10 0. 035 0.080 0. 031 0. 00 256 21. 33 0.07 0. 023 0 .080 0.021 0. 00 257 21. 42 0. 07 0.023 0 .080 0. 021 0.00 258 21 . 50 0. 07 0.023 0.079 0. 021 0.00 259 21. 58 0. 10 0.035 0. 079 0.031 0.00 260 21. 67 0. 10 0. 035 0. 079 0.031 0.00 261 21.75 0. 10 0. 035 0. 078 0.031 0. 00 262 21. 83 0. 07 0.023 0 .078 0.021 0. 00 263 21. 92 0. 07 0.023 0 .078 0. 021 0 .00 264 22 .00 0 . 07 0.023 0.078 0. 021 0.00 265 22.08 0. 10 0.035 0. 077 0. 031 0.00 • 266 22. 17 0. 10 0. 035 0.077 0.031 0.00 267 22.25 0. 10 0. 035 0 .077 0.031 0. 00 268 22. 33 0. 07 0.023 0.077 0. 021 0. 00 269 22 .42 0.07 0.023 0.076 0. 021 0.00 270 22.50 0.07 0. 023 0. 076 0.021 0.00 271 22. 58 0. 07 0.023 0.076 0.021 0. 00 272 22. 67 0. 07 0.023 0 .076 0.021 0. 00 273 22 .75 0.07 0.023 0.076 0. 021 0.00 274 22. 83 0.07 0. 023 0. 075 0. 021 0.00 275 22. 92 0.07 0 .023 0.075 0.021 0.00 276 23.00 0. 07 0.023 0 .075 0.021 0. 00 277 23.08 0. 07 0.023 0 .075 0. 021 0. 00 278 23. 17 0 .07 0.023 0.075 0. 021 0.00 279 23.25 0.07 0.023 0. 074 0.021 0.00 280 23. 33 0. 07 0. 023 0.074 0.021 0.00 281 23. 42 0.07 0.023 0 .074 0.021 0. 00 282 23.50 0. 07 0.023 0 .074 0. 021 0.00 283 23. 58 0.07 0.023 0. 074 0. 021 0.00 284 23. 67 0.07 0. 023 0. 074 0. 021 0.00 285 23. 75 0.07 0. 023 0. 074 0.021 0.00 286 23.83 0. 07 0.023 0.074 0.021 0. 00 287 23. 92 0. 07 0. 023 0 .074 0.021 0. 00 288 24 . 00 0.07 0.023 0 .074 0. 021 0.00 Sum = 100. 0 Sum = 12.2 Flood volume = Effective rainfall 1. 01 (In) times area 1. 0 (Ac. ) / [ (In) / (Ft. ) ] = 0. 1 (Ac. Ft) Total soil loss = 1. 90 (In) • Total soil loss = 0.156 (Ac.Ft) Total rainfall = 2 . 91 (In) Flood volume = 3621. 5 Cubic Feet 3+35 0.0013 0. 01 Q • 3+40 0. 0013 0. 01 Q 3+45 0. 0014 0. 01 Q 3+50 0. 0014 0. 01 Q 3+55 0. 0014 0.01 Q 4+ 0 0. 0015 0.01 Q 4+ 5 0. 0015 0.01 Q 4+10 0. 0016 0.01 Q 4+15 0. 0016 0.01 Q 4+20 0.0017 0. 01 Q 4+25 0. 0017 0. 01 Q 4+30 0.0018 0. 01 Q 4+35 0.0019 0. 01 Q 4+40 0. 0019 0. 01 Q I 4+45 0.0020 0. 01 Q I 4+50 0. 0020 0. 01 Q 4+55 0. 0021 0. 01 QV 5+ 0 0. 0022 0.01 QV 5+ 5 0. 0022 0.01 QV 5+10 0. 0023 0.01 QV 5+15 0. 0023 0.01 QV 5+20 0. 0024 0.01 QV 5+25 0. 0024 0. 01 QV 5+30 0. 0025 0. 01 QV 5+35 0. 0025 0. 01 QV 5+40 0. 0026 0. 01 QV 5+45 0.0027 0. 01 QV • 5+50 0.0027 0. 01 QV 5+55 0.0028 0. 01 QV 6+ 0 0.0028 0. 01 QV 6+ 5 0.0029 0. 01 QV 6+10 0.0030 0. 01 QV 6+15 0.0031 0. 01 QV 6+20 0.0031 0. 01 QV 6+25 0.0032 0. 01 QV 6+30 0.0033 0. 01 QV 6+35 0.0033 0. 01 QV 6+40 0.0034 0. 01 QV 6+45 0. 0035 0. 01 QV 6+50 0. 0036 0.01 QV 6+55 0. 0037 0.01 QV 7+ 0 0. 0037 0.01 QV 7+ 5 0. 0038 0.01 QV 7+10 0. 0039 0.01 QV 7+15 0. 0040 0.01 QV 7+20 0. 0041 0.01 QV 7+25 0. 0042 0. 01 QV 7+30 0. 0042 0. 01 Q V 7+35 0.0043 0. 01 Q V 7+40 0.0044 0. 01 Q V 7+45 0.0045 0. 01 Q V 7+50 0.0046 0. 01 Q V 7+55 0.0047 0. 01 Q V 8+ 0 0. 0048 0. 02 Q V • 8+ 5 0. 0049 0.01 Q V 8+10 0. 0049 0.00 Q V 8+15 0. 0049 0.00 Q V 13+ 5 0. 0382 0.23 Q I V I I • 13+10 0. 0399 0.26 IQ I VI I 13+15 0. 0418 0.26 IQ I V I 13+20 0. 0436 0.27 IQ I V I 13+25 0. 0454 0.27 IQ I IV 1 1 13+30 0. 0473 0.27 IQ I I V I 13+35 0. 0468 0.22 Q I I V I 13+40 0.0498 0. 15 Q I I V I 13+45 0.0508 0. 14 Q I I V I 13+50 0.0518 0. 14 Q I I V I 13+55 0.0528 0 . 14 Q 1 I V I 14+ 0 0.0538 0 . 14 Q I I V I 14+ 5 0. 0549 0 . 16 Q I I V 1 1 14+10 0. 0562 0. 19 Q I I V 1 1 14+15 0. 0575 0. 19 Q I I V 1 1 14+20 0. 0588 0. 19 Q I I V 1 1 14+25 0. 0601 0. 18 Q I I V 1 1 14+30 0.0613 0. 18 Q I I VI 1 14+35 0.0626 0. 18 Q I I V 14+40 0.0639 0. 18 Q I I V 14+45 0.0651 0. 18 Q I I IV 1 14+50 0. 0664 0 . 18 Q I I IV 1 14+55 0. 0676 0 . 18 Q I I I V 1 15+ 0 0. 0688 0. 17 Q I I I V I 15+ 5 0 . 0700 0. 17 Q I I I V 1 15+10 0 . 0711 0. 17 Q I I I V 1 15+15 0. 0722 0. 16 Q I I I V 1 • 15+20 0.0734 0. 16 Q I I I V 1 15+25 0.0744 0. 16 Q I I I V I 15+30 0.0755 0. 16 Q I I I V 1 15+35 0. 0764 0 . 14 Q I I I V 1 15+40 0. 0772 0. 11 Q I I I V 1 15+45 0. 0780 0. 11 Q I I I V 15+50 0.0788 0. 11 Q I I I V 1 15+55 0.0795 0. 11 Q I I I V 1 16+ 0 0.0803 0. 11 Q I I I V 1 16+ 5 0.0808 0 . 07 Q I I I V 1 16+10 0. 0809 0.01 Q I I I V 1 16+15 0. 0809 0. 01 Q I I I V 1 16+20 0. 0809 0.00 Q I I I V 1 16+25 0. 0810 0.00 Q I I I V 1 16+30 0.0810 0. 00 Q I I V I 16+35 0. 0810 0.00 Q I I I V 1 16+40 0.0811 0.00 Q I I I VI 16+45 0.0811 0. 00 Q I I I VI 16+50 0. 0811 0. 00 Q I I I VI 16+55 0.0811 0. 00 Q I I I VI 17+ 0 0. 0812 0.00 Q I I I VI 17+ 5 0. 0812 0 .00 Q I I I VI 17+10 0. 0812 0.01 Q I I I VI 17+15 0.0813 0.01 Q I I I VI 17+20 0.0813 0. 01 Q I I I VI 17+25 0.0814 0. 01 Q I I I VI 17+30 0.0814 0. 01 Q I I I VI • 17+35 0.0814 0. 01 Q I I I VI 17+40 0.0815 0. 01 Q I I I VI 17+45 0. 0815 0. 01 Q I I I VI 22+35 0. 0829 0.00 Q I vI • 22+40 0. 0829 0. 00 Q I I VI 22+45 0.0829 0. 00 Q I I vI 22+50 0.0829 0. 00 Q I I VI 22+55 0 .0829 0. 00 Q I VI 23+ 0 0 . 0829 0. 00 Q I VI 23+ 5 0.0830 0. 00 Q v1 23+10 0. 0830 0. 00 Q VI 23+15 0. 0830 0. 00 Q I I VI 23+20 0. 0830 0 .00 Q I VI 23+25 0. 0830 0. 00 Q I I I VI 23+30 0. 0830 0.00 Q I I I VI 23+35 0. 0830 0. 00 Q I I I VI 23+40 0. 0831 0 .00 Q I I I vI 23+45 0. 0831 0. 00 Q I I VI 23+50 0.0831 0. 00 Q I I I VI 23+55 0.0831 0. 00 Q I I I VI 29+ 0 0.0831 0. 00 Q I I I VI 29+ 5 0.0831 0. 00 Q I I I VI 29+10 0.0831 0. 00 Q I I I VI 29+13 0.0831 0. 00 Q I I I VI ----------------------------------------------------------------------- • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304R100ONDEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 UNDEVELOPED 100 YEAR ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta,Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1 .300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559.000 (Ft. ) Top (of initial area) elevation = 19.000 (Ft. ) Bottom (of initial area) elevation = 6.450 (Ft. ) Difference in elevation = 12 . 550 (Ft. ) Slope = 0. 02245 s (percent) = 2.25 TC = k(0. 940) * [ (length-3) / (elevation change) ) ^0.2 • Initial area time of concentration = 25.226 min. Rainfall intensity = 2.094 (In/Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea • U a i t H y d r e q r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7 .0 Study date 04/26/07 File: 07304UH10OUNDEV24100.Out ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING 100 YEAR -4Y HOUR • L-07304 --v t�I3�EiILo� ----------------------------------------------- Drainage Area = 0. 98 (Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0. 98 (Ac. ) _ 0.002 Sq. Mi. Length along longest watercourse = 559.00 (Ft . ) Length along longest watercourse measured to centroid = 369. 00 (Ft . ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0.070 Mi . Difference in elevation = 12 . 55 (Ft. ) Slope along watercourse = 118 . 5403 Ft . /Mi. Average Manning's 'N' = 0. 030 Lag time = 0 .045 Hr. Lag time = 2 .70 Min. 25% of lag time = 0. 68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting[1*2] 0. 98 1. 80 1. 77 • 100 YEAR Area rainfall data: 13 1.08 0.10 0.054 0 . 101 0. 049 0.01 • 14 1. 17 0 . 10 0.054 0. 101 0 .049 0. 01 15 1.25 0. 10 0. 054 0. 100 0. 049 0. 01 16 1. 33 0.10 0.054 0 .100 0. 049 0.01 17 1. 42 0 . 10 0.054 0. 100 0. 049 0. 01 18 1. 50 0. 10 0. 054 0.099 0.049 0. 01 19 1 .58 0. 10 0 .054 0.099 0.049 0 . 01 20 1. 67 0.10 0.054 0.098 0. 049 0.01 21 1.75 0. 10 0.054 0.098 0 .049 0. 01 22 1.83 0. 13 0 . 072 0.098 0.065 0. 01 23 1. 92 0. 13 0.072 0 .097 0. 065 0.01 24 2. 00 0. 13 0.072 0.097 0. 065 0.01 25 2 .08 0. 13 0. 072 0.096 0.065 0. 01 26 2. 17 0. 13 0.072 0. 096 0. 065 0 .01 27 2.25 0 .13 0.072 0.096 0. 065 0.01 28 2 .33 0. 13 0.072 0.095 0 .065 0. 01 29 2.42 0. 13 0.072 0.095 0. 065 0.01 30 2. 50 0 .13 0.072 0 .094 0. 065 0.01 31 2 .58 0. 17 0.090 0.094 0. 081 0. 01 32 2. 67 0. 17 0.090 0.094 0. 081 0. 01 33 2.75 0 .17 0.090 0 .093 0. 081 0.01 34 2.83 0. 17 0.090 0.093 0. 081 0.01 35 2. 92 0. 17 0. 090 0.093 0.081 0. 01 36 3. 00 0 . 17 0.090 0. 092 0. 081 0.01 37 3. 08 0. 17 0.090 0.092 0. 081 0.01 38 3. 17 0. 17 0. 090 0.091 0 . 081 0. 01 39 3.25 0.17 0.090 0 . 091 0.081 0. 01 • 40 3.33 0. 17 0.090 0.091 0. 081 0.01 41 3.42 0. 17 0. 090 0.090 0.081 0. 01 42 3. 50 0.17 0.090 0 . 090 0. 00 43 3. 58 0. 17 0.090 0.089 --- 0.00 44 3. 67 0. 17 0. 090 0.089 --- 0. 00 45 3.75 0 .17 0.090 0. 089 --- 0. 00 46 3.83 0.20 0. 108 0.088 --- 0.02 47 3. 92 0.20 0. 108 0.088 --- 0. 02 48 4 . 00 0 .20 0. 108 0 .088 --- 0. 02 49 4 .08 0.20 0. 108 0.087 --- 0. 02 50 4 . 17 0.20 0 . 108 0.087 --- 0.02 51 4 .25 0 .20 0. 108 0 .087 --- 0. 02 52 4 .33 0.23 0. 126 0.086 --- 0.04 53 4 . 42 0.23 0. 126 0.086 --- 0.04 54 4 . 50 0.23 0. 126 0.085 --- 0. 04 55 4 .58 0.23 0. 126 0.085 --- 0.04 56 4 . 67 0.23 0.126 0.085 --- 0.04 57 4 .75 0.23 0. 126 0.084 --- 0. 04 58 4 .83 0.27 0. 144 0.084 --- 0.06 59 4 . 92 0.27 0. 144 0.084 --- 0.06 60 5. 00 0.27 0. 144 0. 083 --- 0.06 61 5.08 0.20 0. 108 0. 083 --- 0.03 62 5. 17 0.20 0. 108 0.082 --- 0.03 63 5.25 0.20 0 . 108 0.082 --- 0.03 64 5.33 0.23 0. 126 0 .082 --- 0. 04 65 5. 42 0.23 0. 126 0.081 --- 0. 04 66 5. 50 0 .23 0. 126 0.081 --- 0. 04 • 67 5.58 0.27 0. 144 0 .081 =__ 0. 06 68 5. 67 0.27 0. 144 0.080 0.06 69 5.75 0.27 0.144 0.080 --- 0.06 126 10. 50 0. 50 0 . 270 0 .061 --- 0.21 • 127 10. 58 0. 67 0. 360 0.061 -- 0. 30 128 10. 67 0. 67 0. 360 0 .061 0. 30 129 10. 75 0. 67 0. 360 0 .060 --- 0. 30 130 10. 83 0. 67 0.360 0 .060 --- 0. 30 131 10. 92 0. 67 0. 360 0 .060 --- 0. 30 132 11 .00 0. 67 0. 360 0 .060 --- 0. 30 133 11.08 0. 63 0. 342 0.059 --- 0. 28 134 11. 17 0. 63 0. 342 0.059 --- 0. 28 135 11.25 0. 63 0. 342 0.059 --- 0.28 136 11. 33 0. 63 0. 342 0.058 --- 0.28 137 11. 42 0. 63 0. 342 0. 058 --- 0.28 138 11. 50 0. 63 0. 342 0. 058 --- 0.28 139 11. 58 0. 57 0. 306 0. 058 --- 0.25 140 11. 67 0. 57 0 .306 0 .057 --- 0.25 141 11. 75 0.57 0.306 0 .057 --- 0.25 142 11 .83 0. 60 0. 324 0 .057 --- 0.27 143 11. 92 0. 60 0. 324 0.056 --- 0.27 144 12 .00 0. 60 0. 324 0.056 --- 0.27 145 12.08 0.83 0. 450 0.056 --- 0. 39 146 12. 17 0.83 0. 450 0.056 --- 0. 39 147 12.23 0.83 0. 450 0.055 --- 0. 39 148 12. 33 0.87 0. 468 0.055 --- 0 .41 149 12. 42 0.87 0. 468 0. 055 --- 0.41 150 12. 50 0. 87 0.468 0. 054 --- 0.41 151 12. 58 0. 93 0.504 0 .054 --- 0. 45 152 12 . 67 0.93 0.504 0 .054 --- 0. 45 • 113 12 .71 0. 93 0. 504 0 .054 0. 45 154 12. 83 0. 97 0. 522 0.053 0. 47 155 12. 92 0. 97 0. 522 0.053 --- 0. 47 156 13. 00 0. 97 0. 522 0.053 --- 0. 47 157 13. 08 1. 13 0. 612 0.053 --- 0.56 158 13. 17 1. 13 0. 612 0.052 --- 0.56 159 i3.25 1. 13 0. 612 0.052 --- 0. 56 160 13.33 1 . 13 0. 612 0 .052 --- 0. 56 161 13. 42 1.13 0. 612 0 .051 --- 0. 56 162 13. 50 1. 13 0. 612 0.051 --- 0. 56 163 13. 58 0.77 0. 414 0.051 --- 0. 36 164 13. 67 0.77 0. 414 0.051 --- 0. 36 165 13. 75 0.77 0.414 0.050 --- 0.36 166 13. 83 0.77 0 .414 0.050 --- 0.36 167 13. 92 0.77 0 .414 0.050 --- 0.36 168 14 .00 0.77 0.414 0 .050 --- 0. 36 169 14 .08 0. 90 0.486 0 .049 --- 0. 44 170 14 . 17 0. 90 0. 486 0 .049 --- 0. 44 171 14 .25 0. 90 0. 486 0.049 --- 0. 44 172 14 . 33 0.87 0. 468 0.049 --- 0. 42 173 14 . 42 0.87 0. 468 0.048 --- 0. 42 174 14 . 50 0. 87 0. 468 0.048 --- 0. 42 175 14 .58 0. 87 0.468 0.048 --- 0. 42 176 14 . 67 0.87 0 . 468 0.048 --- 0.42 177 14 .75 0.87 0. 468 0.047 --- 0.42 178 14 .83 0.83 0. 450 0.047 --- 0. 40 179 14 . 92 0.83 0. 450 0 .047 --- 0. 40 • 180 15. 00 0.83 0. 450 0.047 --- 0. 40 181 15. 08 0.80 0. 432 0.046 0. 39 182 15. 17 0.80 0. 432 0.046 --- 0. 39 2 . 0. 07 0.036 0. 035 0.00 240 90 20 20 .0000 0.07 0.036 0 . 035 0. 00 241 20.08 0. 10 0. 054 0.035 0.02 242 20 . 17 0.10 0.054 0. 034 --- 0.02 243 20.25 0. 10 0. 054 0 .034 --- 0. 02 244 20. 33 0. 10 0.054 0.034 --- 0.02 245 20.42 0. 10 0.054 0 . 034 --- 0. 02 246 20. 50 0. 10 0. 054 0.034 --- 0. 02 247 20 .58 0.10 0.054 0. 034 --- 0.02 248 20. 67 0. 10 0. 054 0.034 --- 0. 02 249 20. 75 0. 10 0.054 0. 033 --- 0.02 250 20.83 0.07 0. 036 0 .033 --- 0.00 251 20. 92 0. 07 0.036 0.033 --- 0.00 252 21 .00 0.07 0.036 0. 033 --- 0.00 253 21. 08 0. 10 0.054 0.033 --- 0. 02 254 21 . 17 0.10 0.054 0. 033 --- 0.02 255 21.25 0. 10 0. 054 0 .033 --- 0. 02 256 21. 33 0. 07 0.036 0.032 --- 0.00 257 21 . 42 0.07 0.036 0 .032 --- 0.00 258 21. 50 0. 07 0.036 0.032 --- 0. 00 259 21 .58 0. 10 0.054 0. 032 --- 0.02 260 21. 67 0. 10 0. 054 0.032 --- 0. 02 261 21 .75 0 . 10 0.054 0. 032 --- 0 .02 262 21. 83 0.07 0. 036 0 .032 --- 0.00 263 21 . 92 0. 07 0.036 0.032 --- 0.00 264 22.00 0.07 0. 036 0 .032 --- 0.00 265 22. 08 0. 10 0.054 0.031 --- 0. 02 • 266 22. 17 0. 10 0.054 0. 031 --- 0.02 267 22.25 0. 10 0.054 0.031 0. 02 268 22 . 33 0.07 0.036 0. 031 - 0 .00 269 22. 42 0.07 0.036 0.031 --- 0. 00 270 22.50 0.07 0.036 0.031 --- 0.01 271 22. 58 0.07 0. 036 0.031 --- 0.01 272 22. 67 0.07 0.036 0.031 --- 0. 01 273 22.75 0.07 0.036 0 .031 --- 0.01 274 22.83 0.07 0.036 0. 031 --- 0.01 275 22. 92 0.07 0.036 0.031 --- 0.01 276 23.00 0.07 0.036 0.030 --- 0. 01 277 23. 08 0.07 0.036 0 .030 --- 0.01 278 23. 17 0. 07 0.036 0.030 --- 0. 01 279 23.25 0.07 0.036 0 .030 --- 0 .01 280 23.33 0. 07 0.036 0.030 --- 0. 01 281 23. 42 0.07 0.036 0.030 --- 0. 01 282 23. 50 0.07 0. 036 0.030 --- 0. 01 283 23.58 0.07 0.036 0.030 --- 0. 01 284 23. 67 0.07 0.036 0 .030 --- 0.01 2B5 23.75 0. 07 0.036 0.030 --- 0. 01 286 23. 83 0.07 0. 036 0 .030 --- 0 .01 287 23. 92 0. 07 0.036 0.030 --- 0.01 288 24 . 00 0.07 0.036 0. 030 --- 0. 01 Sum = 100. 0 Sum = 38 .3 Flood volume = Effective rainfall 3. 19 (In) times area 1. 0 (Ac. ) / [ (In) / (Ft . ) ] = 0. 3 (Ac. Ft) Total soil loss = 1.31 (In) • Total soil loss = 0. 107 (Ac. Ft) Total rainfall = 4 . 50 (In) Flood volume = 11414 . 1 Cubic Feet 3+40 0.0019 0. 00 Q 3+45 0.0019 0. 00 Q 3+50 0.0020 0. 01 Q 3+55 0. 0021 0. 02 Q 4+ 0 0. 0022 0.02 Q 4+ 5 0. 0024 0.02 Q 4+10 0. 0025 0.02 Q 4+15 0 . 0027 0.02 Q 4+20 0.0029 0.03 Q 4+25 0.0031 0. 04 Q 4+30 0.0034 0 . 04 Q 4+35 0.0037 0. 04 Q 4+40 0.0039 0. 04 Q 4+45 0. 0042 0.04 Q 4+50 0. 0046 0.05 Q 4+55 0.0050 0.06 Q 5+ 0 0.0054 0.06 Q 5+ 5 0.0057 0. 05 Q 5+10 0.0059 0. 03 Q 5+15 0.0061 0.03 Q 5+20 0. 0063 0.03 Q 5+25 0. 0066 0.04 QV 5+30 0. 0069 0.04 QV 5+35 0. 0072 0.05 QV 5+40 0.0077 0. 06 QV 5+45 0.0081 0 . 06 QV 5+30 0.0085 0.06 QV • 5+55 0. 0090 0.06 QV 6+ 0 0. 0094 0.06 QV 6+ 5 0 .0099 0.07 QV 6+10 0.0105 0. 08 QV 6+15 0.0111 0. 08 QV 6+20 0. 0116 0. 08 QV 6+25 0. 0222 0.08 QV 6+30 0.0128 0.08 QV 6+35 0.0134 0.09 Q v 6+40 0.0141 0. 10 Q V 6+45 0.0148 0. 10 Q v 6+50 0. 0155 0. 10 Q V 6+55 0. 0163 0. 10 Q v 7+ 0 0.0170 0. 10 Q v 7+ 5 0.0177 0. 10 Q V 7+10 0.0184 0. 10 Q V 7+15 0.0191 0. 11 Q v 7+20 0. 0199 0. 11 Q v 7+25 0. 0208 0. 12 Q V 7+30 0. 0216 0. 12 Q V 7+35 0.0225 0. 13 Q V 7+40 0.0235 0. 14 Q V 7+45 0.0245 0. 14 Q V 7+50 0.0255 0. 15 Q V 7+55 0.0266 0. 16 Q V 8+ 0 0. 0277 0. 16 Q V 8+ 5 0. 0289 0. 18 Q V • 8+10 0.0303 0. 19 Q V 8+15 0.0316 0.20 Q V 8+20 0.0330 0.20 Q V 13+10 0. 1545 0.55 1 Q I I v • 13+15 0. 1584 0. 55 1 Q I I V 13+20 0. 1622 0. 56 1 Q I I V 13+25 0. 1660 0.56 1 Q I V 13+30 0 .1699 0.56 1 Q V 13+35 0. 1732 0.48 IQ I I V I 13+40 0. 1758 0. 38 IQ I I V I 13+45 0. 1783 0.36 IQ I I V I 13+50 0. 18C8 0. 36 IQ I I V I 13+55 0 . 1833 0.36 IQ I I V I 14+ 0 0. 1857 0.36 IQ I I V I 14+ 5 0. 1884 0. 39 IQ I I V I 14+10 0. 1914 0. 43 IQ I I VI 14+15 0. 1944 0. 43 IQ I I VI 14+20 0. 1973 0. 43 IQ I I V 14+25 0.2002 0. 42 IQ 1 1 V 14+30 0.2030 0. 42 IQ I I V 14+35 0.2059 0. 42 IQ I I IV 14+40 0.2088 0. 42 IQ I I IV 14+45 0.2117 0. 42 IQ I I I V 14+50 0.2145 0. 41 IQ I I I V 14+55 0.2173 0. 40 IQ I I I V 15+ 0 0.2200 0. 40 IQ I I I V 15+ 5 0.2227 0. 39 IQ I I I V 15+10 0.2254 0. 38 IQ I I I V 15+15 0.2280 0. 38 IQ I I I V 15+20 0.2306 0. 38 IQ I I I V • 15+25 0.2331 0. 37 IQ I I I V 15+30 0.2357 0. 37 IQ I I I V 15+35 0.2380 0. 34 IQ I I I V 15+40 0.2401 0. 30 IQ I I I V 15+45 0.2421 0.30 IQ I I I V 15+50 0.2442 0 .30 IQ I I I v l 15+55 0.2462 0 .30 IQ I I I V 16+ 0 0.2482 0.30 IQ I I I V 16+ 5 0.2495 0. 19 Q I I I V 1 16+10 0.2499 0. 05 Q I I I V 1 16+15 0.2501 0.03 Q I I I V 1 16+20 0.2503 0.03 Q I I I V 16+25 0.2505 0.03 Q I I I V 16+30 0.2507 0.03 Q I I I V 1 16+35 0.2509 0.02 Q I I I V 1 16+40 0.2510 0.01 Q I I I V 1 16+45 0.2511 0. 01 Q I I I V 1 16+50 0.2511 0. 01 Q I I I v 1 16+55 0.2512 0. 01 Q I I I V 1 17+ 0 0.2513 0. 01 Q I I I V 1 17+ 5 0.2515 0. 03 Q I I I V I 17+10 0.2518 0. 05 Q I I I V 1 17+15 0.2521 0. 05 Q I I I V 1 17+20 0.2525 0. 05 Q I V 1 17+25 0.2528 0. 05 Q I I I V 1 17+30 0.2532 0. 05 Q I V 1 17+35 0.2535 0.05 Q I V 1 • 17+40 0.2538 0.05 Q I V I 17+45 0.2542 0 .05 Q I I I V 1 17+50 0.2545 0 .04 Q I I I V I 22+35 0.2613 0. 01 Q I VI • 22+40 0.2614 0. 01 Q I VI 22+45 0.2614 0 . 01 Q I VI 22+50 0. 2614 0. 01 Q VI 22+55 0.2615 0.01 Q VI 23+ 0 0.2615 0.01 Q VI 23+ 5 0.2616 0.01 Q VI 23+10 0.2616 0. 01 Q VI 23+15 0.2616 0. 01 Q VI 23+20 0.2617 0. 01 Q VI 23+25 0.2617 0. 01 Q VI 23+30 0. 2618 0. 01 Q VI 23+35 0.2618 0.01 Q VI 23+40 0.2618 0.01 Q VI 23+45 0.2619 0.01 Q I VI 23+50 0.2619 0.01 Q I VI 23+55 0.2620 0. 01 Q I VI 24+ 0 0.2620 0. 01 Q I VI 24+ 5 0.2620 0. 00 Q I I I VI 24+10 0.2620 0. 00 Q I I I VI 24+15 0.2620 0.00 Q I I I VI ----------------------------------------------------------------------- • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304R002DEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 DEVELOPED 2 YEAR ------------------------------------------------------------------------ Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2 .00 Antecedent Moisture Condition = 1 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1. 300 (In/Hr) Storm event year = 2 . 0 Calculated rainfall intensity data: 1 hour intensity = 0. 586 (In/Hr) Slope of intensity duration curve = 0. 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19.000 (Ft. ) Bottom (of initial area) elevation = 6. 450 (Ft. ) Difference in elevation = 12. 550 (Ft . ) Slope = 0.02245 s (percent) = 2.25 TC = k (0. 300) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 8 .051 min. Rainfall intensity = 1.770 (In/Hr) for a 2 .0 year storm COMMERCIAL subarea type • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/26/07 File: 07304UH002DEV242 .out ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING 2 YEAR Jy HOUR • L-07304 DEVELOPED -------------------------------------------------------------------- Drainage Area = 0. 98 (Ac. ) = 0. 002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0. 98 (Ac. ) _ 0.002 Sq. Mi. Length along longest watercourse = 559. 00 (Ft. ) Length along longest watercourse measured to centroid = 369. 00 (Ft. ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0.070 Mi. Difference in elevation = 12 .55 (Ft. ) Slope along watercourse = 118 . 5403 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.023 Hr. Lag time = 1.35 Min. 25% of lag time = 0. 34 Min. 40% of lag time = 0. 54 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour (s) User Entered Base Flow = 0.00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1*2] 0. 98 1 .80 1.77 is 100 YEAR Area rainfall data: • 14 1. 17 0. 10 0.022 0.207 0.004 0.02 15 1.25 0. 10 0.022 0 .206 0.004 0.02 16 1. 33 0. 10 0. 022 0.205 0. 004 0.02 17 1. 42 0. 10 0. 022 0.204 0.004 0. 02 18 1. 50 0. 10 0.022 0. 203 0.004 0. 02 19 1. 58 0. 10 0.022 0 .203 0.004 0.02 20 1 . 67 0. 10 0. 022 0.202 0. 004 0.02 21 1.75 0. 10 0. 022 0.201 0. 004 0.02 22 1. 83 0. 13 0.029 0. 200 0.005 0. 02 23 1. 92 0. 13 0.029 0 . 199 0.005 0.02 24 2 . 00 0. 13 0.029 0. 198 0. 005 0.02 25 2.08 0. 13 0. 029 0. 198 0. 005 0.02 26 2. 17 0. 13 0.029 0. 197 0.005 0. 02 27 2 .25 0. 13 0.029 0. 196 0.005 0. 02 28 2.33 0. 13 0.029 0. 195 0.005 0.02 29 2. 42 0. 13 0. 029 0. 194 0. 005 0.02 30 2. 50 0. 13 0.029 0. 194 0.005 0. 02 31 2 .58 0. 17 0.036 0 . 193 0.006 0. 03 32 2. 67 0. 17 0. 036 0. 192 0. 006 0.03 33 2.75 0.17 0. 036 0. 191 0. 006 0.03 34 2. 83 0. 17 0 .036 0. 191 0.006 0.03 35 2 . 92 0. 17 0.036 0 . 190 0.006 0. 03 36 3.00 0. 17 0. 036 0. 189 0. 006 0.03 37 3.08 0. 17 0. 036 0. 188 0. 006 0.03 38 3. 17 0. 17 0. 036 0. 187 0.006 0.03 39 3.25 0. 17 0. 036 0 . 187 0.006 0. 03 40 3. 33 0. 17 0. 036 0. 186 0. 006 0.03 • 41 3. 42 0. 17 0. 036 0. 185 0. 006 0.03 42 3. 50 0. 17 0.036 0. 184 0.006 0.03 43 3.58 0. 17 0. 036 0 . 184 0. 006 0. 03 44 3. 67 0. 17 0.036 0. 183 0. 006 0.03 45 3. 75 0. 17 0.036 0. 182 0.006 0.03 46 3.83 0.20 0.043 0. 181 0.008 0.04 47 3. 92 0.20 0. 043 0. 180 0. 008 0. 04 48 4 . 00 0.20 0 .043 0. 180 0.008 0.04 49 4 .08 0.20 0.043 0 . 179 0.008 0.04 50 4 . 17 0.20 0.043 0. 178 0.008 0. 04 51 4 .25 0.20 0. 043 0. 177 0. 008 0.04 52 4 . 33 0.23 0.050 0. 177 0.009 0.04 53 4 . 42 0.23 0. 050 0. 176 0. 009 0. 04 54 4 . 50 0.23 0. 050 0. 175 0. 009 0.04 55 4 . 58 0.23 0. 050 0. 174 0. 009 0.04 56 4 . 67 0.23 0.050 0. 174 0.009 0.04 57 4 .75 0.23 0. 050 0 .173 0.009 0. 04 58 4 . 83 0.27 0. 058 0. 172 0. 010 0.05 59 4 . 92 0.27 0. 058 0. 171 0.010 0.05 60 5.00 0.27 0.058 0. 171 0.010 0.05 61 5.08 0 .20 0.043 0 . 170 0.008 0. 04 62 5. 17 0.20 0. 043 0. 169 0. 008 0.04 63 5.25 0.20 0.043 0. 168 0.008 0.04 64 5. 33 0.23 0.050 0. 168 0.009 0.04 65 5. 42 0.23 0. 050 0 . 167 0.009 0.04 66 5. 50 0.23 0.050 0. 166 0. 009 0.04 67 5. 58 0.27 0.058 0. 166 0.010 0.05 • 68 5. 67 0.27 0.058 0. 165 0.010 0.05 69 5.75 0.27 0. 058 0. 164 0.010 0.05 70 5.83 0.27 0 .058 0. 163 0. 010 0.05 • 128 10. 67 0. 67 0. 144 0 . 125 -- 0. 02 129 10. 75 0. 67 0. 144 0. 129 0.02 130 10. 83 0. 67 0. 144 0. 123 --- 0.02 131 10. 92 0. 67 0. 144 0. 123 --- 0. 02 132 11. 00 0. 67 0 . 144 0. 122 --- 0. 02 133 11.08 0. 63 0. 137 0. 122 --- 0. 02 134 11 . 17 0 . 63 0. 137 0. 121 --- 0.02 135 11. 25 0. 63 0. 137 0 . 120 --- 0. 02 136 12. 33 0. 63 0. 137 0. 120 --- 0. 02 137 11. 42 0 . 63 0. 137 0. 119 --- 0.02 138 11. 50 0. 63 0. 137 0.119 --- 0. 02 139 11. 58 0. 57 0. 122 0. 118 --- 0. 00 140 11. 67 0. 57 0. 122 0. 117 --- 0. 01 141 11.75 0.57 0. 122 0. 117 --- 0.01 142 11. 83 0. 60 0. 130 0 . 116 --- 0.01 143 11. 92 0. 60 0. 130 0. 116 --- 0. 01 144 12 .00 0. 60 0. 130 0. 115 --- 0. 01 145 12. 08 0 .83 0. 180 0. 114 --- 0. 07 146 12. 17 0.83 0. 180 0 .114 --- 0.07 147 12. 25 0. 83 0. 180 0. 113 --- 0. 07 148 12 . 33 0. 87 0. 187 0. 113 --- 0. 07 149 12. 42 0.87 0. 187 0. 112 --- 0 .07 150 12. 50 0. 87 0. 187 0.112 --- 0.08 151 12.58 0. 93 0.202 0. 111 --- 0. 09 152 12 . 67 0. 93 0.202 - 0. 111 --- 0. 09 153 12.75 0. 93 0.202 0. 110 --- 0.09 • 154 12. 83 0. 97 0.209 0. 109 --- 0. 10 155 12 . 92 0. 97 0.209 0. 109 0. 10 156 13. 00 0. 97 0.209 0. 108 --- 0. 10 157 13. 08 1. 13 0.245 0 . 108 --- 0. 14 158 13. 17 1. 13 0.245 0. 107 --- 0. 14 159 13.25 1 . 13 0.245 0. 107 --- 0. 14 160 13. 33 1. 13 0.245 0. 106 --- 0. 14 161 13.42 1. 13 0.245 0. 106 --- 0. 14 162 13. 50 1. 13 0.245 0. 105 --- 0. 14 163 13. 58 0.77 0. 166 0. 105 --- 0.06 164 13. 67 0.77 0. 166 0.104 --- 0.06 165 13.75 0.77 0. 166 0. 103 --- 0. 06 166 13. 83 0.77 0. 166 0. 103 --- 0. 06 167 13. 92 0.77 0. 166 0. 102 --- 0.06 168 14 .00 0.77 0. 166 0 . 102 --- 0.06 169 14 .08 0. 90 0. 194 0. 101 --- 0. 09 170 14 . 17 0. 90 0. 194 0.101 --- 0. 09 171 14 . 25 0. 90 0. 194 0. 100 --- 0.09 172 14 .33 0. 87 0. 187 0 . 100 --- 0.09 173 14 . 42 0 .87 0. 187 0.099 --- 0. 09 174 14 . 50 0.87 0. 187 0. 099 --- 0. 09 175 14 .58 0.87 0. 187 0.098 --- 0. 09 176 14 . 67 0. 87 0. 187 0.098 --- 0. 09 177 14 .75 0.87 0. 187 0.097 --- 0. 09 178 14 . 83 0.83 0. 180 0. 097 --- 0. 08 179 14 . 92 0. 83 0. 180 0 .096 --- 0.08 180 15. 00 0. 83 0. 180 0.096 --- 0.08 • 181 15. 08 0.80 0. 173 0.095 --- 0. 08 182 15. 17 0.80 0. 173 0. 095 0.08 183 15.25 0. 80 0. 173 0 .094 --- 0.08 • 241 20. 08 0. 10 0. 022 0.071 0. 004 0 .02 242 20. 17 0 . 10 0. 022 0.071 0. 004 0.02 243 20.25 0. 10 0. 022 0. 070 0.004 0.02 244 20. 33 0. 10 0.022 0. 070 0.004 0.02 245 20. 42 0. 10 0.022 0. 070 0.004 0. 02 246 20. 50 0. 10 0. 022 0.069 0.004 0. 02 247 20. 58 0 .10 0. 022 0.069 0.004 0 .02 248 20. 67 0 . 10 0. 022 0.069 0. 004 0.02 249 20.75 0. 10 0 . 022 0.069 0.004 0.02 250 20. 83 0.07 0.014 0. 068 0.003 0. 01 251 20. 92 0.07 0.014 0 .068 0.003 0.01 252 21. 00 0. 07 0. 014 0.068 0.003 0.01 253 21 .08 0 . 10 0. 022 0.067 0. 004 0.02 254 21 . 17 0. 10 .0 . 022 0.067 0. 004 0.02 255 21.25 0. 10 0.022 0. 067 0.004 0.02 256 21. 33 0.07 0. 014 0.067 0.003 0.01 257 21. 42 0.07 0.014 0.066 0.003 0 .01 258 21. 50 0 .07 0. 014 0.066 0.003 0.01 259 21 .58 0 . 10 0. 022 0.066 0. 004 0.02 260 21. 67 0. 10 0.022 0.066 0 .004 0.02 261 21.75 0. 10 0.022 0.065 0.004 0.02 262 21 . 83 0.07 0. 014 0.065 0.003 0. 01 263 21 . 92 0 .07 0. 014 0.065 0. 003 0 .01 264 22.00 0.07 0.014 0.065 0.003 0.01 265 22. 06 0. 10 0.022 0. 065 0.004 0.02 266 22. 17 0. 10 0. 022 0.064 0.004 0. 02 • 267 22. 25 0. 10 0. 022 0.064 0.004 0. 02 268 22 . 33 0 .07 0.014 0.064 0. 003 0.01 269 22. 42 0.07 0.014 0.064 0. 003 0.01 270 22. 50 0.07 0.014 0. 064 0.003 0.01 271 22. 58 0.07 0. 014 0.063 0.003 0.01 272 22 . 67 0 .07 0 . 014 0.063 0.003 0.01 273 22.75 , 0.07 0 .014 0.063 0.003 0.01 274 22. 83 0.07 0.014 0.063 0. 003 0.01 275 22. 92 0.07 0. 014 0.063 0.003 0. 01 276 23.00 0.07 0. 014 0.063 0.003 0.01 277 23. 08 0 .07 0 .014 0.062 0.003 0.01 278 23. 17 0.07 0.014 0.062 0. 003 0.01 279 23.25 0.07 0.014 0. 062 0.003 0.01 280 23. 33 0. 07 0. 014 0.062 0.003 0.01 281 23. 42 0 . 07 0. 014 0.062 0.003 0. 01 282 23.50 0.07 0 .014 0.062 0. 003 0.01 283 23. 58 0.07 0.014 0.062 0. 003 0.01 284 23. 67 0.07 0.014 0. 062 0.003 0.01 285 23.75 0. 07 0.014 0.061 0.003 0. 01 286 23.83 0.07 0. 014 0.061 0.003 0. 01 287 23. 92 0.07 0 .014 0.061 0. 003 0.01 288 24 . 00 0.07 0.014 0.061 0. 003 0.01 Sum = 100.0 Sum = 11. 4 Flood volume = Effective rainfall 0. 95 (In) times area 1.0 (Ac. ) / [ (In) / (Ft. ) ] = O. I (AC. Ft) Total soil loss = 0. 85 (In) Total soil loss = 0. 070 (Ac. Ft) • Total rainfall = 1 .80 (In) Flood volume = 3403.4 Cubic Feet Total soil loss = 3032. 6 Cubic Feet • 3+50 0.0072 0 . 03 Q V 3+55 0.0074 0 .04 Q V 4+ 0 0.0077 0.04 Q V 4+ 5 0.0079 0.04 Q V 4+10 0.0082 0.04 Q V 4+15 0.0084 0.04 Q V 4+20 0. 0087 0. 04 Q V 4+25 0. 0089 0. 04 Q V 4+30 0.0092 0. 04 Q V 4+35 0. 0095 0.04 Q V 4+40 0.0098 0.04 Q V 4+45 0.0101 0.04 Q V 4+50 0.0104 0.04 Q V I 4+55 0.0107 0.05 Q V 5+ 0 0.0110 0.05 Q V 5+ 5 0 . 0113 0. 04 Q V 5+10 0. 0115 0. 04 Q V 5+15 0. 0118 0.04 Q V I 5+20 0.0121 0.04 Q V I 5+25 0.0123 0.04 Q V I 5+30 0.0126 0.04 Q V I 5+35 0.0129 0.04 Q V I 5+40 0.0133 0. 05 Q V I 5+45 0 . 0136 0 .05 Q V I 5+50 0.0139 0.05 Q V I 5+55 0.0142 0.05 Q V I 6+ 0 0.0145 0.05 Q V I • 6+ 5 0.0149 0.05 Q V I 6+10 0.0153 0.05 Q V I 6+15 0.0156 0. 05 Q V I 6+20 0.0160 0. 05 Q V I 6+25 0.0163 0 .05 Q V I 6+30 0.0167 0.05 Q V I 6+35 0.0171 0.06 Q V I 6+40 0.0175 0.06 Q V I 6+45 0. 0179 0.06 Q VI 6+50 0.0183 0 . 06 Q VI 6+55 0.0187 0.06 Q VI 7+ 0 0.0191 0.06 Q VI 7+ 5 0.0195 0.06 Q VI 7+10 0.0199 0.06 Q V 7+15 0. 0203 0. 06 Q V 7+20 0. 0208 0.06 Q V 7+25 0. 0212 0.06 Q V 7+30 0.0217 0.06 Q IV 7+35 0.0221 0.07 Q IV 7+40 0.0226 0.07 Q IV 7+45 0.0231 0.07 Q IV 7+50 0 .0236 0.07 Q I V 7+55 0.0241 0.08 Q I V 8+ 0 0.0247 0.08 Q I V 8+ 5 0.0252 0.08 Q I V 8+10 0.0258 0.09 Q I V 6+15 0.0264 0.09 Q I V • 8+20 0. 0270 0.09 Q I V 8+25 0.0277 0.09 Q I V 8+30 0. 0283 0. 09 Q I V • 13+15 0.0485 0. 14 Q V 13+20 0.0495 0. 14 Q V 13+25 0 . 0504 0. 14 Q V 13+30 0. 0514 0.14 Q V 13+35 0.0520 0.09 Q V I 13+40 0.0524 0.06 Q V 1 1 13+45 0.0528 0.06 Q V I 13+50 0.0533 0.06 Q V I 1 13+55 0.0537 0.06 Q V I 14+ 0 0.0541 0.06 Q V I 14+ 5 0 . 0547 0.08 Q V I 14+10 0. 0553 0.09 Q V 1 1 14+15 0.0560 0.09 Q V I 14+20 0.0566 0.09 Q V I 14+25 0.0572 0.09 Q VI 14+30 0.0578 0.09 Q VI 14+35 0.0584 0.09 Q VI 14+40 0.0590 0. 09 Q V 14+45 0. 0596 0 .09 Q V 14+50 0.0602 0.08 Q I I V 14+55 0.0608 0.08 Q I I IV 15+ 0 0.0613 0.08 Q I I IV 15+ 5 0.0619 0.08 Q I I IV 15+10 0.0624 0. 08 Q I I IV 15+15 0.0630 0.08 Q I I V 15+20 0. 0635 0.07 Q I V 15+25 0.0640 0.07 Q I V • 15+30 0.0645 0.07 Q V 15+35 0.0648 0.05 Q V 15+40 0.0651 0.04 Q V 15+45 0. 0654 0.04 Q V 15+50 0.0658 0.05 Q V 15+55 0.0661 0.05 Q V 16+ 0 0.0664 0.05 Q V 16+ 5 0. 0666 0 . 03 Q V 16+10 0.0668 0.02 Q V 16+15 0. 0669 0.02 Q V 16+20 0.0671 0.02 Q V 16+25 0.0673 0.02 Q V 16+30 0. 0674 0.02 Q I I I V 16+35 0.0675 0.02 Q I I I V 16+40 0. 0677 0.02 Q I I I V I 16+45 0.0678 0.02 Q I I I V 16+50 0.0679 0.02 Q I I I V 16+55 0.0680 0.02 Q I I I V 17+ 0 0.0682 0.02 Q I I I V 17+ 5 0. 0683 0.03 Q I I I V 17+10 0.0685 0.03 Q I I I V 17+15 0.0687 0.03 Q I I I V 17+20 0.0689 0.03 Q I I I V 17+25 0.0691 0.03 Q I I I V 17+30 0.0693 0. 03 Q I I I V 17+35 0.0695 0.03 Q I I I V 17+40 0.0697 0.03 Q I I I V • 17+45 0.0699 0.03 Q I I I V 17+50 0.0701 0.03 Q I I I V 17+55 0.0703 0.02 Q I I I V • 22+45 0.0769 0. 01 Q VI 22+50 0. 0770 0. 01 Q I VI 22+55 0 . 0771 0.01 Q I VI 23+ 0 0.0771 0.01 Q I VI 23+ 5 0.0772 0.01 Q I VI 23+10 0.0773 0. 01 Q I VI 23+15 0. 0774 0. 01 Q I VI 23+20 0. 0775 0.01 Q I VI 23+25 0.0775 0.01 Q I VI 23+30 0.0776 0.01 Q I VI 23+35 0.0777 0. 01 Q I VI 23+40 0. 0778 0.01 Q I I VI 23+45 0. 0779 0.01 Q I I VI 23+50 0.0779 0.01 Q I I VI 23+55 0.0780 0.01 Q I I VI 24+ 0 0. 0781 0. 01 Q I I VI 24+ 5 0. 0781 0. 00 Q I I V ----------------------------------------------------------------------- • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304R010DEV.Out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 DEVELOPED 10 YEAR ---------------------------------------------------- ------------------- 111111*++ Hydrology Study Control Information ********** English (in.-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0. 880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1 .300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0. 880 (In/Hr) Slope of intensity duration curve = 0. 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1 .000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19.000 (Ft. ) Bottom (of initial area) elevation = 6. 450 (Ft . ) Difference in elevation = 12.550 (Ft. ) Slope = 0. 02245 s (percent) = 2 .25 TC = k(0. 300) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 8 .051 min. Rainfall intensity = 2. 656(In/Hr) for a 10. 0 year storm COMMERCIAL subarea type • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7 . 0 Study date 04/26/07 File: 07304UHOIODEV2410.out ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 6 WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING 10 YEAR ,ZJ HOUR • L-01104 DEVELOPED -------------------------------------------------------------------- Drainage Area = 0. 98 (Ac. ) = 0. 002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0. 98 (Ac. ) _ 0.002 Sq. Mi. Length along longest watercourse = 559.00 (Ft. ) Length along longest watercourse measured to centroid = 369.00 (Ft. ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0.070 Mi. Difference in elevation = 12.55 (Ft. ) Slope along watercourse = 118. 5403 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.023 Hr. Lag time = 1 .35 Min. 25% of lag time = 0.34 Min. 40% of lag time = 0.54 Min. Unit time = 5. 00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting[1*2] 0. 98 1. 80 1 .77 • 100 YEAR Area rainfall data: • 15 1.25 0. 10 0.035 0. 141 0. 006 0.03 16 1. 33 0. 10 0.035 0. 141 0. 006 0.03 17 1. 42 0. 10 0. 035 0. 140 0. 006 0.03 18 1. 50 0. 10 0.035 0. 140 0. 006 0.03 19 1. 58 0. 10 0.035 0. 139 0. 006 0.03 20 1 . 67 0. 10 0.035 0. 138 0. 006 0.03 21 1.75 0.10 0.035 0. 138 0. 006 0.03 22 1. 83 0. 13 0.047 0. 137 0. 008 0.04 23 1. 92 0. 13 0.047 0. 137 0. 008 0.04 24 2.00 0. 13 0.047 0. 136 0. 008 0.04 25 2.08 0. 13 0.047 0. 136 0. 008 0.04 26 2. 17 0. 13 0.047 0. 135 0. 008 0 .04 27 2.25 0. 13 0.047 0. 135 0.008 0.04 28 2. 33 0. 13 0.047 0. 134 0. 008 0.04 29 2. 42 0. 13 0.047 0. 133 0. 008 0.04 30 2. 50 0. 13 0.047 0. 133 0. 008 0.04 31 2. 58 0. 17 0.058 0. 132 0. 010 0.05 32 2. 67 0. 17 0.058 0. 132 0. 010 0.05 33 2. 75 0. 17 0.058 0. 131 0. 010 0.05 34 2. 83 0. 17 0.058 0. 131 0. 010 0.05 35 2. 92 0. 17 0.058 0. 130 0. 010 0.05 36 3. 00 0. 17 0.058 0. 130 0. 010 0.05 37 3. 08 0. 17 0.058 0. 129 0. 010 0.05 38 3. 17 0. 17 0. 058 0. 129 0. 010 0.05 39 3.25 0. 17 0.058 0. 128 0. 010 0.05 40 3. 33 0. 17 0.058 0. 128 0. 010 0.05 41 3. 42 0. 17 0.058 0. 127 0. 010 0.05 • 42 3. 50 0. 17 0.058 0. 126 0.010 0.05 43 3. 58 0. 17 0.058 0. 126 0. 010 0.05 44 3. 67 0. 17 0.058 0. 125 0. 010 0 .05 45 3. 75 0. 17 0.058 0. 125 0. 010 0.05 46 3.83 0.20 0.070 0. 124 0.013 0.06 47 3. 92 0.20 0.070 0. 124 0. 013 0.06 48 4 .00 0.20 0.070 0. 123 0.013 0.06 49 4 .08 0.20 0.070 0. 123 0. 013 0.06 50 4 . 17 0.20 0.070 0. 122 0.013 0. 06 51 4 .25 0.20 0.070 0. 122 0.013 0.06 52 4 .33 0.23 0.082 0. 121 0.015 0.07 53 4 . 42 0.23 0. 082 0. 121 0.015 0.07 54 4 . 50 0.23 0.082 0. 120 0.015 0. 07 55 4 . 58 0.23 0.082 0. 120 0.015 0.07 56 4 . 67 0.23 0.082 0. 119 0.015 0.07 57 4 .75 0.23 0.082 0. 119 0.015 0.07 58 4 . 83 0.27 0 . 093 0. 118 0.017 0.08 59 4 . 92 0.27 0. 093 0. 118 0.017 0.08 60 5.00 0.27 0.093 0. 117 0.017 0.08 61 5. 08 0.20 0.070 0. 117 0.013 0.06 62 5. 17 0.20 0 . 070 0. 116 0.013 0.06 63 5.25 0.20 0. 070 0 . 116 0.013 0.06 64 5. 33 0.23 0. 082 0. 115 0.015 0.07 65 5. 42 0.23 0.082 0. 115 0.015 0.07 66 5. 50 0.23 0 . 082 0. 114 0.015 0.07 67 5. 58 0.27 0 . 093 0. 114 0.017 0.08 68 5 . 67 0.27 0.093 0. 113 0.017 0.08 • 69 5.75 0.27 0. 093 0. 113 0.017 0.08 70 5. 83 0.27 0. 093 0. 112 0.017 0.08 71 5 . 92 0.27 0 .093 0. 112 0.017 0.08 • 12 10. 0. 67 0.233 0. 085 0. 15 129 10. 7575 0. 67 0.233 0. 085 0. 15 130 10.83 0. 67 0.233 0 .085 0. 15 131 10. 92 0. 67 0.233 0.084 --- 0. 15 132 11. 00 0. 67 0.233 0.084 --- 0. 15 133 11. 08 0. 63 0.221 0. 083 --- 0. 14 134 11. 17 0. 63 0.221 0.083 --- 0. 14 135 11 .25 0. 63 0. 221 0 .083 --- 0. 14 136 11. 33 0. 63 0.221 0. 082 --- 0. 14 137 11. 42 0. 63 0.221 0.082 --- 0. 14 138 11. 50 0. 63 0.221 0.081 --- 0. 14 139 11 .58 0.57 0. 198 0.081 --- 0. 12 140 11. 67 0.57 0. 198 0.081 --- 0. 12 141 11.75 0. 57 0. 198 0.080 --- 0. 12 142 11. 83 0. 60 0.210 0. 080 --- 0. 13 143 11. 92 0. 60 0.210 0.079 --- 0.13 144 12 .00 0. 60 0. 210 0.079 --- 0. 13 145 12. 08 0.83 0.291 0.079 --- 0.21 146 12.17 0. 83 0.291 0.078 --- 0.21 147 12. 25 0. 83 0.291 0. 078 --- 0.21 148 12 .33 0.87 0. 303 0.077 --- 0.23 149 12. 42 0.87 0.303 0.077 --- 0.23 150 12. 50 0.87 0.303 0.077 --- 0.23 151 12. 58 0. 93 0. 326 0. 076 --- 0.25 152 12. 67 0.93 0. 326 0. 076 --- 0.25 153 12 .75 0. 93 0. 326 0 .075 --- 0. 25 154 12. 83 0. 97 0.338 0.075 --- 0.26 • 155 12. 92 0. 97 0. 338 0.075 0.26 156 13. 00 0. 97 0. 338 0. 079 0.26 157 13.08 1. 13 0. 396 0.074 --- 0. 32 158 13. 17 1. 13 0.396 0.074 --- 0.32 159 13.25 1. 13 0.396 0.073 --- 0. 32 160 13. 33 1. 13 0. 396 0. 073 --- 0. 32 161 13.42 1. 13 0. 396 0.072 --- 0. 32 162 13. 50 1. 13 0. 396 0.072 --- 0.32 163 13. 58 0.77 0.268 0. 072 --- 0.20 164 13. 67 0.77 0.266 0. 071 --- 0.20 165 13.75 0.77 0.268 0.071 --- 0.20 166 13. 83 0.77 0. 268 0.071 --- 0.20 167 13. 92 0.77 0.268 0.070 --- 0.20 168 14 .00 0 .77 0.268 0. 070 --- 0.20 169 14.08 0. 90 0. 314 0. 070 --- 0.24 170 14 . 17 0. 90 0. 314 0.069 --- 0.25 171 14 .25 0. 90 0. 314 0.069 --- 0.25 172 14 .33 0. 87 0. 303 0.068 --- 0.23 173 14 . 42 0.87 0. 303 0.068 --- 0.23 174 14 . 50 0.87 0. 303 0.068 --- 0. 23 175 14 . 58 0.87 0.303 0.067 --- 0.24 176 14 . 67 0. 87 0.303 0.067 --- 0.24 177 14 . 75 0.87 0. 303 0. 067 --- 0.24 178 14 . 83 0.83 0.291 0. 066 --- 0.22 179 14 . 92 0.83 0.291 0.066 --- 0.23 180 15. 00 0. 83 0.291 0.066 --- 0.23 181 15.08 0.80 0.279 0.065 --- 0.21 • 182 15. 17 0.80 0.279 0 .065 --- 0.21 183 15.25 0.80 0.279 0.065 0.21 184 15.33 0.77 0 .268 0.064 --- 0.20 • 242 20. 17 0. 10 0. 035 0.048 0.006 0.03 243 20.25 0. 10 0. 035 0.048 0.006 0.03 244 20. 33 0. 10 0. 035 0.048 0. 006 0.03 245 20. 42 0. 10 0. 035 0.048 0. 006 0.03 246 20. 50 0. 10 0. 035 0.048 0. 006 0.03 247 20. 58 0. 10 0. 035 0.047 0. 006 0.03 248 20. 67 0. 10 0 .035 0.047 0.006 0.03 249 20. 75 0. 10 0.035 0.047 0.006 0.03 250 20. 83 0.07 0.023 0.047 0. 004 0.02 251 20. 92 0. 07 0.023 0.047 0.004 0.02 252 21 .00 0. 07 0.023 0.046 0.004 0.02 253 21 .08 0. 10 0.035 0.046 0.006 0.03 254 21 . 17 0. 10 0.035 0.046 0.006 0.03 255 21.25 0. 10 0.035 0 . 046 0.006 0. 03 256 21.33 0.07 0. 023 0.046 0. 004 0. 02 257 21. 42 0.07 0. 023 0.046 0. 004 0. 02 258 21. 50 0.07 0. 023 0.045 0.004 0. 02 259 21. 58 0. 10 0. 035 0.045 0. 006 0.03 260 21. 67 0. 10 0. 035 0.045 0. 006 0.03 261 21. 75 0. 10 0.035 0.045 0. 006 0.03 262 21. 83 0.07 0.023 0.045 0. 004 0.02 263 21. 92 0. 07 0.023 0.045 0.004 0.02 264 22 . 00 0. 07 0.023 0.044 0.004 0.02 265 22 .08 0. 10 0.035 0.044 0.006 0.03 266 22 . 17 0. 10 0.035 0.044 0.006 0.03 267 22 .25 0. 10 0.035 0.044 0.006 0.03 • 268 22. 33 0. 07 0. 023 0. 044 0. 004 0. 02 269 22. 42 0.07 0. 023 0.044 0.004 0. 02 270 22. 50 0.07 0. 023 0.044 0.004 0. 02 271 22. 58 0.07 0. 023 0.043 0. 004 0.02 272 22. 67 0.07 0.023 0.043 0. 004 0.02 273 22 .75 0. 07 0.023 0.043 0.004 0.02 274 22 .83 0.07 0.023 0.043 0.004 0.02 275 22 . 92 0. 07 0.023 0.043 0.004 0.02 276 23.00 0. 07 0.023 0.043 0.004 0. 02 277 23.08 0.07 0. 023 0. 043 0.004 0. 02 278 23. 17 0. 07 0.023 0. 043 0.004 0. 02 279 23.25 0.07 0.023 0. 043 0.004 0.02 280 23. 33 0.07 0. 023 0.043 0.004 0. 02 281 23. 42 0.07 0.023 0.042 0. 004 0.02 282 23. 50 0.07 0.023 0.042 0. 004 0.02 283 23. 58 0.07 0.023 0.042 0.004 0.02 284 23. 67 0.07 0.023 0.042 0. 004 0.02 285 23.75 0. 07 0.023 0.042 0.004 0.02 286 23.83 0. 07 0.023 0.042 0.004 0.02 287 23. 92 0.07 0.023 0.042 0.004 0.02 288 24 .00 0. 07 0.023 0.042 0.004 0.02 Sum = 100. 0 Sum = 23. 6 Flood volume = Effective rainfall 1. 96 (In) times area 1 . 0 (Ac. ) / [ (In) / (Ft. ) ] = 0.2 (Ac.Ft) Total soil loss = 0. 95 (In) Total soil loss = 0.078 (Ac. Ft) Total rainfall = 2. 91 (In) • Flood volume = 7018 . 1 Cubic Feet Total soil loss = 3389. 6 Cubic Feet -------------------------------------------------------------------- • 3+55 0. 0120 0.06 Q V 4+ 0 0. 0124 0.06 Q V 4+ 5 0. 0128 0.06 Q v 4+10 0.0132 0.06 Q V 4+15 0.0136 0.06 Q v 4+20 0.0140 0 .06 Q V 4+25 0.0145 0 . 07 Q v 4+30 0.0149 0. 07 Q v 4+35 0.0154 0. 07 Q V 4+40 0.0158 0. 07 Q V 4+45 0.0163 0. 07 Q v 4+50 0.0168 0. 07 Q v 4+55 0.0173 0. 08 Q v 5+ 0 0.0178 0. 08 Q v 5+ 5 0. 0183 0. 06 Q V 5+10 0. 0187 0. 06 Q V 5+15 0. 0191 0.06 Q V 5+20 0.0195 0.06 Q V 5+25 0. 0200 0. 07 Q v 5+30 0. 0204 0.07 Q v 5+35 0.0209 0.07 Q v I 5+40 0.0214 0 .08 Q v 5+45 0.0220 0 .08 Q v 5+50 0.0225 0.08 Q v 5+55 0.0230 0.08 Q v 6+ 0 0.0235 0. 08 Q v 6+ 5 0.0241 0. 08 Q v • 6+10 0.0247 0. 09 Q V 6+15 0.0253 0. 09 Q v I 6+20 0.0259 0. 09 Q v 6+25 0.0264 0. 09 Q v 6+30 0.0270 0. 09 Q - v 6+35 0.0273 0. 04 Q v 6+40 0.0273 0. 01 Q V 6+45 0.0274 0. 01 Q v 6+50 0.0275 0. 01 Q v 6+55 0.0275 0. 01 Q v 7+ 0 0.0276 0. 01 Q v 7+ 5 0. 0277 0. 01 Q V 7+10 0.0278 0. 01 Q V 7+15 0. 0279 0.01 Q v 7+20 0.0280 0.02 Q v 7+25 0. 0282 0.02 Q v 7+30 0. 0283 0. 03 Q v l 7+35 0. 0286 0.03 Q v l 7+40 0. 0288 0.04 Q V 7+45 0.0291 0 .04 Q V 7+50 0. 0294 0 .05 Q V 7+55 0. 0298 0.05 Q V 8+ 0 0.0301 0. 05 Q v l 8+ 5 0.0306 0. 07 Q v 8+10 0.0311 0. 08 Q v l 8+15 0.0316 0 . 08 Q v l 8+20 0.0321 0. 08 Q V • 8+25 0. 0327 0. 08 Q v I 8+30 0.0332 0. 08 Q V I 8+35 0.0338 0. 09 Q v I • 13+10 0.0975 0. 32 IQ I V I 13+25 0.0997 0. 32 IQ I V I 13+30 0. 1019 0. 32 IQ I V I 13+35 0. 1035 0.24 Q I V I 13+40 0. 1049 0. 19 Q I V I 13+45 0. 1062 0.20 Q I V I 13+50 0. 1076 0.20 Q I V I 13+55 0. 1089 0 .20 Q I I V I 14+ 0 0. 1103 0 .20 Q I I V I 14+ 5 0. 1118 0.23 Q I I V I 14+10 0.1135 0.24 Q I I V I 14+15 0.1152 0.24 Q I I V I 14+20 0. 1168 0.24 Q I I VI 14+25 0. 1184 0.23 Q I I VI 14+30 0. 1200 0.23 Q I VI 14+35 0. 1217 0.23 Q I I V 14+40 0. 1233 0.23 Q I I V 14+45 0. 1249 0.23 Q I I IV 14+50 0. 1264 0.23 Q I I IV 14+55 0. 1280 0 .22 Q I I IV 15+ 0 0. 1295 0 .22 Q I I I V 15+ 5 0. 1310 0 .22 Q I I I V 15+10 0.1325 0 .21 Q V 15+15 0.1339 0.21 Q V 15+20 0. 1354 0.21 Q V 15+25 0. 1368 0.20 Q V 15+30 0. 1381 0.20 Q V • 15+35 0. 1393 0. 17 Q V 15+40 0. 1404 0. 16 Q V 15+45 0. 1415 0. 16 Q V 15+50 0. 1426 0. 16 Q I I V 15+55 0. 1437 0. 16 Q I V 16+ 0 0. 1448 0. 16 Q I V 16+ 5 0. 1453 0.08 Q I V 16+10 0. 1456 0.04 Q V 16+15 0. 1458 0.04 Q V 16+20 0. 1461 0.04 Q V 16+25 0. 1464 0. 04 Q V 16+30 0. 1466 0.04 Q V 16+35 0. 1468 0.03 Q I V 16+40 0. 1470 0.03 Q V 16+45 0.1472 0.03 Q V 16+50 0. 1474 0.03 Q I' V 16+55 0. 1476 0.03 Q V 17+ 0 0.1478 0.03 Q V 17+ 5 0. 1479 0.01 Q V 17+10 0. 1479 0.00 Q V 17+15 0. 1479 0.00 Q V 17+20 0. 1479 0.00 Q V 17+25 0. 1479 0.00 Q V 17+30 0. 1479 0.00 Q V 17+35 0. 1479 0.00 Q V 17+40 0.1480 0.00 Q V 17+45 0. 1480 0.00 Q ( V • 17+50 0. 1482 0 .03 Q V 17+55 0. 1484 0.04 Q V 18+ 0 0. 1487 0.04 Q V 22+50 0. 1592 0. 02 Q v1 • 22+55 0. 1594 0. 02 Q vI 23+ 0 0. 1595 0. 02 Q v1 23+ 5 0. 1596 0. 02 Q I I VI 23+10 0. 1598 0. 02 Q I I vl 23+15 0. 1599 0. 02 Q I I VI 23+20 0. 1600 0. 02 Q I I VI 23+25 0. 1602 0. 02 Q I I VI 23+30 0. 1603 0. 02 Q I I I VI 23+35 0. 1604 0. 02 Q I I I VI 23+40 0. 1605 0. 02 Q I I I vl 23+45 0. 1607 0.02 Q I I VI 23+50 0. 1608 0. 02 Q I I I VI 23+55 0. 1609 0. 02 Q I I I VI 24+ 0 0. 1611 0.02 Q I I I VI 24+ 5 0. 1611 0. 01 Q I I I VI ----------------------------------------------------------------------- • • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/26/07 File:07304RI00DEV.0ut ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 DEVELOPED 100 YEAR ------------------------------------------------------------------------ ++**+++++ Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100. 00 Antecedent Moisture Condition = 3 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ) area used. 10 year storm 10 minute intensity = 2. 360 (In/Hr) 10 year storm 60 minute intensity = 0. 880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1. 300 (In/Hr) Storm evert year = 100. 0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0. 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19. 000 (Ft. ) Bottom (of initial area) elevation = 6.450 (Ft. ) Difference in elevation = 12. 550 (Ft. ) Slope = 0.02245 s (percent) = 2.25 TC = k(0. 300) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 8. 051 min. Rainfall intensity = 3. 924 (In/Hr) for a 100. 0 year storm COMMERCIAL subarea type • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/26/07 File: 07304UH100DEV24100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4014 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- PLAZA RIO VISTA OFFICE BUILDING 100 YEAR 1 HOUR • L-07304 DEVELOPED -------------------------------------------------------------------- Drainage Area = 0. 98 (Ac. ) = 0 . 002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 0. 98 (Ac. ) _ 0.002 Sq. Mi. Length along longest watercourse = 559.00 (Ft. ) Length along longest watercourse measured to centroid = 369.00 (Ft. ) Length along longest watercourse = 0. 106 Mi. Length along longest watercourse measured to centroid = 0.070 Mi. Difference in elevation = 12.55 (Ft. ) Slope along watercourse = 11B. 5403 Ft. /Mi. Average Manning's 'N' = 0 . 015 Lag time = 0.023 Hr. Lag time = 1.35 Min. 25% of lag time = 0. 34 Min. 40% of lag time = 0. 54 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour (s) User Entered Base Flow = 0. 00 (CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting[1*2] 0. 98 1 .80 1.77 • 100 YEAR Area rainfall data: • 15 1. 25 0. 10 0.054 0.078 0 . 010 0.04 16 1. 33 0. 10 0.054 0.077 0. 010 0. 04 17 1. 42 0. 10 0.054 0.077 0.010 0.04 18 1. 50 0. 10 0. 054 0.077 0. 010 0.04 19 1. 58 0. 10 0. 054 0.077 0. 010 0.04 20 1. 67 0. 10 0. 054 0.076 0. 010 0.04 21 1. 75 0. 10 0. 054 0.076 0. 010 0. 04 22 1 .83 0. 13 0.072 0.076 0.013 0. 06 23 1. 92 0. 13 0.072 0.075 0.013 0. 06 24 2 .00 0. 13 0.072 0.075 0. 013 0. 06 25 2.08 0. 13 0. 072 0.075 0.013 0 . 06 26 2. 17 0. 13 0.072 0.074 0.013 0.06 27 2 . 25 0. 13 0.072 0.074 0.013 0. 06 28 2.33 0. 13 0.072 0 .074 0.013 0. 06 29 2.42 0. 13 0.072 0. 074 0.013 0. 06 30 2. 50 0. 13 0.072 0. 073 0.013 0.06 31 2. 58 0. 17 0.090 0. 073 --- 0.02 32 2. 67 0. 17 0.090 0. 073 --- 0. 02 33 2. 75 0. 17 0.090 0. 072 --- 0.02 34 2. 83 0. 17 0.090 0.072 --- 0.02 35 2. 92 0. 17 0.090 0.072 --- 0.02 36 3. 00 0. 17 0.090 0. 071 --- 0.02 37 3. 08 0. 17 0.090 0. 071 --- 0.02 38 3. 17 0. 17 0.090 0.071 --- 0.02 39 3.25 0. 17 0. 090 0.071 --- 0 .02 40 3. 33 0 . 17 0.090 0. 070 --- 0.02 41 3. 42 0. 17 0. 090 0.070 --- 0. 02 . 42 3. 50 0 . 17 0. 091 0.071 --- 0.02 43 3. 58 0 . 17 0.090 0.069 0. 02 44 3. 67 0. 17 0.090 0.069 --- 0.02 45 3.75 0. 17 0.090 0.069 --- 0. 02 46 3. 83 0. 20 0. 108 0.069 --- 0. 04 47 3. 92 0.20 0. 108 0.068 --- 0 .04 48 4 . 00 0. 20 0. 108 0.068 --- 0. 04 49 4 . 08 0. 20 0. 108 0.068 --- 0. 04 50 4 . 17 0.20 0. 108 0.067 --- 0. 04 51 4 .25 0.20 0. 108 0.067 --- 0. 04 52 4 . 33 0.23 0. 126 0. 067 --- 0. 06 53 4 . 42 0. 23 0. 126 0.066 --- 0. 06 54 4 . 50 0.23 0. 126 0.066 --- 0.06 55 4 . 58 0.23 0. 126 0.066 --- 0. 06 56 4 . 67 0.23 0. 126 0.066 --- 0. 06 57 4 .75 0.23 0. 126 0.065 --- 0. 06 58 4 .83 0.27 0. 144 0.065 --- 0.08 59 4 . 92 0.27 0. 144 0.065 --- 0. 08 60 5. 00 0.27 0. 144 0.065 --- 0.08 61 5.08 0.20 0. 108 0.064 --- 0.04 62 5. 17 0.20 0. 108 0.064 --- 0.04 63 5.25 0.20 0. 108 0.064 --- 0.04 64 5. 33 0.23 0. 126 0. 063 --- 0.06 65 5. 42 0.23 0. 126 0. 063 --- 0.06 66 5.50 0.23 0. 126 0. 063 --- 0.06 67 5. 58 0.27 0. 144 0.063 --- 0.08 68 5. 67 0.27 0. 144 0. 062 --- 0.08 • 69 5.75 0.27 0. 144 0. 062 ___ 0.08 70 5.83 0.27 0. 144 0.062 0. 08 71 5. 92 0.27 0. 144 0. 061 --- 0. 08 • 128 10. 67 0. 67 0. 360 0.047 --- 0. 31 129 10.75 0. 67 0. 360 0. 047 0. 31 130 10.83 0. 67 0. 360 0.047 --- 0.31 131 10. 92 0. 67 0. 360 0.046 --- 0.31 132 11 .00 0 . 67 0. 360 0.046 --- 0. 31 133 11 .08 0. 63 0. 342 0.046 --- 0. 30 134 11 . 17 0. 63 0.342 0.046 --- 0. 30 135 11 .25 0. 63 0.342 0. 045 --- 0. 30 136 11 .33 0. 63 0.342 0.043 --- 0. 30 137 11 .42 0. 63 0. 342 0. 045 --- 0. 30 138 11. 50 0. 63 0.342 0. 045 --- 0.30 139 11. 58 0.57 0. 306 0. 045 --- 0.26 140 11. 67 0. 57 0.306 0.044 --- 0.26 141 11. 75 0.57 0. 306 0. 044 --- 0.26 142 11. 83 0. 60 0. 324 0. 044 --- 0.28 143 11. 92 0. 60 0. 324 0. 044 --- 0.28 144 12. 00 0. 60 0. 324 0. 043 --- 0.28 145 12. 08 0.83 0. 450 0.043 --- 0.41 146 12. 17 0.83 0. 450 0. 043 --- 0.41 147 12.25 0.83 0. 450 0. 043 --- 0.41 148 12. 33 0.87 0. 468 0. 043 --- 0. 43 149 12. 42 0.87 0. 468 0.042 --- 0. 43 150 12. 50 0.87 0. 468 0.042 --- 0. 43 151 12. 58 0. 93 0. 504 0. 042 --- 0. 46 152 12. 67 0. 93 0. 504 0.042 --- 0. 46 153 12.75 0. 93 0. 504 0.042 --- 0. 46 154 12. 63 0. 97 0. 522 0.041 --- 0. 48 • 155 12. 92 0. 97 0. 522 0.041 --- 0. 48 156 13.00 0. 97 0. 522 0.041 0. 48 157 13.08 1.13 0. 612 0.041 --- 0. 57 158 13. 17 1 . 13 0. 612 0.041 --- 0. 57 159 13.25 1 . 13 0. 612 0.040 --- 0. 57 160 13.33 1. 13 0. 612 0.040 --- 0. 57 161 13. 42 1. 13 0. 612 0.040 --- 0. 57 162 13. 50 1 . 13 0. 612 0.040 --- 0. 57 163 13. 58 0.77 0. 414 0.040 --- 0. 37 164 13. 67 0.77 0. 414 0.039 --- 0. 37 165 13.75 0. 77 0. 414 0.039 --- 0. 37 166 13.83 0. 77 0. 414 0.039 --- 0. 38 167 13. 92 0.77 0. 414 0.039 --- 0. 38 168 14 .00 0.77 0. 414 0.039 --- 0.38 169 14 .08 0. 90 0. 486 0.038 --- 0. 45 170 14 . 17 0. 90 0.486 0.038 --- 0. 45 171 14 .25 0. 90 0.486 0.038 --- 0. 45 172 14 .33 0. 87 0. 468 0.038 --- 0.43 173 14 . 42 0. 87 0.468 0.038 --- 0. 43 174 14 .50 0.87 0.468 0.037 --- 0. 43 175 14 .58 0. 87 0.468 0. 037 --- 0.43 176 14 . 67 0. 87 0.468 0. 037 --- 0. 43 177 14 .75 0.87 0. 468 0. 037 --- 0. 43 178 14 .83 0.83 0. 450 0. 037 --- 0. 41 179 14 . 92 0.83 0 .450 0. 036 --- 0. 41 180 15.00 0. 83 0. 450 0. 036 --- 0. 41 181 15.08 0.80 0. 432 0.036 --- 0. 40 • 182 15. 17 0.80 0 . 432 0.036 --- 0. 40 183 15.25 0.80 0.432 0. 036 0. 40 184 15.33 0.77 0. 414 0.035 --- 0. 38 • 241 20. 08 0. 10 0. 054 0.027 --- 0.03 242 20. 17 0. 10 0. 054 0. 027 0. 03 243 20.25 0. 10 0.054 0.027 --- 0. 03 244 20.33 0. 10 0.054 0.026 --- 0. 03 245 20. 42 0. 10 0. 054 0. 026 --- 0. 03 246 20. 50 0. 10 0. 054 0. 026 --- 0. 03 247 20. 58 0. 10 0. 054 0. 026 --- 0.03 248 20. 67 0. 10 0. 054 0. 026 --- 0. 03 249 20.75 0. 10 0. 054 0. 026 --- 0. 03 250 20. 83 0.07 0. 036 0. 026 --- 0. 01 251 20. 92 0.07 0. 036 0. 026 --- 0. 01 252 21. 00 0.07 0. 036 0. 026 --- 0.01 253 21. 08 0. 10 0.054 0.025 --- 0.03 254 21. 17 0. 10 0. 054 0.025 --- 0.03 255 21.25 0. 10 0.054 0 .025 --- 0.03 256 21 . 33 0. 07 0.036 0.025 --- 0.01 257 21 .42 0. 07 0.036 0.025 --- 0.01 258 21.50 0.07 0.036 0.025 --- 0.01 259 21.58 0. 10 0. 054 0.025 --- 0.03 260 21. 67 0. 10 0. 054 0.025 --- 0.03 261 21.75 0. 10 0. 054 0.025 --- 0. 03 262 21.83 0. 07 - 0. 036 0.025 --- 0.01 263 21. 92 0.07 0. 036 0. 025 --- 0. 01 264 22. 00 0.07 0. 036 0. 024 --- 0. 01 265 22. 08 0. 10 0. 054 0. 024 --- 0.03 266 22. 17 0. 10 0. 054 0. 024 --- 0. 03 267 22.25 0. 10 0.054 0 . 024 --- 0 . 03 • 268 22.33 0. 07 0. 036 0.024 =__ 0.01 269 22. 42 0.07 0.036 0.024 0. 01 270 22.50 0. 07 0.036 0 .024 --- 0.01 271 22. 58 0. 07 0. 036 0.024 --- 0.01 272 22. 67 0.07 0.036 0.024 --- 0.01 273 22.75 0.07 0. 036 0.024 --- 0.01 274 22. 83 0.07 0. 036 0. 024 --- 0. 01 275 22. 92 0.07 0. 036 0. 024 --- 0. 01 276 23. 00 0.07 0. 036 0. 024 --- 0. 01 277 23.08 0.07 0. 036 0. 024 --- 0. 01 278 23. 17 0. 07 0.036 0.024 --- 0. 01 279 23.25 0. 07 0.036 0.023 --- 0.01 280 23. 33 0.07 0.036 0.023 --- 0.01 281 23. 42 0. 07 0. 036 0.023 --- 0.01 282 23. 50 0. 07 0. 036 0.023 --- 0.01 283 23. 58 0. 07 0.036 0.023 --- 0.01 284 23. 67 0. 07 0. 036 0.023 --- 0.01 285 23. 75 0.07 0. 036 0.023 --- 0.01 286 23. 83 0.07 0. 036 0.023 --- 0.01 287 23. 92 0.07 0. 036 0.023 --- 0.01 288 24 . 00 0.07 0. 036 0. 023 --- 0.01 Sum = 100.0 Sum = 42.7 Flood volume = Effective rainfall 3. 55 (In) times area 1 .0 (Ac. ) / [ (In) / (Ft. ) ] = 0. 3 (Ac. Ft) Total soil loss = 0. 95 (In) Total soil loss = 0.078 (Ac. Ft) Total rainfall = 4 .50 (In) • Flood volume = 12708 .5 Cubic Feet Total soil loss = 3381.5 Cubic Feet -------------------------------------------------------------------- • 3+55 0. 0124 0. 04 QV 4+ 0 0. 0127 0. 04 QV 4+ 5 0. 0130 0. 04 QV 4+10 0. 0132 0. 04 QV 4+15 0. 0135 0. 04 QV 4+20 0. 0139 0. 05 QV 4+25 0. 0143 0. 06 QV 4+30 0.0147 0. 06 Q V 4+35 0. 0151 0. 06 Q V 4+40 0.0155 0. 06 Q v 4+45 0. 0159 0. 06 Q V I 4+50 0 .0164 0. 07 Q V 4+55 0.0170 0. 08 Q V 5+ 0 0.0175 0.08 Q v 5+ 5 0.0179 0.06 Q V 5+10 0.0182 0.04 Q V 5+15 0.0185 0.04 Q V 5+20 0.0189 0.06 Q V 5+25 0.0193 0.06 Q V 5+30 0.0197 0.06 Q V 5+35 0.0203 0. 07 Q V 1 5+40 0. 0208 0.08 Q V 5+45 0.0214 0.08 Q V 5+50 0. 0219 0. 08 Q v 5+55 0. 0225 0.08 Q v 6+ 0 0. 0231 0. 08 Q v 6+ 5 0. 0237 0. 09 Q v • 6+10 0. 0244 0. 10 Q V 6+15 0. 0251 0. 10 Q V 6+20 0.0258 0. 10 Q V 6+25 0. 0265 0. 10 Q v 6+30 0 .0272 0. 10 Q v I I I 6+35 0.0280 0. 11 Q V 6+40 0.0288 0. 12 Q V 6+45 0.0296 0. 12 Q V 6+50 0.0305 0. 12 Q V 6+55 0. 0313 0. 12 Q V 7+ 0 0. 0321 0.12 Q v 7+ 5 0. 0330 0.12 Q V 7+10 0. 0338 0. 12 Q V 7+15 0. 0346 0. 12 Q V 7+20 0. 0356 0. 13 Q V 7+25 0. 0365 0. 14 Q V 7+30 0. 0375 0. 14 Q v 7+35 0.0385 0. 15 Q V 7+40 0 . 0396 0. 16 Q v 7+45 0. 0407 0. 16 Q V 7+50 0.0419 0. 17 Q v 7+55 0.0431 0.18 Q v 8+ 0 0.0444 0. 18 Q v 8+ 5 0.0457 0.20 Q v 8+10 0.0472 0.21 Q V 8+15 0.0487 0.21 Q V 8+20 0.0502 0.21 Q V I . 8+25 0. 0517 0.21 Q V 8+30 0. 0531 0.22 Q v 8+35 0. 0547 0.23 Q v l • 13+11 0. 1111 0.57 1 Q I V I 13+25 0. 1897 0. 57 1 Q I V I 13+30 0. 1936 0.57 1 Q I V I 13+35 0. 1967 0.44 IQ I I V I 13+40 0. 1992 0.37 IQ I I V I 13+45 0.2018 0. 37 IQ I I v I 13+50 0.2044 0. 37 IQ I I V I 13+55 0.2069 0.37 IQ I I v I 14+ 0 0.2095 0.37 IQ I I v I 14+ 5 0.2124 0. 42 IQ I I VI 14+10 0.2155 0.44 IQ I I VI 14+15 0.2185 0.44 IQ I I VI 14+20 0.2215 0.43 IQ I I V 14+25 0.2244 0.43 IQ I I V 14+30 0.2274 0.43 IQ I I IV 14+35 0.2303 0.43 IQ I I IV 14+40 0.2333 0.43 IQ I I IV 14+45 0.2362 0. 43 IQ I I I V 14+50 0.2391 0.42 IQ I I I V I 14+55 0.2419 0.41 IQ I I I V 15+ 0 0.2448 0. 41 IQ I I I v 15+ 5 0.2475 0. 40 IQ I I I V 15+10 0.2502 0. 39 IQ I I I V 15+15 0.2529 0.39 IQ I I I V 15+20 0.2556 0. 38 IQ I I I v 15+25 0.2582 0. 38 IQ I I I V 15+30 0.2608 0.38 IQ I I I V • 15+35 0.2630 0.33 IQ I I I V 15+40 0.2651 0. 31 IQ I I I V 15+45 0.2672 0. 31 IQ I I I V 15+50 0.2693 0.31 IQ I I I V 15+55 0.2714 0. 31 IQ I I I v l 16+ 0 0 . 2735 0. 31 IQ I I I V 16+ 5 0 . 2745 0. 13 Q I I I v l 16+10 0.2747 0.04 Q I I I V 16+15 0.2750 0. 04 Q I I I v l 16+20 0.2752 0 . 04 Q I I I V 16+25 0.2755 0.04 Q I I I V 16+30 0.2758 0.04 Q I I I V 16+35 0 .2760 0. 03 Q I I I v l 16+40 0.2761 0.02 Q I I I v 16+45 0.2763 0.02 Q I I I v 16+50 0. 2764 0. 02 Q I I I v 16+55 0.2765 0.02 Q I I I V 17+ 0 0.2767 0.02 Q I I I V 17+ 5 0.2770 0.05 Q I I I V 17+10 0.2774 0.06 Q I I I V I 17+15 0.2778 0.06 Q I I I V 1 17+20 0.2782 0.06 Q I I I V 1 17+25 0.2786 0.06 Q I I I V I 17+30 0.2790 0. 06 Q I I I V I 17+35 0.2794 0.06 Q I I I v 1 17+40 0.2798 0.06 Q I I I V 1 17+45 0.2802 0.06 Q I I I V 1 • 17+50 0.2806 0.05 Q I I I V I 17+55 0.2808 0.04 Q I I I V 1 18+ 0 0.2811 0.04 Q I I I V I • 22+11 0. 2905 0.01 Q VI 22+55 0.2906 0.01 Q I I I VI 23+ 0 0.2907 0. 01 Q I I I VI 23+ 5 0.2908 0. 01 Q I I I VI 23+10 0.2908 0 . 01 Q I I I VI 23+15 0.2909 0. 01 Q I I I VI 23+20 0.2910 0. 01 Q I I I VI 23+25 0.2911 0. 01 Q I I I VI 23+30 0.2912 0. 01 Q I I I VI 23+35 0.2913 0. 01 Q I I I VI 23+40 0.2914 0. 01 Q I I I VI 23+45 0.2915 0. 01 Q I I I VI 23+50 0.2915 0. 01 Q I I I VI 23+55 0.2916 0. 01 Q I I I VI 24+ 0 0.2917 0. 01 Q I I I VI 24+ 5 0.2917 0. 00 Q I I I VI ----------------------------------------------------------------------- • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 04/26/07 File:07304R100DEV.out ------------------------------------------------------------------------ PLAZA RIO VISTA 07304 DEVELOPED 100 YEAR ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4014 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100. 00 Antecedent Moisture Condition = 3 • Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3. 480 (In/Hr) 100 year storm 60 minute intensity = 1 . 300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0. 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 559. 000 (Ft. ) Top (of initial area) elevation = 19. 000 (Ft. ) Bottom (of initial area) elevation = 6.450 (Ft . ) Difference in elevation = 12. 550 (Ft. ) Slope = 0. 02245 s (percent)= 2.25 TC = k(0.300) * [ (length^3) / (elevation change) ] ^0.2 • Initial area time of concentration = 8. 051 min. Rainfall intensity = 3. 924 (In/Hr) for a 100. 0 year storm COMMERCIAL subarea type TC' LIMITATIONS: • L 7100 I. Maximum length = 1000' TC 1000 90 2. Maximum area = 10 Acres 5 900 80 _ -3a a0o 70 0 6 eo 400 a 300 700 60 _c 200 7 -- d 6 c y N E 100 d 600 a 50 a w 60 8 0 o `6 o 0 50 —y E rn es 30 9 0 o c 20 500 0 0) 5 0/ O 35 n m a 10 0 3 w a K Ai 6 (1) I I 400 w 30 Undeveloped 12 c - Good Cover oPi 350 25 Undev ed 0 = 1. 0 c F ' Co .6 14 E _ 300 and lopedo .2 C ,2� 15 • 190 or Coverr o 2 /y 16 o Single Family 50 0 17 E 250 r 17 16 (1/4 Acre) 19 14 Commercia 01, 20 � (Pov c C 200 Q 13 0 .3 J o 12 C c 11 25 0 •- o KEY 150 0 9 L-H Tc—K—Tc 30 m 8 EXAMPLE: 7 (1) L=550', H =S.O;K=Single Family(1/4Ac.) 35 Development ,Te = 12.6 min. 6 100 (2) L=550', H =5.0�, K= Commercial 40 Development , Tc=9.7 min. 5 _ 4 Reference:Bibliography item No. 35. • R C FC 8 W C p TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA ,sa C.-A a '11 f-, merit I PLATE D-3 RAINFALL INTENSITY- INCHES PER HOUR A MIRA LOMA MURR IE IA 7EMECULA NORCO PALM SPRINGS PERRIS VALLEY 6 RANCHO CALIFORNIA 0 DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY OURA7f ON FREQUENCY 6 MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 l00 10 100 10 !00 10 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.46 5 3.45 5.10 5 2.77 4.16 5 4.23 6.76 5 2.64 3.78 6 2.50 4.07 6 3.12 4.61 6 2.53 3.79 6 3.00 6.08 6 2.41 3.46 '7' 7 2.37 3.75 7 2.67 4.24 7 2.34 3.51 7 3.48 5.56 7 2.24 3.21 B 2.21 3.49 B 2.67 3.94 8 2.19 3.29 B 3.22 5.15 B 2.09 3.01 D 9 2.08 3.20 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.98 2.84 0 10 1.96 3.10 10 2.36 3.46 l0 1.96 2.94 10 2.83 4.52 10 1.66 2.69 D it 1.87 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.28 11 1.79 2.57 r 12 1.70 2.82 12 2.13 3.15 12 1.79 2.60 12 2.54 4.07 12 1.72 2.46 13 1.?1 2.70 A 13 1.72 2.58 13 2.43 3.68 13 1.65 2.37 14 1.64 2.60 U I 6 2. 9 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 15 1.58 2.50 l5 1.99 2.79 15 1.60 2.40 l5 2.23 3.50 IS 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 IT 1.50 2.25 17 2.O8 3.32 17 1.45 2.O8 IB 1.44 2.27 IB 1.11 2.52 IB 1.46 2.19 IB 2.01 3.22 1B 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1. 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.20 28 1.6383 24 1.24 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.18 1•87 26 1.39 2.06 26 1.22 1.62 26 1.62 2.60 26 1.18 1.69 2B 1.14 1.80 26 1.34 1.90 26 1.17 1.76 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 I.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 Z 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 34 1.03 1.46 36 1.00 1.57 36 1.17 1.72 36 1.03 I.55 36 1.34 2.15 36 1.00 1.64 n m 38 .97 I.53 36 1.13 1.67 38 1.01 1.51 36 1.30 2.09 36 .90 1.40 c Z 40 .94 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 .95 1.37 :0 (n N 45 .89 1.40 A5 1.03 1.52 AS .92 1.39 45 1.18 1.89 45 .90 1.29 50 .B4 1.32 50 .97 1.44 50 .88 1.31 50 1.11 1.78 SO .85 1.22 m 55 .00 1.26 55 .92 1.36 55 .84 1.25 55 1.05 1.60 55 .81 1.17 z 60 .76 1.20 60 .08 1.30 60 .80 1.20 60 1.00 I.60 60 .76 1.12 V N I 0 65 .73 1.15 65 .84 1.24 65 .77 1.15 65 .95 I.S3 65 .75 1.08 r D 70 .TO 1.11 TO .61 1.19 70 .74 1.11 70 .91 1.46 70 .72 1.04 p C m 75 .68 1.0? 75 .78 1.15 75 .72 1.07 75 .06 1.41 75 .70 1.00 ,; D m 0 BO .65 1.03 BO .75 1.11 BO .69 1.04 BO .85 1.35 BO .68 .97 D D 85 .63 1.00 B5 .73 1.07 85 .67 1.01 OS .02 1.31 85 .66 .94 a -f A z SLOPE a .530 SLOPE e .550 SLOPE a .500 SLOPE _ .SBD SLOPE _ .490 A 0 T Y ' ■NttN/NtN■NN.rW.�N.NNNtr■N.■rrrtttt■■NNtWNN/■rN■N OMEN tlttuttiitttiltigtiittit/tittil!!■iiitttNiilttiiiiiltitt■tiitt■ ■tittilttii/lifttit/tliitiittittlittiltitiittliiiiitiitiiiiliil■tiiii■ ■itlitiitlift/ttttiittiittittlltilirttl■t!liitttttiiiititttlittliitit■ ittlil■!ltillililtlittiiitiittiittiritiitiiiiitt/itiitiilitlittitttit■ NEON vomB\osonoomms����N��N�������N��������H�N�h�IH��� itiiitiiitiNlitNii W Hiitiititiititittiiiipttiiiiiiiii!ltuiiuii■ rtttittlHNNO■iittiittttitttttttttrtttitiltrttttittttliitttNt■tittt■ . ritttiittttiiitiiitittiittiittitlt��ttii�������iili���������ititiigi■ ■Nt■titNgrttutt�itt■...��--=----------------------------■itiuit■■ itttgiRrrrLw��=�...._t��t���-=-------------_____==_____=====riliittli■ riiMG[:1i�GYC��AttlN�!'-. ..�---_.��.�it����--- ......art■■N.Nittiitt■ iilLrCi.N'l�W��.■!�-i.ti���•��-�..._t��t�i•��-�=_�Gp..■...Hiittii■■ NL'�7A■Ir(�:.:V/!,�.�5ia/_tN!--..it■��•��-_-....•-�-=-.:i�■..r■■.iitgtttt■ N�lii4NY5�c-7J�%lit■!-�.itit�■i�i_.�■.�--..ti/�1��•�-�-�i..�tttiltiiitt■ ■�i■tlrY�C`.;.?ill!■Si/ttt_t■!:�.�.!:-.■rt■ti.�--�.■t/�1��!'=-....■tttitttt■ I.itt�7/ICJiNN_ilisti/�.It/!i.till/t•.!�i.itt�■!��i.ttrtiiiitiiittittii■ Iif.LI,R'B��/N_Nt11"�7�7d��CS/tttii■!�iAi ii■!�5attttt■/tiiiitit iitNltit■ _ itL/.rJ'it.`;IiNR�I•'let!:liittt��ilitii�:�/i■!ii/tttiillltttittiitiiit■it■ _ t■Ic'�'IlC�IIN�fliCl■►.■rtt�. .itir�!:■�ii■iii■ttttttttti■ttiittiiiiitttN ■■%Ipiin,'.1t111:/l')itN■��/tttti!�.����.�.�����..��..�...�...��..���....� iIl@ViiF/.1/N t■SIG/Ni/i/iitlC%a!l■iilitttttiittiiiiiittitiiittttld7ttttti■ ■IIIRYNlVLl�+'dNlil■qt JN■7tttttrititr/f!/lltNtWt■tlttiLJt■ttt■■ G■II i VIitS IrC%INN.�riit�attii■IElitiiNilttiititiiiiitllNiiiii■eNiltN■ 71L1[19,ilC%Il'!%Till/lilt■ittilii■!lilt/!tttiifiltiiiitiiiitii/tii�Iiiitiiii �u.� .a<�..►� u..�..�..v,tt/ttt/■''tittttttttttttttttiittttttttt�%t■tttittN %1�7,■�lAl_Y'I�lil��t���/IitNtttt■I®tttttt/titttttttttltttirttiFltitltt■lift■ I i6/I N�IF7Jt@7.1t ii�iif I ittitq/■'/tttittitittttttt■!■ttttttiilttetq■t■■U 11■IItJ.E:1,lilV 1W�ittllttttNNrn7/ttNtilttii/ttt/t\iitllll!tl'!t'1ti■tttttitN -•■I�tS`7I3'ItiJ'/tNlittt111gW Nt■;fJtttNttrttt/Nitric\_'if■!tt �%tttt■Nttt■■ rld,�k7�N_vIN/Ittgtll WNltu�iN■WttgiNtttt■t/>>rK�lr7/i■r3.ft ■IIiI C'IN/,titUtgtN11■W■WL'ltttitriNttlittttillT�L/rldL�JC/I!L-�JtNtt !•i/.il It\�Itt/.tltWt11HN■gt■'l Wtq W/itNgtNttt W ttNtt W■t ■IiR/ItR7.tlr'ItgttttlltigtW■!ttiitit/ttittttiii//tGctU^I!t1t1111i!■!tt • ■ ■i/._�nFIIttI/tNtttttllWitttirlltliitttttttitttiittt■ui�' II7L�'�SEII•�ulit ■ I1i111I691■■lttgWtll■W gttraittttrittt■tttgitttiq■lilit■tgitii IItIIllitllgll■WNtgllNtrtttir''/ttlNrttittttgtllttitltltttilttltii ■ 1/1/Ii217'I//INitettt/Ilitt■tttN'r■ttt/ritiritttttitittttttt■titttiNt ■ ■i'/R'Jitl�ittiittittllNtttN/■aNWtitlttllNllteligttitiitllttit ■ ■III■!=-/l■1'A■gHttitllit/ittitr/iiitttttititttiNtiitltrttttttttitit ■ ■Illit;�'I['�,ttttttNttillNNtttNattittttNtlittNittt■titittttittit■ ■ ■IIIItYIc:vI■titttgtNllgtrtNititttttr//tttlttti■itittttitittitittti ■ SIMMONS ■ ■i•;'!IIP�i►��■titttti Ittt /■tts own■tergttt■ttt■tat ■ nilv��Igr\:ai��■ ■ littitttrtttttttli/it ■ 1!I�ii■'1lttttit\��-a • • • - iHiititttttitttitti ■ 1111■Ill=h■ttti■tt■itt it■ititttr■iNttttit■t ■ Ill!■IID7I■ttt■titttirtlltrtttt■r■...■■tit■■it■ttitttiittiitt■tt■ttit■tt■t ■ i1�•■I bellttt■itNttittllitrtttttrt■ititrtt■tttttittttiitt■ti■tittititt ■ •'■t/!liitiitttllttilltttitttitttiil/tltHi/ttiiNtt■iiitttiiilittii ■ 'It■hii �■ttiitttttt■tllttt■tii■■ttttttt■ti■t!i■tttrgitt■rtitit /t■t■t ■ 7 ilitrlllv�ttttttNtttllN■tttt■l'.tNttttNt/ttittitttt■tt■flit!■pq■ ■ 11■11■1ti\�tiligitttllgtiiittt/rfH��1N�Jrt.,1/�ilttNiitttiNtttti■tNtiNNt ■ IIf m��alsNomm_:tt ti7it■111�i.iii��lYriifYi`� �Inam>:gom umm„ommm mno • 0 !O■1®■■ittitttiitt■illt■■ititi■�■/tititii■i!!it//!tttttt■tttiiitt■■■i ■ •It■■■i■tit■■t■it■tlltt■rtttir:■■ttt■r■tti■■■ttt■ri■■q■i■tit■flit■i ■ •11■ittttiiittttttttlltttittiirigi■iri■it■etttiitirttt■tititttt■■t■t ■ UI■tittt■■■tt■stilt!!tti/tt/n'titittrtt■■ttttiiitti■titiit■ittiti■■■t■■ ■1llltitittit!/tittitllitt■tttt■:rillttrttiiilitttiii■tttrt/ti■itt■■ittt■■ t11It■■it■itt■itt■■i11■ititttt■a■titiriitiitruttititti■tttitt■tt■ttip■ ■•Iltttiiti■HtittilllttiittiiL■titittitNttiNiitlN■tttei■■iitti ■iltttit■ittt/tt■■tlltttiiiiNl■tttrtritttiittttitiiitt■ttttiittttt■■tt■ ■■■tii■ttitiittttttll■■titittli■ir/tttttt■i■■tllttt■itiititiittttitittH ■■■ti■ttti■tt■it■■■11■tNtit/■'rtttttr■iiiitittt■■ti■■Ntt MEN■itHiMEMO I■■t■i■ti■■t■t■Nr■11■tt■tits■'its■tt■■ttriNtti■tiitNNgiit■■■ttiq■■ 11rt■! /tRatEfrl■r■11■tt■t■tt■+■■■/■tr■t■■■t■Ni■t■■■t■■rrt■■r/t■t■■■t■■ nnittru�=■Iler��'■rtlurtittttr■iittirtttiititttttiiit ii■titttti■itttn luuttrir■11!tiN■tt■rtluott■ttL■lift■tiNi _ / sill IIII■ti■sill!tittitttllitltttti■Irrliittiitt 11 loft■tt!■itt■fir■Ills/ittttf-.■tiitt■■i■ �� m uttn�r�r�, a �ttltntttittit■:uttti■■tt 1•■ttLl %if7L�l)L•�ftrtnut■tirtcq■t■■■■■tt / - • • „�N 1•ttt/iii■■■■tti■■ill■■iitttt■'tittttiitt! 1■■!!■lit■■■■ttii�ttltt/itttt■ ■tttttt■■■■ ■ flit!■ /■■■!■Ira,'�4!■■�/tetrel■Ill■tittttr■■titirtttttt■..■�����r■ttttttttttt.t■■.■ 1■■ttL?�!nr�.L�-��Yh�J6�.�J■l■Iltttirt■i■ti■tt■■ 1■■■tNtNNitttirtlliit■tttt■'iigt■ RUNOFF COEFFICIENT rtt L.■tttttiiitittttittll■ltiii■N 0 lstilt■■■■■■tttit■■tll■■iiiE its■■ SOIL GROUP-D Iliit■ttrttttttN/rtllttt■it/trittitr • _ TYPE-URBAN IINitNttttttgtitillHiiitii■!sills■ LANDSCAPING INttiNti■iNtt■rrllNtitW■!■sill■ 1 Ititt■ttttgttttir■11 WNlN■!ittti■ II■ttt/■■ti■tttt■■rillNiit//O!irtti■ (RUNOFF IND Itltt■iNi■tittiirill tit ittit■li tttt■ Itittittiitttttttrtll■it■iNt■I■■ii■■ttttiigttr■iiittN■ills■ttiigttt■ ItittiittittWtirtll■itittN■itttttttitti■lt■tiitti■■ttltgt■itgttitt■ mom ttt�\gitgt W�tttlitWttiWth��ttiir ligW WgggiNlltitNi■N■NitgtN■iNggtN WqB/N ttW WN ttW■WNIINNititNti/NtNlilWgttltHNNti■t � CNN.ttN/ittt■ttN/!ttt■ttftN■tttrWN■gNN■NtN■WNH � i Hall & Foreman, Inc. Engineering-Surveying-Planning-Landscape Architecture IECT BY DATE JOB NO. PE OF 0—uV0 7w C 0.3 �« = C- C = a. J32 j— = 1. 2)r.. A = o. 5 r. • Irvine Office:714.665.4500 Tel/714.665.4501 Fax LA/Ventura Office:818.251.1200 Tell 818251.1201 Fax Officar 951 294.9300 Tel/951.294.9301 Fax rtpu,A�tih�S "�s t P S # 1 E I r. S� �r) f 3A 51 I� u Y.• Y>� ° IT, �4 �Z � DO TOO, n IJI�I .sli sYFkJ,rit -t-•t� - * Y 3 31 r is�t I s� a si: FN (v f� s s� - - '�' 1 (�+�'✓'" z uk Mfr •.vl Jt In, h r`x s l Isg_ at a'�f -�d Y /ad fIIP l ; 41 II M�xS {� 1( ,4x t Y✓'J ' r 1 S Ifl 1 i >bv �4 RM1 Cssrt "st`a'k.(Vr• f} iC : Yl C '� 't +,Y �R�^ "+ s"t�)✓ tid 1 `}' S'f IS.y!�r' r'1 ,} d � dyE 1 , s IfP ffe . ihi yt Y Ry4 st, 1jY y�C. syv a:.i n+ w F + v '.`� � '; .,.1 ��i it t Ir!, f4 f kS`i iv ,.•..,fit In ',tia 4s�� kJ Ir �{ �¢¢Jyyl IT— 011 r I�F I ,Ir 11� Y !': z :( r �',, f'; 4 7 A -k51 r �4�i' �' a 1 "�;� M i �I h ui f,PG ' fr iw'drl it t°d C¢S*!A F h4•r 1 'Gift. td r r q • ✓, I 3 s I ' '^hr � �. f :. I l '� u� r< a�'j isMS; ui o b t.`�i�C¢ k'tir'r`G'� :.lj,Ri� �lqr f fi . i �t I�siW'g°c}a' A t� 5 c✓�tiN� F � r. 1 P d l e It d t V "3 r r r iq1 d : , C E taE FANeSv� i �f?11N 'ym1EF '°ckci a 26a+�A+a d".ti`x i(fr v L a},��4 iAMe. r Ts :' r°^I v q r A I r {�11fse� 1Fv rll rv ' .a,C,At^+ I 11W�is^ 11Fj t�IP elrlf U7«y4�'� i }Ifi i y 1 +r LU �! F .gib i s4 r/ fs5aS }$$.j�i e ry n t �.4 rd yl 9m wfcSW� I` 5 F'R'3 s� gi II I' 1 1 a l ft c. Ii .1 IV,gga , ! d t F F'p ay I M�.( I l l a yr r a { I} qS o a I' 1, Gr�eet.ztll u + h:. u' I s} Rxp�} d 1'.S!j��nF� r Il •a yl � .: 3J I � a e r I a�'r'Ij„ f � L"�� h r'a , 71 � '� I ,� 4 !h �yJl}4 fib•!t�k�A �J r1t Lo 'Y} °' fl✓'�z al rtsv`H �s is iil Ll ! fd Vlt t< �P�f, ti fa kiaAl 4r i1 ,N h ff u v 9-0 '� i ✓" •,iv �'i r�fl ;,rld \ h y r I A I �Pi 3a StL No,, J ° Y "ky rt if F Nv[4t� n},+frh°' Y 1y 4i}r'�a�Frf„ c t5 r IF f 1 C >.' r ^ Sl4 y ��1}};; 11 Y1� 4 yx ,yEhdP""sn,:1 W� Ihs`{�791F�4 Y+<'uN li• �r lFpy if f P s r, i r +.:Yd s I'st4 i" z ) 1F�xs n �7 Yroi Ir Jp 3 � a �� � 1 'il � t�grid � ��,,xa��� �`� {r �� i��.nl.,�_�{�^��•. r �flllrt I j lz l e S�gYa tM1�A 1 'Nr qei vt�jkL I 4. .!i"Y'.Wrt ' 1 1 1 S{y+a�r cd W,4 ! `'t 4� E .+ ?+'I "E,e.. 1, yVi 4 I 1 IE II 4' I d�Ft S{ `>� r�f}Ss b'u`,4 IT4 T3s � sCif I� C Isf rt !I 11M1 ay fb� 4 2 Ill YA �. s §t N 1 d I u s < I} in s �x NJy�l�q�� qjh �rl}b t�� ro �' .F��f�iT ; )vft RT � 4 f ay ;x s 3 v� r•.3°h�P k'I s'�Iflv�' : t ''. +ru 4 .. �}� y.; r t. r,•., .. { uuJ ' tYl i } td e�nFs6n.'�"r-l3)i4 a lytg3G2�r T 4 +z+ s l �R S 11 Y I'; M I' f a 1 i a' n 'iivQF }t s 1 11 l ti �i x �4� I �#��y F" f ' S✓r'sr f r' s+a I ! } ( rT R laiel I+s q'N.a ! 01rbA,y1 'C d' k .Y CI e r F rtr 'S q n Y�4 rE ✓`. f IT V NI t F�i tkM > ,✓ s 5 r sa?A{G, 6 P i GS u .d �y., x�sr�rx� sli rc dW�`az{g��w }xsf k4r tsCarkl iCrylXl�yp'�yIM'Lgh D� C�3�:���� r�'� Fi �`...,5. 4 GLPk�rs'p�l �i�s'� ty, 'T ,� I �. �I �°� iy f "st•hk 7 J 2 f � r� d'�v �th ��( 51�}WRif�,d'�f '1 ) } - k i S\ rA [ �> vt �d Y?�{t Ct }i,NfhJ4'l }°rY y!N• ,j •N',:k s E ent3a rt Pq Ic rr4F .fi r r rat 31+' f`kf'Y''u f+ !h" .r"'F iT Asr.rt h a &I'S i rrr�Ca�w;il 1 � df§"t Ffi'"i {A*.dpprPq �v 1 to ,�f, FY s a FJ tr"3 'S Glm^Y C 4kM Y1. y) N FO yf 1, 1ltSfl' `F.�PCkr' tl.✓„{s Frp+ri�V IT A }i wr ET f'3 3 ^2p`�l•. y R� +1 Y" C I! 1 F� .3 1 y 1 Y 'G kh N. .kw tz '4 ""a"sAt��fh t R}gP)9 o 10h 6ifi4 'fYs Y''<°v+J 1 '' 1.13'' rX4� �:' yl srr _ {lr r'Tq T!a +I( t _ 8,tyT.,�y�}�'�t"txoiiyr.,T° � 6x Av R:7 "A. � feud d �ti d"3✓f NA"RFpn ' EV w n# Lill. �R St ,1 T'� rep >d S l'<�•. P i* �� ' �sF r :'i � R 4 E f -, ' i Cbth J ��(,yiP�i N rlti 'tV Caw ¢t• �L a n t �C/ fw � 7k $hlr""' {a't1r v>I IrMNt `4 ktrt -; n. +S?SY ii. W, - �me-- Q ,[A k ;{ s+t}+ $4','T^i' t tr is Y v +:''P`g'Fu �yy:�^WKY ,a +'flp ,,-ll Yf F°'�c! Itlri'+� }r V°4I : � "Fs la f5t ,ts Flrti*4kt .4P,jam gylb`y�3'n"Y 154'S "H� .•j lf5 r '�s( is i r [ 1 e r f R$r :N t: 1 r FrK N,Y 4` h SLr AAzS s L`sM+ s}Y t F P sl � `� t�e r } d t Rt r 1 d k jtA 7 ,�ki'9� sf ef•Y�-pan°t` a� t."h y t° <+,� k't' d 6+r k SS j i >` -5 x' §`2 1Re �SR t534.` lkY 's5i r}� aY R`+Iryi• �- r Al, t t , t F "a: . Y ` 1rE t,.a • r h ,x rt a x S xk, c ° wc'..' Y} 1 f 'P x s 5 �y '{f fi `ni•4 j }; i�^�„s.1 �1�'i�.,t W r'.S,�2ry }1 r sJis{n1 " 1. � J�,s K;f, ° i s yi'P^' .,.y I� I � RY Yr':� Ly r ^u,WK Y� ♦ yy-2'��,,r} t y, a +{,�. 5,�a}�', r f` Yui sj to lLs,R"y`tnf }'sa .t,M k YIf�CtMK�� 4Nrg y+,t,.,�-,y,6s ,.. �'t,�"�x..[ ��.� '�'Ct�'.. 1 +3) 3k'2R4rr.lY.. y F.� s " jY 1i ��� ,k��'fse� Li'IF;�4YJ4 if d°h�1�4 ; a �;`2;.;-yy4,•�,. "�.'�'IRi F �,„� k .ti.���� '+tta'S ficC. €. � a 'k��y..:.' 4� rs aL.RtORC''. 3§v +pLt s�WF, fi�' .,. JfiFtls' J 'fC,yxn s. n f i+ q py<F ,.> $'� S}^l.,♦' ik ' 1 3 - 'Swb gijj+ ' rtiN#�s ridtrir$ i<�rvi'`��°4 fN Fry bR +d'r� �u tj i-t� • ':t hir Fp r s r9'3i, kh"r vz<fr t•+ 3R "y" �xst',�S AItdssN; '�C' ��n r'yt4°'r. i` k^ 1ii i^s�. �x,'4 i �•P�is�15 , "vi � :< . ;.•' 1s111'�'^ W h.,i r nt ,�},.f R v,dti •�� � m�'�x *`ry,3�,EV„ �,� �t�!°�i•��.' .2 1 � z - 1 ar ,�pl, 5 _ zn > ITT✓< h � IT!, 4 tisgr yyr s� �yCSI ird �@Vcoi .. �r ty� r IqJ .{p ix r f y 2 i e y S` p f �Fitk�i?�"}n'"5 �'1d1#hLRjf3tR `ft.°4ji� .q'yxtRrrrY RE ." UO �a 4..i H"N n Tc' LIMITATIONS: 100 I. Maximum length = 1000' TC 1000 90 2. Maximum area = 10 Acres 5 900 80 H 6 o 800 70 J o a000 a 60 CM c o o` 300 700 a 200 7 c o `mac N CL E 100 m 90 E 600 a 50 0 0 `0 50 8 0 0 v E o v30 9 o e 20 0 6 d m 500 c (I iv o 10 !0 E 35 ICOLa m e 3 6 w K 400 30 Undeveloped 0 12 c Good Cover w 2 m 350 25 Undeveloped 0 .e 160 o _a Fair Cover .6 14 g E 15 d Undevel 300 c 20 Poo ver o 16 C 19 0 /c I8 ingle mily 50 17 E 250 1- f6 Acre) 18 Lo Commercia 0 m 20 14 (Pav o J 200 So13 =183° c I o c 25 c o C �P KEY 150 E 9 L—H Tc—K—Tc u 30 L=13�}t 8 EXAMPLE: Tc 1 (1) L=550', H =5.0; K=Single Family(1/4 Ac.) 35 ° �G.21=Tc Development ,Tc =12.6 min. Ic = 6 100 Development , pment, H =5.0., K= Commercial 40 Development , Tc= 9.7 inin. 5 4 Reference:Bibliography item No. 35. R C FC al W C D TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA ��X=B Cs� � PLATE D-3 .�_ RAINFALL INTENSITY- INCHES PER HOUR A MIRA LOMA MURRIETA - TEMECULA NORCO PALM SPRINGS PERRIS VALLEY 6 RANCHO CALIFORNIA C DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY r A MINUTES MINUTES MINUTES MINUTES MINUTES C) 10 100 10 100 10 100 10 100 10 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.48 5 3.45 5.10 5 2.71 4.16 5 4.23 6.76 5 2.64 3.16 6 2.58 6.07 � 3.12 4,61 6 2.53 3.79 6 3.80 6.00 6 2.41 3.46 7 2.37 3.75 7 7 2.24 3.21 8 2.21 3.49 8.1 0.24 2,3e 3.41 7 3.48 5.56 7 B 2.67 394 a 2.19 3.29 B 3.22 S.IS B i.09 3.01 D 9 2.08 3.26 9 2.50 3.69 9 2.01 3.10 9 3.01 4.81 9 1.98 2.04 1_ 0 10 1.96 3.10 10 2.36 3.48 10 1.96 2.94 10 2.83 4.52 10 1.68 2.69 D it 1.87 2.96 11 2.24 3.30 11 1.67 2.80 11 2.67 4.28 Il 1.79 2.47 12 1.78 2.62 12 2.13 3.15 12 1.19 2.68 12 2.56 4.07 12 1.72 2.46 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.08 13 1.65 2.37 14 1.64 2.60 14 1.96 2.89 14 1.66 2.46 14 2.33 3.72 14 1.59 2.29 15 1.58 2.50 IS 1.89 2.19 14 1.60 2.40 15 2.23 3.58 IS 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 I.SS 2.32 16 2.15 3.44 16 1.49 2.14 17 1.46 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.49 2.00 18 1.64 2.27 IB 1.71 2.52 IB 1.46 2.19 IB 2.01 3.22 IB 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.06 22 1.26 .83 2e 1.24 1.95 2e 1.16 2.15 20 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.16 1.87 26 1.39 2.06 26 1.22 1.62 26 1.62 2.60 26 1.16 1.69 28 1.14 1.80 28 1.34 1.98 26 1.17 I.76 28 1.66 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.67 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 I.S2 z 34 1.03 1.62 34 1.20 1.78 34 1.06 I.59 34 1.39 2.22 34 1.03 1.4 , 1 36 1.00 1.47 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 n m 38 .97 1.53 38 1.13 1.67 38 1.01 I.S1 30 1.30 2.09 30 .98 1.40 C Z 40 .94 1.49 40 1.10 1.62 40 .96 1.47 40 1.27 2.02 40 .95 1.37 (n N 45 .89 I.40 45 1.03 1.52 45 .92 1.39 45 1.18 1.99 45 .90 1.29 SO .84 1.32 50 .97 1.44 50 .88 1.31 50 1.11 1.78 SO .86 1.22 55 .80 1.26 55 .92 1.36 55 .64 1.25 55 1.06 1.68 SS .81 1.17 M z 60 .76 1.20 60 .88 1.30 60 .80 1.20 60 1.00 1.60 60 .78 1.12 C) 65 .73 1.15 65 .84 1.24 65 .77 1.15 65 .95 1.53 65 .7S 1.08 1" 0 D 70 .10 1.11 70 .81 1.19 70 .74 1.11 10 .91 1.46 70 .72 1.04 p C ;0 75 .68 1.07 75 .78 1.16 75 .72 1.07 74 .80 1.41 15 .70 1.00 m D Z7 p 80 .6S 1.03 80 .75 1.11 80 .69 1.04 80 .85 1.35 BO .68 .97 D D 85 .63 1.00 85 .73 1.07 85 .67 1.01 05 .62 1.31 85 .66 .94 o � 530 p •z SLOPE a SLOPE m •550 SLOPE a .500 SLOPE a .580 SLOPE a .490 r' 6.2s 3.0(0 4S2. 284 4.20. ■H■■p■N N.■NH■.H.■HHHHH■.!N■■■■■i■■■HNMNN/■HN■■NN !lNGi.7i■!!NNN■N■■!!t!lNNNlNNNNONNi■!/!■!!!■!!■!!■!!■■!!!■■!!!■■ri.LT..I�:■ !lle�sarer.;r..�+A!!■■n,:■:7C!!`'Ir�'A!!lNNONNNNO■■!■!■NNNNNlNlNNNNNNlNO\�JCGJE !■!i[,'w.X9�LL•21]lNlll�!!1L'/!iL'3=JlH■!!!!!■!!!!N!■N!!■!NlglNilp!!■[ !■t�:IINNNN■NNNNNH!lNNHNNNNlNNONONNN■■■!!■!■■■!■!NNlNN■lNOO(INNNOO■ t■I!■lONNN!!!!!■!■!!■■■■!!■■!■■!!!!!!!!!!!!NNN!■■■■■■■!■NN/[INNilN!!■ !_II■_!!_NN!lNNNHNNNNNNNNONNNNNNONONONNNN!■!■!!l-----------N--NmNOONNOE !!!N■/Rf♦•a-_LIB���w.._._H_NN�::_=__---�------ M�G------aw■111�I/■N ■■!■/�.'S;1i�i71���A!llH.•�—�.••���o....!!!■�/•ACC:v.._�.__..■!■eOe.![IIIi�/fIl%!eN NIe:G�llwCiali/_':./5i.!■!H!��..!!1!�/.•�—o....l :c��•.......N.■l13U131YilONE ■■iiIOSN/•C�(71�i/OO/�Gi.!■!!!.!G:.ilR��=�..lNO_�I���•o—��...__.!/■■!■IllrriOO■ G■!!^7.%1[Jip■Ci■Hel�Si/■/���111■■■i.!��.!■!!/uC�...!/■NONE■iNN■!■!■■ 'INENI,R►;��NN�N■AQli1��!/CSN■!■OP���/!!!!.!�5.lI IONNO N!!/■■■■Ni/!NNlNNN [lL/.rJ'it."tiN►S�lri■N_i■!!■!!/�i/1■!!t/�..!■■■!■11■■!■!■!■■!■■■!i!!!■i■!■■ ' ■■/t' 'IIICIIH�Yi[/ECi!■■lt��.!!!11/Si/!!!!!■■■■!11■i■■■■■i■!■!■■!!■■■!■!!■ c ■/%fi�iln,!i![17:■ll'I!q■/��NlN/�:IiNN!■!■!■!■!NI[■■■!!■!!■■■■Ni■!■!N■!■■ EId►VilF�■Nt►1LR�1:■N!/i■lONtCi!!I INONNNNNNNlNNOOI INNNO NNNNNNNNNNOO■■!■!!!■ ■�/�CYHIVLRuiiN/i■■Nt JH!■II!■!■!!!■■■■■■■11!■■■HN■!!■■!■/■!■!/!/■ GNrItCUltS ii►aNN►INi■N�!!!!!!II/NNNN!!■NNNNIINN/lNNON!!!!■!ON■!■■!■ UI/ni/,ilC'%I['L%�!■V.i■/!t.!■■!■■■!u!■■■!!■■!■■■■■11/!■1■■■■■!■■!!!■!■!!!■!■ I/H►l�1■C V./►�N/■�i!!!■R�■!i!■■!!■11!!■■!NONE■!!■!II!!!!!!!!■!Hp/!■■H/q■ ■I�7,iI11IlwIN7�ilONN./■■gN!!!Nl11!■!!■■■!!!O!!OI I!NlNq!!■!!!!!!NlNOONlN■ GlCII■��I F7iNK7.■!!!�i■!■!!!/N!■■11■■!■■!!!■!!!!!II■!■!!!!■!!!H!■lHOi/!!■ IHt i[:LE�/!■✓,/■q�i!■lNNONNNI I■/p!■!!!!!■■!1i!!■!!■!i■!!N!■lNNOONlNE YlII/FrI3'I!R"'JNp�AlpNH■NlHI I!■N/!■!■!!NlI1!■/!!H/!H!i!!!■q■!■N HIIW 111I�■!?./NNLH■N!!N/NINII!■!!■!!!■!N■■11/H!!■■■lHNiINN!!!N N�CI!►i"/!C7■N/,�!■egNINNNIIIle!!!!N!!■■■NII■!■■!■!!e!■■!■!!N/■ ■I�[;7 k7�gv/Nt/NHHggeN!!!11!!!!!lNHONNNI I■■lNONNNNNN!!N ■1/ll�'INI,■■■�Ilpeq■e■■e■N■!!11■■!!!!N!!!■!!I I!!!!i!!!■!!!!!!!N■■ e1lLia It\'IiiLHIN!!!!!q■N■N[IN■q!N!!lN111■H!!!N!!!N!!N■■! [�■',a/I■R7,Nt1lpNlNNtNNNNNNII■■NNN!!ii!!!■11■■■/N■NNNN!■lNNN • ■ I!Er MM JAMWAXE] e!e■N!leINHNII■!!!!!!■■■!■■■11!■■!■■■N■H!■!!!!!! IIOII t[I�:7�lt IlONN■H!■NN■!N![I■!!■!!!!!!■!!!11!■■■!N■!!!!!!N!■/! IIOI/II/i71NIi!!NN■N!N■!■!!■NlII!■H!!!!!lNNNIIN■!!■!■■■!■■!■■■■!!! ■ ' 1■IIIl�rl'1!I/N■!i■■!!!!!■!■!■N■II■■■!!■!■■■■■■!II!!■■!■■//!■■■■!■!N■ � ■ ' I■!'IF7ONI�i■iON■■NNHq!!!N■NII!!!!!!ltNN■■lNIINNNNO■!!!■!!!■■!!!!! ■ ■IlI■liltl'/■■NNN!N!!■■!!■■!■■![I■■!!!!■■■!!!!/11elii■■■!!!!!!!i!■!■■ ■ ■IIII■�'1['7,NNi/!lNNNN■NN■lNNII■N!■!!HlNNNOlIION■■■■!■!!!Ni■■!■!! ■ IIIIlil1II.11lOO!■lgNgNNNO■NN/N[INNNi■!■!!!■!■■11!!!!■!/!!!!■iO■■■■!! • ■ ■'■IIG/itiN1!!!■NN!!!!!lNNONNN![INNNN!/i■!!■O!lIIN■■!■!■■q!■ilON■!■! ■ ■��;TIIPN�►Ski!!!!!■■!!■!!!■!!H■[I!�!!!!!■/�■■i!�■�■■11■!■■i■■■/■!■i■■!!!!■ ■ ■■iN'1�`SIN!\r�iN■N� II■ei■■N ■■■■■■ I!■!■!■■■!H■!!!!■!!i ■ IIIiltlJli!■■i!\�GGi • - • -LW INNONENEENNONilE!lNON ■ 11/I■IiB7i■!!■■!■!!!!! IION■ENN■NONNNN■!!!!O ■ IIII■IlC�1!!■/!/!■■!■■■!■!N!■!!■■■■li!!!!■!■■■!!■!11■!■■■■!■■■■■i■/■!!■! ■ �Iq■IIMI■■■/!■N■!■■liiN!!N■!!!■II■!!■!■!!!!■!!!11!/!!!!!■!!!!■i■N!!■! ■ /■■/rrl!lNNN■!N■!■■NlNNNNNNNNOfINONNN■N!!!!■IIHNlONlO!!NN!■NNN■!■ ■ ■IilIII�NNNN!!lNNNNNNNONON■!■[■1■!■!q!■lNEON11■■!!!!!!!■■lNOHN! ■ /Il/I■I!!\E!lNNHNNNM!!3■!!,■![■11lCIIl�H/IT■��9 !!■!!N\■!!11!■N!!!■■!!N!■NNE ■ [bf0!■■■■■/!!!!!■!/i!!!/!■!!/1I!!!!!!!!■!■!■!II■Nei■N!!!■!■!■■!■!! ■ [IIII!■!!■■iNN!■!■■!■/!■!!!!/N■[EIO!!!■N!■■e■/!II■■■!!!!■!!■■■!lONNiO! ■ ■IIII!!■■■■■iH!!!!NNE■!i■!!■■!/Iii!lNNNNN■NNONOIINNNO■!■!!!!!■!■!■!■!!!!■ ■11/1/itNi■■i■■!!■!!/■■■!■■!■■■!1I■!■■■!!liiNlpllNlOii■!!!!!!!!!/■■■■■W ■!■!/!!!!■!■■!■!■!!lNNNNNNi■■■[I!!■■!!!!!■NNNlIIlNOlNNliONNilN■■■!■!NNN HLi■t!!/!!!!■■■■/i!■■!■■!!!!!![I!■■■■!!!/i■lHII!■!!!/!ENO!!!!!!■■■■NNN IIII■!!■iNNN■!!N■!lNONN■■■!!!■[I■!!■!!!!!■■■NNII■!■!■■ !!■■!!!■■!!/!!!![ IIII■!■■■!!/■!■■!■!!■■/■!N!!■OH[i■■■■■■N■ _ ■!■■ IIII!■■!!■/!!■■!■!!/■■■OEi■!!!N■[!■■■!■■!■ !NEnoun ! IIII!!■■/!■!■!■■!■!■!NN101i!!■■[:!■!!!■!i [!!■■■■!■■!iN■■■■■■■■■■■■!!!![!!■!!!■■! N■O I■!!O!■!■!■!■!■!!■■■■■!■!!!lLl■■i!■■!■i■ ■ !■N■■ IH!!!■!■!itiH■!!■!■!!■!!!!!i[■i■i.O.O■OOOO.nOOE.OEE■.■......■...00.O mom RUNOFF WEFFICIENT CURVES I IN■lgNNli■!p!!lNHNONNNNN[■■■■ IN!■■H/!■■N!■■■!■N!!NN!■![■!!■ 1 I!■!!/!NNlH■!!■■■!!!lNNNHNE NONE IIlNNN!■■■ilNNN■!!■■!N!!■!!!■![!■■■ (RUN0117 INDEX /O!!OO■!!i■■q!■■!/■N!!■■N!!■[!!!■!!!liNN■!t 1!■!■■!N!■i■■■■■!!NH!■ ROME ROOM 1■q!!!!N!!Nq■■NNN■NNN■NNI N!!!!NN!■!■■!■[1!■■■■!!N!H■■■NgNNN IN!■!!■NNN!!!!!lNNHNNNNNN E!lNNNNNN NN!l1IONNNNONNNN iNBNlNE 1!lNNH■HNNNNN■gNNNilHlq[!NlHHlNNNNl1ONNNNONlNNN/NN■!!E IlNNN!/Ni■NOB!/!!NNlB■■!■N■NNlNgt INNNNONEINNNlNlNN■W [�NN■NfNNNNNNNNNNNNNE NNNNNNilNNNIINOONNNNNliNNNNNf • HlINNp■■M■.N.■■/\l.pN■!■■■■tl■B■NHNIpiININM■N • • � ■Nm■NlNBmmNpe■pmmmNmpNgamap■mmeaammmamaNmNNaammlgmmlNm■ � tellllemNmlellllmllmglmelmlmllNelelielamlmeNltemmelllllmlllellmamm ■lelmmel!!mleamlmlmmmllmmmltl!■llmmllmlltmlmllelimlmmmmmlelmeemlmmlmlt ■mlltmlm!lmmllaltitllmla!lmlmllllmmmmmlmleammmllllmllmmmllltmlemmmilH mlmlamel!llmNlmlmlelmlmlmini��mlelilelm■memlimlmlmell!!mml■lemmli!lMEE EMO mlmimmHN Nmlpmmmlmlmm!!imlmmNmmlmmmmmlmlNmlNmmmmHlHm q!!Nllmm mlillmmmmlmNmmmllmmtlmNlmmmllimm!lmmeim!!mlNmlemmlmml!lmmiNmtumm■ mlmltmelNgmlllmiimmlmlmlltel■lllmmllmmeemmlmllemiimmmtlelagmlmelimm ■ill/!.'.S;11i�+����/eltNi.�C�����••-��iii�lsiii���_ ��._i_i_/�ptep■Nilt!!ti■ mmlL►Ci/q'mm■nit/�a//!��i/tm�������-��/li�e��i�����_��_��i/i■■■/Hlmemmmm■ Nk:/Aml'C��111!!'/�Si/mlmN!:���Im!!e�/���_��///■���--���i/imma■/emmalelltm nil immllG►>,li'��[-7�'�11t�/!��/!e!_!!I r���_�/!/!_�•/i t!_�i��i��--si/■tt!!tltlit!■ a0ellC'Y�C`.;2i■me/S�metie■!��/IV!���immlem/!_�•//t�i�ii�--��i/mleleemmmm iti�fl7CJagMilill�R�i/!R!G�1!!!!it/!��/t!!i■!_��itl�l��etlt!!t!!i!i!i IlR9/,R►:��ii�"Nil\�]�5�t�C�N!!Il!■!S:■!!!ii!��/!ti!!!t!i!!!!t!t!ltglitt■ ■lC[./.f.J'a"littR�IrS�iNi/!!!it/ 'i/it!/���/t!!1!!!i!!!llitii!!!!i!!iltlii■ ■i/['��IhIIH�Ri[Il�lltii���/tl�it/%�■iteitiitiiieiilii!!illtitf!!lltelt■ ■!'/N�ill�a'.�!i17.�S)ilpt!A!!!l10�i!lgiltit tltit!!i!lttltllittttitlNltt■ ml�fiVi■5i!1!N'Ii�✓/gmCi/lmm�C7de■llilmml!!mlemmmlmmlmmmllm!lmmmimmmmmmm■ !//I[YNlV I[iu immlNimeNe JNllmmlllmmelmmlmemmlmmlelmlHmlm!\A�alllmelmO Il/1lGI!!S'II•GINII,"Itlti��%i!t!t!lltigtili!!!/%e►�i�llid�i�:��e\!/i��i7G►7tti!!■ r/Im119mlC IICI%I!!!�■!!e!i!!!!l11111ti!!t!!!!lel�1!!!!\`!'•7!■'\Jl!7llli�R�tll9!!!!■ /IIt/J�/iCVJV Nii�iltlt/llititilllliltitltitttt�tlliitl ■tiltitltetttlettltt■ ■I�ZmIIA►!wI ll7/Amml.mmlgmmell1l ti��llmllmlmlmmemlelm mml■mleei!lelmmellmm IiIGaI m��IF7imK7.mmlm�imlelllmmelllltllmmmelmmmellllilmelmf Im/■IIP\li9M'mllee■ Ill!!!�`lE�.■tN:/elm�imlltlllNgl'Htltllltillltlllliitlli:i71111�;•,91\2 a,Rlllrllt■ Ill rlFr/3ImFJNN�ialppmpNe67mtlmNlmmmlle'NelllmmemY■rmMWMiemmtmlme mm1 W AI�I!'r/IINLpIptgNgll,7lllgtllllttl7llNgltiillNNtmlillllll■ ■I■6A,,y mlEZtlY.tlNgmNllNil'ImealleemmlimmmmmlmmmlmmmmpmleltmlNml ■mi[;�k7 gle'IN!/NNNgglllilllllliHllNliillllillllplNlllil m11mI SDI HI,m mlUmplglaemlimmllllmmlelilelie elmlelmtemmllelmlmlaligee nil/nil.i7�!\'IetlgNemmlmNNmg111mmqiN W■eeNNlgmmmm■NlmmNelNamm ■/e'RIIlF2tl!'I!q!lilliiglNlllll!litlillllllttl!llllgllNli!!il!!t! • ■ ■em"UHF:/Iel/�lpllllNtHlglllHNlillllilltitlllllttllNtlllllliltl 11lrll■/fJAmltl1l■1lemmlmmlmellell HmielmlmemllamlgellelNtlellelgllll Illlllrllilq/itNlfi�lllitlNllGaMilllitllgllllillaglllltlll!llilllilelt! ■ ll■I/tw1'Imm/Niil.illlil��:�lll\llllltllllltlllll7lllilllltetllltlllllpl � ■ Om'IR7■ilimlellemmelNgllmNmllmmlmllmelltEmmelmmlmetmmlltmmmemmlelm ■ UII■rnl:1'ill►`// 'l►alc�cll�J^llilnlllt-e-----ltseegll■llltillliilllll! ■ ■IUim�1'/['A,imeml!'i313'�iGi/.17.'��'IOg1H■illtilNlllitNllllll!!l!■!!!i!!ll ■ ■IAIMI /ll"//lllellgtqeMtlllpllllllliltlilltmmllammeellmilglmtllamml • ■ ■'■IIP_/imiNlaltitlNll MEMO ltMllSIMititltlliiililiili!!!ti!!N!lllilllit ■ ■�1;�711RHi���llti■ililillmilltillmillitilllllitiiililtliilitllilliliii ■ IIIImli67rmlmmlmmelmeo flllmrlNllemlmmlmemlmamtmmeaeiemllasmlmlllmemlleemlmmmmmlmlml ■ 'II■IIM■mmmm■mpleemlcell!eelmllemlmlmelllllmmellmlelllmmlelaleeeilml ■ Im■RI■emlelmlmmmeiumlllmmeellm■iemmlelNlm!!llim!!mmlimmmmlmmielel ■ ■mmbi'\mmimellmammmattlaaealmllmmleaemlimmmmlmllemetmllmeemmealllmme ■ Ielimlllvele■lemil■emlqaemmelllmNmmmommemmmemmemmaeemmmmmmemgN ■ IIe11a/em\Mmmlpmm■N/mgl■melill■mlHmllelmelmmml!lNllllmlmNmmmm ■ !Im■limammmmmleemeeem■mlmmlmmellegmmmlmmlllieellmemlelemlmellmlememl ■ ll,m'■mammlmmalemammmm■■emeatmll!llmmaleamamlmmlpmmmNimmmepmmeelma ■ 111■mllltNillellmlaemlcellmlllmuemmeellmlemmlleemmlllmallelmmmllemm ■ ill!mlmlcamelmlelmeet■leallmlllt■lmleeeee■mememmmmeillmemoos mmlmleemmmm■ ■Illlllmmmeeeellelememmlmellilllmelmlelmelelmllllellemaimlle■lmmlmlelilt■ ■I lllmlmmelmmlemeememeelamlcell!melmmmeemlmelmpltmmmelllSEEN AMIMlemlmlemmm M ■it lmmeaeie■Nlumlmmmml!leeel llelmmmellglemNltemmellllimeeamlmmmlmmet ■■Illemmeemelmtelammlemmmllmellm■mlemmeel■mieemmlelammlme■l!leeleeeleem■ ■■mmetmelallllelmlmleemmllelllmeememl■minimlmellteemelimmmellmlmmmmlmle■ ■mammmmmimmmlmmmmimemlNlmllllmmlm■■elmmmelmeeleemmeepemlem■mlNeleq■ Ems mmemllm■ilemglmmmletlemelllmllamelllmlleeleelmmmelmllmlelmmlmmlpem Lltamemlmeaaaemmaltm■eeaemtallelemlmaemmmaaap■aeeammamlmmtemmlmlllmlet Il/lmltmellmeimlelmlmemmeeammellemmllllmllmle SEEMS lelmm mmamllmmmmitliiii 1111■lealelmete■m■ml■mamtmmemmllmmmmlmm0Na _ 7 mson lilmmmtmleielelelelie■lmllelllleemlelmmmle IIleemlmlmemlemell/memlemlleilleelmlelame IIlelelemlemlelmlllllellimelllllllemeleme le■ MEN limemmmemmlamllemlmlemeellmeHemlelmlllam 1■meeamlemmmmllemmmleleeletml mlmiellelele■ a lllmm ItelmmmlmllalNemmmmeleeleamllemlllt■■■i■■mi■ai�imi■mmimii■■miles■iim■i Immememelammmmelaleeemmammmmllemmmlm " 1 mlmelmlNNelleemmllleelemllleeNl■ • " COEFFICIENT ltmleemllelemieeiemeememmemllmmmemm liemeemimleemmamlmemmmamm■maellmemmtm SOIL GROUP-D leeem■eeemllleg■mmlilmelemmllm■meH • _ _ LANDSCAPING 1 IeammNmmlemapm■ammNammemllml mmmmm Ilealeaelaellmeelemme NmmiNalimmlmmm I ■emmelllmlmelae■imetNNee■Illaelemlime SEMEMEM NUMBERNONE mullsomilmsmomm OFF INDEX IeeleeeNm mllmllelme mlelmlmel Im mlllm Im■mmlmlmemleemaammm emmmlgml Imamammmmmle mllllmellm mmpleamem lmmmgmll■ ilgelelmemmlmmlemmm 1ppeNllemmeilmmmlm mlllmmellm mmlplNle lmggmmN IemmWNegN!mmmammmmemmlml mmimam ---mmmmmH!N■NmmggmmmmBNNm Iiemmtm■Igime W NN Nlmmglllm mmmmeNN!Nmmm■maglgegmpaeem■mNliile IeplmmHmiWN ommommmmlNm■NINellgm Emgmm�mgpe NeMEN! nil -mgllmlmmellleemel omlmlpml---mlelmpmlemmlilBNN � �pamlmlNpmlNipmppmfy■maa■Immlamlmaa/mapa■Il■peNNHaNem■IlmmN � Engineering•Surveying•Planning•Landscape Architecture SUBJECT BY DATE JOB NO. SHEET OF Q@V© '- C )(- t x - - ( -sup, GA- too C V C = _ = 3.0� = 0 aSd4z g \110,0 10 T = 1[ s @ 3 = 5 59=C. T M 3 -@ 2. D9 �lssf Irvine Office:714.665.4500 Tel/714.665.4501 Fax LA/Ventura Office:818.251.1200 Tel/818.251.1201 Fax Rancho Cucamonga Office:909.919.7800 Tel/909.919.7801 Fax Temecula Office:951.294.9300 Tel/951.294.9301 Fax Foreman,Hall & Engineering•Surveying•Planning•Landscape Architecture SUBJECT BY DATE JOB NO, SHEET OF A A-` Q 1 Oo = C x T x A C = a 's, T _ 4-20 d ®. dsI +tt: Q10o ' 10 c� S � 10 = ccTu- � . C = 0, 8 _ = Z-8L4 h- o-SS Ae. J 2.10 14 \ tjo = 14 C-�S 9.3 441 0.ig I $3 13 5�. T100 Tim = is 3 = 1,9. 6 0.33 Mid. Irvine Office:714.665.4500 Tel/714.665.4501 Fax LANentura Office:818.251.1200 Tel/818.251.1201 Fax Rancho Cucamonga Office:909.919.7800 Tel/909.919.7801 Fax Temecula Office:951.294.9300 Tel/951.294.9301 Fax R C FC a W C O HYDROLOGY JMANUAL RATIONAL METHOD CALCULATION FORM sheet Na of i sheen PROJECT 1rt2� �i© 415Tr, P,40.S J0s,s- I-tWis- QIOC� , Calculated by -- -__ __- - --301--- SL&Cf/'t� tf7O'� 'T&-6CCuLA Fit EOUENCT Chocked by - -- -- ---- - arn--- DRAINAGE Soil 9 A I C AO j SECTION v 1- T ! IT REMARKS AREA Development Acres In/hr. CFS FPS FT. MIN. 4SZ �.9 oU' Ptsee+l �`ivrr V �.� 13�} 0.6 14 183 02 �'�' eitoo'. et � 6v1(E2o.iv 201 y 11 u VVE ,A,%,j I 4 r— W% ,K) 02 ��e es . r a i m v N • r .r � o + r s ��. aP�'��'s ➢ '�yd `' nw ^°F �� ��'�5" ��'��" px 31.r„��F�'� " s ,- �FP s>"�q"I�t ?yyat t �5i{o"Y•_,Fs��j�1W qU� r .? �'A wat?r? "�k, r� �� is "'�Sav�'!iA rF �� r4" �+ '7 ppip t " A i•, t �� I mg , w, .7•�''6 k$!4`y lPs`4`�x�v Plow S-r "9t Y- tl s ✓ ,' ,,�.,r s ..3 s .y tr r {F f.5.' y✓" +�'i.,. .� i� ? 4 �' V ,?Y'�`y y�s�ur•� a'!'' .,?,�l��.p�F°3 ' .y � �°^ �#'."v�" d ��k {� '{ 5 ;d 3p, aqc nrt �,�• �Fd'Yt y�� xe a,�.X�, �y,', 1�'i �n+,s�;it a g�.?.4Lx'�'�'fy,I.�'�y+. 8e, i ; k, .,. w'J �?'. rf r. V. ;.,�' u,,ri�. g§y �s ➢dyra� f� �'',$".�: �uY^"' 141 t?,�� t.,,gl�' �'�_ a"5f 5.m t �*Mya��.S�'�$�"tt "�,'�3?� d'';�'ary !r+�s��.: ':.,i'�. a � s. Re Y 7?�'.6�a�+ .d br.r � '6.:.r � � '�'���� ,,aa -^'3S_e8fu�"r"4§�g�9.,'"'", - �"' a ' '�*>}� ,y' �d '� ,v'�' d< �`�.✓`�'� �`Y � ,. Q .,6• .,� � i_. f;`.. LY� �as%`rF;4G§� w'� s�"1�,$cL^ "�`'�I(� J: R +� �+i.t(+� :b.F v_,�'".G��`N" : c , >C�i' f"�` b��,,•"r4t �a�G",r,:,. 4, , i'..,.%t��:.� �,ar''�, '., +.IIsr�,}r's���llhxl°3s Ma£ ��Px .�v.�:`Qkvr•,_` ��n"uzid��� '` D 9 ,�Yd?x," �`vY��„�.. '£Y,x �F�' ;,;. r4 z F''�,�� .,�u 3�{�+ ' k'rx�? J }}p1fd� ,1 s� > ,tjy^n�- v v � "--� k��§�' ✓ ax'd'F`aW.�.L �I � "�°�" R� a yfl rtt ,� .?" �.a k� �' fir � >}"!s'��}"�" '� +'fy �Ib '�``�''�+ �1�"J��.:.f�Ft?, s �a v c.-" r1?3 �i.'�!.''�;ir�tia. y' �'""iYfii:�+ ,r• wn r m�. r � , .. d� � p s�-^.� �pp�Qp{,�:, ��s �„� ��a° ✓�"1��: „Vie} yr 't.. 'a=M�i�j"`z���'��»r,.'�ili'�. ** `%�"�",.� r 'WhA�M p :A, .�'Cr t'�'A�,r, v� � � r .". r E ry�'tl'���ir f tr:i�, 3r i '�l'7�� t•�'P b{4 kn`tkyy.lgdR.a � r. I��` SyF,^t" ,4�t f tip! �- ,§ �r �§r�.r� � wY.�q f?''l 4 n', ".,F r 'ri F � ?a �Yti,: +"j§f`r� � �` � �, ._ } 94t^:.31Yr,�mvaat Y°yyT^uy+tsT M -' � d.�i'i'e �`t� ,✓'���tir�5 sr xF�� S 7 a : C wr "'fA$d+'' �,��� .c"�. . w ��,�d§F � (yr` ?' �. ... �'?'. 'C�^{Cd.���3x'^�s4 kXYu '7a ap.x a ,I?":�s,hrF'""T'1�"tY 6.r+.W,..Wllr4 �{• s ix���� ��o'>t v��,'r , f?,�,##I 4�ew'4 !� , k k sr 4 ='Z { Ga /A �I M1 3' na,m�� � 37 idf`�.y ads _ ✓ud ,d'R'F � J�'K r $ '� {� '�h c px 33".r e i ��a' ;i �.. '�arr"m'xb h W ye..,�., s ✓�f k ..a ',r5 A�. a.�'}'ik��'r."xi ? dt1 °i.`�ae ea.} +�. i{ Y'? .pi�iy x rp �'n�rar? s .d rx r. a @F� { s ? , maw i?i�"y v G"'^�'r'a, '�'�4t �((�r,~ 'Y.1� c n ru§+''! t9m= ✓4,�Uhaf'.c, .r.n6 t � rly7fk�i,,+}�ry, �,�+gvs�T i� {� d .1 +rr '? :�+5''i,',I6 r 4>} S s+:. ' +?Ysk '�es•a'"'vetAu �'n x s x };k, d`.r, k d.:'.x 7na. 7F",xt �. �. 4+Im 'y�rr''i, di.' , y� �+Q ?;( pl"i a� ati�a'"'�K.u��� M'S�lsrJ ysrtpi,.��dx rr� 7r y, � �.,., �5�,° �Fsa �� a b 'F roa�• v° 4s'' n{p 1. "i�� .? �'Jr.Yh�f 'f�iaY j{ ^�x � �l�'t s�'`��ydtrs „o- �' ?��im,MFhvi4 .+',;:. � +`�%'°��.Y'k+m�'� fr��'1�s}�G'�'�"<Tl i... ��,"x", 'd�i rv�d t.•,y al�*.w -.>< �a�W44 'lti � r§R%taa�� Y,a� �r,:p,T..? max+ 3 'I dka� rc Pd`��.: f4 M1 ��'�.. �i os, •,� r � ?'Y- ' as y s p oa Cf! .�i r "W �m r N'Su r t•,V"i sd� r5+^, i s4.✓t'kiS N'A�Jix4{. r dFS� 1. .s$? �§t xi 2 � 7. r t. ':$., r� r}.e i �l F� �i'a'M F,y � Mrd�� r�J�k��i Y>:l�iS'}'q'f a� �^ r� 4s`i3s;'Ayy >�� 33d� t4'ri t,�y.4�,i✓ t r .�""i f/t Vry.Yy pdf y nH ,i E(d ° v 'd-• Puyx iJ' � 9 ' dtN t*' xb' tj3rF ..'x+s aa+w �' FI v " ✓s ss rv'k t u"i „us P r1F *'k a ,f -w t dF ��v" ��"'��' d f d Ps ;m � ?.S r s ✓��. a (t ya r r'F7 w i i ti#d� { 7.. :�k.ri„xe ,..�x �,. C� e,� x,��fi.�. ', M r t��?a{#dd a str„�: h�g Fa s � ° ^,aPNi�.�a � , "i`T•'t a ✓i a ,�a+;�`,a'i�^a ,3, J L� t� F�'ar ym, `;`i Y� � v {t I r s ,hy ,♦k^ :;. rqu di�+s � s `4 �� Fi :G � .r u � say �, ��''»v'S�h4`�°s��+s.W?, dd r c °a�tac�iv8♦<f �„ 1 s?4w+bv�b�,)p`ya�a !k ���s`'y ':� �� > r� .,_. t ,t fi��. �x d� �_ � 7 � Q:, `"`•tit.,v� }�? '{��. +' '+'SSG-S.d Y �� s�'� ++v?r '$at i��d d d aK+�x`�'�u �`��'�i0 F�' YL f .W �, ¢N s�; J 9 . '0 s y r a a h S 9 =,1✓b x s ! `a � 7R s ,i?nt �s :� `« � ' :�i d. � J�'�><�., t.4.�,e�, it�''�h�"Cra1��'rd+ .kt��C�"t}t4� � �'�w i9Y yy� D M; a ��!• � �°. * i a k '" r -, , f tY a �� . •;� d�. x 1 ri'��yry��rry s � v r. .� '"t- v'`"`'t'�',711�t ,, ¢r� �r ya ➢a¢�t��'� � �d � � � �' " '� � S"e;P �� w � 4 +� .ar w ' S , •,Y§ y 4§ � o y �, � .� '%%R�h'�"xYta3 u7 S� o } h4r � S s >zde t `' 2 nib 7 � '` a aR•^ �r ��a s4aY�S." y5 �.�rk'4b e 2`'m Y�r�„ ' ��kr1����fL � '��3�,J��f �" t � ••, "hi"':4' LL a e gti;�ya' ,a >; �uar ' "dy�`*ia +'^A"af`i E4�,� .yS.� ��"'•`� d ��r � �. ,� ,a�. vYGrxr�i�"w§ �4fd,r�`g t°�,>;+n1' °4 '§4F yds{ ��eai'�'� it $ tY���i '#.Y 3[ ,�R � €b"v�P .; y �^°. a w< a� '+i';" .;q, ��+ . � `rF?.' "• '� �"y�"k� ^x'' 'xXrt2xu�,v � nd,"�fyp+a�,§ id�i"f s a •y°�� a,k�.i " �;r r g'V". ty�5 r u rrti�"*�'if�4� ¢� ??t. ^' 'ft ., . ,�3�o- . r ? s<„ tix a �Pl � b ?y/ppt*+ s rF a<# t v�.w,.`? ,« �' a F �b ` �o�?{.� dtah ,�v'ka7 +am44 �y�3y'u�f5" a vs ygW � ; �a< +•,sip P FP ;fig AAU��V�� k I — ,RISY h �8{ 1I �•T��Ir +F ti 1 �� � .TY � � .��i� a. ¢�J+lyy �� ��, �"t} ?sGtIMY✓ 5�G e{! 1 Y`' k xF'9 <nh � {a''� �tc� � b � , r nf � 4 y . � �• �'7a +A��hb 5 ',�.. `�a`r n� i d 'W '. t`A�w x�, m 3y'. . '� i . ��'}? :�A( ? � e ue 5 4 ",, 1�� fk v 4v4„I y is ✓ r �1 'a �kld 1 ?'1 �,'; rdaff' Y'"rYv k, ';f��� 9'' ���n f'h;t � 7 ` ?. "� .,tl �+yr k���`',,��� o n� �9��`; "s� s� �"� '�' �'.v"�y,.�'� `�, s �, "�."`�"�. °�t�' •.•fir r�¢�. , � ', .r, � r �vx ,x r� f°"Yb4x u�e �'�Y.�a s��}�= ,,}a � x�a•,�s" rl+^4�rS,�t.. c,9ta 3?7,;,;� sw `:ir w" 'a� .. �,r':� �, �+ ' ,Z V +m.; R RN, �"'„ O CD ' n � Water Quality N Ian akemen III]an(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10 k II Cite of']einecula,County of Riverside,CA Appendix D Educational Materials Outdoor Cleaning Activities" • "Alter the Storm" • "Stormwater Pollution — What You Should Know" • April 2007 Water Quality Management Plan (WQMP) • • TENANT EDUCATION LOG TENANT NAME TENANT DATE WQMP MATERIALS UNIT PROVIDED • • .i,i.p � aiS lu!ytS�.0y7 •� 5 v°6l ;SS?fi4 What you should know for.., ., t ?4 " f _ I t ry II r'c Y� ,JQ}46' Lyy •n S t t IrS ,�'�"�' ,_ _ xaew"S� Unlike sanitary sewers, storm drains are not I AAUt �}r�, x Sty« �. '> s'I�a"#.. connected to a treatment plant-they flow directly 4trs Ier to ourlocal streams,rivers and lakes. Rm i px S"�f tK Akw',W qq � 3 � f Iv A p¢ dH if is am' Oft, 3 , p {fc sk+ � y- }' JfW��Ii >.V.. 1;c1'�`•d :€Sj Yy lry ��S ,i efita e7'.". xi�yy. Yfi �."fT`�•;,ri,i t''I�" Lt '' T �Y % � .wS Since preventing pollution is much easier, and less costly than cleaning up after the fact, the t Cities and Countyof Riverside StormWater/CleanWater Protection Program informs residents and atl businessesof pollution prevention activities such as those described in this pamphlet. }fie 9' § The Cities and County of Riverside have adopted ordinances for stormwaler management and } ' t k .; 9 + t(N .. id },' i, discharge control. In accordance with state and federal law.these local stormwater ordinances prohibit the discharge of wastes into the storm drain system or local surface waters. Thisincludes �y non-stormwaler discharges containing oil,grease,detergents,degreasers,trash,or other waste Mr; 1•' materials. 1 l I S tr A p^ k > � i 1 •4' �k 1JK'Ifli F{t'f ' "w3:' '2i / y t t' ��, {fr � Y•ylr tfC" 'S �` ;'1 I:�J Riverside County gratefully acknowledges the BayAreat ' k vk Stormwater Management Agencies Association and the Cleaning Equipment Trade Association for •.m.;,- jf C, .n'ls rzu inbrmation providedin thisbrochure Wl"m kilt, AY ?A I v r�4a r e, r" A ii "T J I 'j v i;5��'s"14";np fl q C 0'a a I "'Uur"Iuy -Aies ainfl, VN'i ai�0'71 L "Sr T 7, Do NOT . . .Discharge large amountsofthese types ofwashwater V onto landscaped areas or soil where water may run to a street or storm drain. Wastewater from exterior cleaning may be pumped to a sewer line t' A thorough dry cleanup before washing (without with specific permission from the local sevvering agency. soap)surfaces such as building exteriors and decks Do NOT . . . Dispose of left over cleaning agents into the gutter, without loose paint,sidewalks,or plaza areas,should storm drain or sanitary sewer, be sufficient to protect storm drains. However ifany debris(solids)could enter storm drains or remain in the gutter or street after cleaning,washwater should first pass through a"20 mesh"or finer screen to catch t 1111 r the solid material,which should then be disposed of in the trash, Do NOT . . . Pour hazardous wastes or toxic materials into the storm drain or sewer system. . . properly dispose of it instead. When in ""J'A i,'s ltj doubt, contact the local sewering agency! The agency will tell you what types of liquid wastes can beaccepred. r Sandbags can be used to create a barrier around storm drain inlets. Plugs or rubber mats can be used to temporarily I rdr seal storm drain openings. fo You can also use vacuum booms, containment pads, or temporary berms to keep wash water away from the street,gutter,or storm drain. Special materials such as absorbents, storm drain plugs and seals, small sump pumps, and vacuum booms are available from many vendors. For more Do NOT . . . Dispose ofwater containing soap or any other type of information check catalogs such as New Pig (800- cleaning agent into a storm drain or water body. This is a direct violation of 468-4647),tab Safety Supply(800-356-0783), C&H state and/or local regulations. Because wastewater from cleaning (800-558-9966),and W.W.Grainger(800-994-91 74); parking areas or roadways normally contains metallic brake pad dust oil or call the Cleaning Equipment Trade Association and other automotive fluids,it shouldnever be discharged too street gutter. orstormdrain. (800-441-0111) or the Power Washers of North America(800-393-PWNA). t s „y s_ 3,k r op .� wv Aw -t'z",Dg, r S�,- `M - t sdiketri hfi ; ia)emwxols,.pdu/nob edamrom 4 z sikv 1 sobP " - v' ow i t 4 t D4uoo ugleralgyut aiow i 3 �y$ ok� t � � sNinaa u Y SHM 11 MHMOr i .mr Y%Y 21 g vss a-"vk 't a .w ,_ IWK "` Polluted storrnwaterrinoff rnantaderseelfeusoi plants.fish �e,. wt ` -- Stormw-ter runoll occurs when F Cl Plta Gon annual, mud people Irom rum or stowmelt flows civar the ground. + t� - — Im ervoussurf.ces like driveways sdewalks, Sediment an to iif als" t P Y vtd make It diffwlt or a r and streets present stormwater from impossible for qualic planes to naturally soaking into the ground. grow.Sediment also can destroy gtat'c habitats rats as$ 6 Excess n t Icnts can CuLJSQ .c- rys- x Ig bloons.whe algnede ` x I" thev sink toIf e bottot d deco nposex t'`k in a process th l removesox)'genIron f S ft kC the writer Fish and other e goat c f.w,n„ '2 old p-14 1 i '.y. y'. ')r• organ sna Can L n water with low d'ssolved oxygenges levels Bacteria and other prutrolderic can wash into svi r ming areas and create health y hazards often making beach closures . .. K. necessary. Deb is—plast c hugs six pack rings.bottles,and gu,u,buus ashed Into waterbofies can choke,suffocate.or $k 53 disable aquatic life ilks ducks I'sh tunics.and Nrd,_ wo, Household a has«lots sled e insecticides.pesticides.puL i sfl cuts.used motor of cledothc auto fluids crfo_o ,tatic file_ kaird Imucilca d people c;iii becomes'ek or din Ion caring diseased fish and shellfish or ingedinig poll red water Sionnwater can pick up debris,chemicals.din.and other r Polluted s ter often ollutaresa dflow'rip asm sewerry to c dlrectl)'to allcasdrinking inter p sources rf , in aura.um a lake.Stream rver wetland or xwaml water AnytMng that ov I silent h ttnic Ichand ctcets a storm scr,rs,,n.kr ddabergel untreated Into '�1^"" "'w' "*^=ems 1nce c drinking w,,,, the wt efbodtes we use fors ru in ing.fish)G.:md providing "" - -. x 'w" treatment costs drinking water a3i$ zmrn m P te ZR,MRWZF:Nk -nC5 ± rt *a I ds "?x: C'a 't�°y"v _ 1 "Con _ ' a �u. . fr ,".� Xs,< yas °"'+t ,.: "*r* `'. . �'�' .ic'• '+ y sx" Ik. l s e r ,s k, f 'art R - 4r d�� aak", .$- '' ..,� )s a sake Auto care _t r - Washingyot ca and or degreasing auto pans at hour F4,etar d M&ivd to detesterPf°PG�e he/r te. can send deter gents and other 44 yd nwAcert ame gr...stl umnx tveµeA co to runts th o gh the T' slor sewer system.Dumping n1OtPAZ.6L awry mrtnad 02 PA ��@�/`��pee�"P�P�W ar Ion pried Ends into storm uxrneded iTo a uarz+bn4. y OP®®"'"9"'M' drains has the Came resell as _ fOx�/[u4 f�ifwiflUg, guf�c ag uaPCrKYdPl, PCdraGdPl, PaieY dumpingtic nta¢rias duecly Y ..__.._ . _ ------. ._.._._..___ __..._...... mtoawat bode. AoI2xT mland xo-t a1 nd oft ou7 &14. •Use a common el c.r wash that treats or 1QN.Ua_M&1Qw WPiAn Dia,rpral ffasw ado 74W,ywaid m xelvc1neaw dq"- recycles its wastewater or wash your car on Hermoeble gave are at-Tredhional Ganger,aed your yard so the water mfltrace into the asphelr doe r allow water se uakmm the ground. ground- Instead nice surfaces rely on snrm dmrns to Lawn care '= 1 d Nan unwa m ed ware r.P,rreable haceiner • Repair leaks and dispose of used auto fluids 3 _ a a on soa'a through ILxcess le tiI I 4 and bauerics at designated drop offof Jed g ..news_ ..moll and pesticides Yg' ae '.x recycling locaQons. applied to lawns Pain Barrels You and wr dm s wash -ol cr t fr."" ss' off and pollute me Septic A. a" Pet waste oh s qt vL streams.In syslerns aro rLorraine,-.n addition vard �#y,,, - Per waste can bei-A at ca t s ll t clippings and Leaking and amajo,source of w og -1 avesc sh poorlyfrabanna and Into storm dr.ins and contribute gurutained �+ .. excess nutrents . xam Gardens and ?fnutrents and organc matter b streams. septic r pCal waters. Grassy swales- Sp fly s stems release nutrientsand », designed se tinned # o • Don't overwater your lawn.Consider y When walking using a soaker hose instead of a an be pathogens IbA and your pet Ovid t plants callI o d 't I pares for viruses)that can be picked ed remember di pickup[t �7l. a' t m rolled sprinkler- by stormwater and discharged ±arc+t�b� - laoak nw the waste and dispose of t • use pesticides and lendhzea Into nearby wnterbol. properly flushing pet =sy r ,�y �" g.o d.Raino sparingly When use is necessary use Pathogens can cause public o o Ito . e s o ed gy ry waste Is the best dispos ullus p r these chemicals in the recommended hir health problems and method I env ng pet waste y~�' areasa I e diverted amounts Use organic mulch or safer environmertal concerns. on the ground inada t tic sea ail, Pest control methods whenever • Inspect your system every public health risks by _ g„,. • than to rormde'ns. possible. 3 years and pump your allowing harmful bacteria • Compost or mulch yard waste.Don't tank as necessary revery 3 and nutrients to wash into Vegemred Filter strips-Filter arn,are areas of leave It In the street or sweep it Into to5years) the stone drain and native gran or planes created along roadways or storm drains or streams eventually into local nremre they trap the pollutams sormwater • Don't dispose of vateddedw, picks up aka it Ile.....ov.drlveea,,and at,,is • Cover piles of dirt or mulch being household hazardous used In landscaping projects- waste in sinks or[olets. Dirt,oil and debris that collect in Erosion controls that are,t mumus ned can c r sa y `ax parking lot-and paved areas can be excessive amounts of sed'n er t and debns to be fix p a x` washed let.the storm sewer system carried to the stormwater system-Constr coon u'"" 3 3 y +rm d and eventually enter local vehicles can leak fuel,oil and other hannfr I fluid, + g ♦ wnterbodies that can be picked up by stormwater and �; 34 , •Sweep up litter and debris from deposited into local Ovate t e ids. sidewalks driveways and parking lots l • Divert storm rater away from disturbed or va ^"� ge , especially around storm drains. exposed-areas of the construction site •Cover grease storage and dumpsters • InzDll s It fences vehicle mud u,naporl areas and keep them clean to avoid leaks. I vegetative cover,and other sediment and erosion controls and properly ma'nph,them , a • Report any chemical spill to the local speciall,after minstorr s. hazardous waste cleanup team. e the,11 know the best way Ip keep j • prevent soil erosion by minimizing disturbed spills from harming the environment. j areas during mnsirm nor protects,and seed saz and mulch bare areas as soon is possible- r ,' lack Iva elation on 9reambanks anlead to eroso Overgmxei pastures can also t W ='=cfa RF# :^� g - sa '/ f o-!2ds +',.w contribute arl poison pfse sediment to local Iteealga, leletifzers and :mT¢ peasmuS Can opol5on'pt wat aninalsandleadtodestructive along algnsafe f ns Llvcsto'k'I ffi - streams can co tla nnate waterways with baaeri ,making them unsafe for human concoct } Keep livestock away from sfro w mand[ ode ,. - them uate course se ray from urerboa es ' - ` Store and apply l -n c away from watemeades in(]in + ac-ordance witha nutrient management plan - Vegetate ripai an areas along waterways. ».i'.pv. t-.... - w-" • Rotate animal grazing to prevent soil erosion in fields. ". a •Apply fertilizers and pesticides according to label 'v .y.aezns U. - insvuaions losavu money and minimise pollutor a _ Uncovered f Sou Clams vat�on saJsow rsvattills to he S 1 ash ed into su d' ff and -w foie q — �— "Pliantf ca leak fuel oil,s Id ode harmful c ,v- I rap openly Sea logging nor rations can result m erosion and fluids that -In he p ked p b}smrmu ater ;>q o f-+ -no entatl xes`°• L.•. Clean DIDSp Its Irani al d properly t - t la Or r due Conduct p el arvest planning to prevent emsinii and lower costs chs,ese of dmnLJ[p menial, ° <+ Use logging methods,nd ep proem that mm m z - l dish 1 a e e Fmaidectocroacr meH,9staglOmSm)d s designp elicit f cYes for spill r flan and des skid trails. d areas.and truck accessroads In nY minimize strear crossings and avoid d,eirbing the forest floor co nainnent r • propel}maintain Ilea •dFdes m prevent '_y'" _ •Construct stream crossings so(lint they minimize erosion aund physical r; ed. gas and on or discharges I our being changes to streams_ washed letok ul atetbod,c •6pedite revprerkugon of Cleated me,s risialf and r a main efl,vulner_cp�ravrrs r� q Do 4L n � € r' a rfdrP�ftJq l f" �f?!'€���I(f ' kr�i`x , .v k vL,d 6e&xi i rG^t lid v. For more information on the General industrial Riverside County has two drainage systems - sanitary sewers and storm drains. Storm Water Permit contact YOUR FACILITY MAY The storm drain system is designed to help prevent flooding by carrying excess state Water Resources Control Board(SWRC8) rainwater away from streets. Since the storm drain system does not provide for (916)657-1146 or vwww.swrcb.ca.govi or, at your NEED A STORM WATER water treatment, it also serves the Regional Water Quality Control Board(RNiQCB). unintended function of transporting PERMIT?Santa Ana Region(8) pollutants directly to our waterways California Tower 3737 Main Street,Ste.500 Riverside,CA 92501-3339 k, ."" "` `v..""m" °`"'°"'....:,.,'""""'w""„ ., ' ,x t909)782-4130 San Diego Region(9) s 55 0 9771 Cl�remont Mesa Blvd.,Ste A } San Diego, CA92124 (619)467 2952 6 3 Colorado River Basin Region(7) r _ ;yr••� In recent years, awareness Of the need 73-720 Fred Waring Dr.,Ste.100 v d- .k'4"C' " ° to protect water quality has Increased. Palm Desert,CA 92260 ,,;„j� yriv As a result, federal, state, and local (760)346-7491 l- ---- a, " k � 4 programs have been established to y reduce polluted stormwater discharges to our waterways. The emphasis of these a programs is to prevent stormwater °P ; ( i pollution since it's much easier, and less 'It; costly, than cleaning up „after the fact.,,. To order additional brochures or to obtain information ` 3 - onother pollution prevention activities,call: r .r is r ,r, s�Sslf.l ift - p+ �",1 ff up ,��f'4a)�aeli3 rvtPsT ra `� r 3. 9 -. (909)955-1111. r ii ti, �. ✓trf ar ;=t; eHI'+�'. � e )1- s 'ro!o vNt0_}C tit L ,ol A,Aj !;C1 j1'01i t !cl, w i R e r t f k 3 I . , 4 In 1987, the Federal Clean Water Act was amended to establish a framework for en .:It Pei t, r, regulating industrial stormwater discharges under the NPDES permit program. In x F, �s t ys= t,,. ,„ California, NPDES permits are issued by the State Water Resources Control Board (SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). In general, certain industrial facilities and manufacturing operations must obtain FEND OUT Riverside County gratefully acknowledges the State IF YOUR FACILITY `.-t' „ coverage under the industrial Activities Storm Water General Permit if the type of Water Quality Control Beard and the American Public MUST OBTAIN A'PERMi {' facilities or operations falls into one of the several categories described in this Works Association,Storm Water Quality Task Force for brochure. the Information provided in this brochure. r g vy 1, s tea' ) rir ti y d'`e'I uit-f°d7 pl i��A C+F ` tie +,J (. v;? r t, , .1v t Need , Permit? d industriai Activities Storm Water General Per=nit? Following are general descriptions of the Landfills,land application sites and open The basic requirements of the Permit are: industry categories types that are regulated by the dumps that receive or have received any industrial Industrial Activities Storm Water General Permit. waste; unless there is a new overlying land use 1. The facility must eliminate any non-stormwater discharges or obtain a separate permit for such Contact your local Region Water Quality Control such as a golf course,park,etc.,and there is no discharges. Board to determine if your facility/operation discharge associatedwith the landfill; requires coverage underthe Permit. 2. The facility must develop and implement a Storm Water Pollution Prevention Plan (SW PPP). The Facilities such as cement manufacturing; Facilities involved in the recycling of SWPPP must identify sources of pollutants that may be exposed to stormwater. Once the sources of feedlots; fertilizer manufacturing; petroleum materials. including metal scrap yards, battery pollutants have been identified,the facility operator must develop and implement Best Management refining;phosphate manufacturing;steam electric reclaimers, salvage yards, and automobile Practices(BMPs)to minimize or prevent polluted runoff. power generation; coal mining, mineral mining junkyards, and processing; ore mining and dressing; and Guidance in preparing a SWPPP is available from a document prepared by the California Storm Water asphalt emulsion; -0 Steam electric power generating facilities, Quality Task Force calledthe California Storm Water Best Management Practice Handbook. facilities that generate steam for electric power by -i Facilities classified as lumber and wood combustion; 3. The facility must develop and implement a Monitoring Program that includes conducting visual products (except wood kitchen cabinets); pulp, observations and collecting samples of the facility's storm water discharges associated with industrial paper,and paperboard mills;chemical producers Transportation facilities that have vehicle activity. The General Permit requires that the analysis be conducted by a laboratory that is certified by the (except some pharmaceutical and biological maintenance shops, fueling facilities, equipment State of California. products): petroleum and coal products; leather cleaning operations,or airport deicing operations. production and products; stone. clay and glass This includes school bus maintenance facilities d. The facility must submit to the Regional Board,every July 1,an annual report that includes the results of products: primary metal industries fabricated its monitoring program. structural metal, ship and boat building and operated bya school district; repairing: _+ Sewage treatment facilities; Active or inactive mining operations and oil and gas exploration,production,processing,or i Facilities that have areas where material A ;,ton-Stolin VV,-,ter Discharge is...any A BMP i.> . . . a technique, process, activity, treatment operations; handling equipment or activities, raw materials, discharge to a storm drain system that is not or structure used to reduce the pollutant content of intermediate products, final products, waste composed entirely of storm water. The following a storm water discharge. BMPs may include -1 Hazardous waste treatment. storage, or materials, by-products, or industrial machinery non-storm water discharges are authorized by the simple, non-structural methods such as good disposal facilities; are exposed to storm water. General Permit: fire hydrant flushing; potable housekeeping, staff training and preventive water sources, including potable water related to maintenance. Additionally, SMPs may include �,.mx,vw...�> ��.=.--+K.��,•.._�+--.a.�*no>�.�«+ r .�++��-_� the operation, maintenance, or testing of potable structural modifications such as the installation of water systems; drinking fountain water; berms,canopies or treatment control(e.g.setting atmospheric condensates including refrigeration, basins,oil/waterseparators,etc.) if{,',_s" ?u7, I✓{?( vfJ{ J 't`'3 air conditioning, and compressor condensate; 1c 9if r ?( Acl; ,LI. , sitrwrr E'G 7tf fttit;Y r' t'i+rti%F" irrigation drainage; landscape watering:springs; { non-contaminated ground water; foundation or Obtain a permit application package from your local Regional Water Quality Control Board listed on the back footing drainage;and sea water infiltration where _ s _ of this brochure or the State Water Resources Control Board(SWRCB). Submit a completed Notice of Intent the sea waters are discharged back into the sea -' _ (NO1)form.site map and the appropriate fee($250 or$500)to the SWRCB. Facilities must submit an NOI watersource. thirty(30)days prior to beginning operation. Once you submit the NOI,the State Board will send you a letter acknowledging receipt of your NOI and will assign your facility a waste discharge identification number(W DID No.). You will also receive an annual fee billing.These billings should roughly coincide with the date the Stale tv ,,. +.. .•r ..::.a., r :: .;., Board processed your original NOlsubmittal. o+ ;.:,.1( ✓�•n,,, .�-:r - -.:�.. Water Qualify Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I 1 • City of Temecula,Counlp of Riverside,CA Appendix E Soils Report Percolation Investigation April 2007 1[m INLAND, INC. 'Geotechnical Consulting • 1 ' PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED COMMERCLALIINDUSTRLAL BUILDING LOCATED ONBLACKDEER LOOP AND DLAZ ROAD, CITY OF TEMECULA RIVERSIDE COUNTY CALIFORNIA Project No. I04682-10 Dated: February 24, 2005 Prepared For: Mr. Alfred Heinzelmann c% VIOLA MANAGEMENT COMPANY ' 42568 Jolene Court Temecula, California 92592 r 1 1• ' 40935 County Center Drive Suite A • Temecula, CA 92591 (951) 719-1076 Fax (951) 719-1077 " INLAND, INC. Geotechnical Consulting i'truary 24, 2005 Project No. I04682-10 Mr. Alfred Heinzelmann c% VIOLA'S MANAGEMENT COMPANY 42568 Jolene Court Temecula, California 92592 ' Subject. Preliminary Geotechnical Investigation for the Proposed CommerciaLTndustrial Buildings Located on Blackdeer Loop and Diaz Road in the City of Temecula, Riverside County, California 1 LGC Inland, Inc. (LGC) is pleased to submit herewith our geotechnical investigation report for the proposed Commercial/Industrial Development located on Blackdeer Loop and Diaz Road in the City of Temecula, Riverside County, California. This work was performed in accordance with the scope of work outlined in our proposal, dated November 9, 2004. 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. 10ohas 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 your earliest convenience. Respectfully submitted, ' LGC INLAND, INC. ' Mark Bergmann President ' TMP/SMP/ts Distribution: (6) Addressee ,• 110935 County Center Drive Suite A , Temecula, CA 92591 ' (951) 719-1076 Fax (951) 719-1077 TABLE OF CONTENTS ction 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 AND LAB OR4 TOP YTESTING.....................................................................................3 ' 2.1 Field Investigation...................................................................................................................................3 2.2 Laboratory Testing...................................................................................................................................4 2.3 Aerial Photograph Interpretation............................................................................................................4 ' 3.0 FINDINGS...................................................................................................................................................4 3.1 Regional Geologic Setting.......................................................................................................................4 3.2 Local Geology and Soil Conditions.........................................................................................................6 3.3 Groundwater............................................................................................................................................6 ' 3.4 Faulting....................................................................................................................................................6 4.0 CONCL USIONS AND RECOMMENDATIONS..........................................................................................7 ' 4.1 General....................................................................................................................................................7 4.2 Earthwork................................................................................................................................................7 4.2.1 General Earthwork and Grading Specifications.............................................................................7 4.2.2 Clearing and Grubbing....................................................................................................................7 4.2.3 Excavation Characteristics..............................................................................................................7 4.2.4 Groundwater....................................................................................................................................7 4.2.5 Ground Preparation—Fill Areas....................................................................................................8 4.2.6 Disposal of Oversize Rock...............................................................................................................8 4.2.7 Fill Placement..................................................................................................................................8 4.2.8 Import Soils for Grading..................................................................................................................8 4.2.9 Cut/Fill Transition Lots...................................................................................................................8 4.2.10 Shrinkage Bulking and Subsidence.................................................................................................9 4.2.11 Geotechnical Observations..............................................................................................................9 4.3 Post Grading Considerations ................................................................................................................10 4.3.1 Slope Landscaping and Maintenance...........................................................................................1.10 ' 4.3.2 Site Drainage.................................................................................................................................10 4.3.3 Utility Trenches..............................................................................................................................10 5.0 SEISMIC DESIGN CONSIDERATIONS...................................................................................................11 ' 5.1 Ground Motions.................................................................................................................:....................11 5.2 Secondary Seismic Hazards.......................................................................................... .........................12 5.3 Liquefaction...........................................................................................................................................12 ' 6.0 TENTATIVE FO UNDATION DESIGN RECOMMENDATIONS..............................................................13 6.1 General..................................................................................................................................................13 6.2 Allowable Bearing Values......................................................................................................................13 6.3 Settlement...............................................................................................................................................13 6.4 Lateral Resistance..................................................................................................................................13 6.5 Footing Observations.............................................................................................................................14 ' 6.6 Low Expansion Potential (Expansion Index of 21 to 50) ......................................................................14 • 6.6.1 Footings.........................................................................................................................................14 6.6.2 Building Floor Slabs..................................................... ................................................................14 6.7 Post Tensioned Slab/Foundation Design Recommendations ................................................................15 1 6.8 Corrosivity to Concrete and Metal........................................................................................................16 04 6.9 Structural Setbacks................................................................................................................................17 RETAININGWALLS..................................................................................................................................17 �.1 Active and At-Rest Earth Pressures.......................................................................................................17 ' 7.2 Drainage................................................................................................................................................18 7.3 Temporary Excavations.........................................................................................................................18 7.4 Wall Backfill...........................................................................................................................................18 8.0 CONCRETE FLA TWORK.........................................................................................................................18 8.1 Thickness and Joint Spacing..................................................................................................................18 8.2 Subgrade Preparation............................................................................................................................19 9.0 PRELIMINARYASPHALTIC CONCRETE PAVEMENT DESIGN..........................................................19 10.0 GRADING PLAN REVIEW AND CONSTR UCTION SERVICES.............................................................20 11.0 INVESTIGATION LIMITATIONS..............................................................................................................20 ' Attachments: ' Figure 1 —Site Location Map (Page 2) Figure 2—Regional Geologic Map (Page 3) Figure 3 — Geotechnical Map (Rear of Text) ' 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 NAPPENDIX G— General Earthwork and Grading Specifications (Rear of Text) ' Project No. 104 682-1 0 Page ii February 24, 2005 1.0 INTRODUCTION ' GC Inland, Inc. (LGC) is pleased to present this geotechnical investigation report for the subject property. e 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 Preliminary 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 two (2) hollow-stem-auger borings to depths between 26%z to 51%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 Q. '. • 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 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 on Blackdeer Loop and Diaz Road in the City of Temecula, Riverside County, • California. The general location and configuration of the site is shown on the Site Location Map (Figure 1) 1 loe 4pe4_ .c?._ ..;.I cr 0�9 lr r GF�RGETOgN Lk L'o ST � OPVE.- s OVEPUNO DR r v aL FFtD fIfINZFLbl1\I.i\D6o FRIAL 6l1ILlH.VG.+. AIE BIrf 1 U(ArIo ' Sb O - p, \\ 4 4 $ ,\ qsc FCF d la �F Kcw _.. ? t e'tlo7" F c 1 c. mr 0 5It, y1 r ro w M p .LEORK;' ' _ 0 'e � F 5 @t . w- ' { 14r Al cl E S t(f,"4lf Ith � ' !- X%�II ����!I'} � �` v ) ,�\v�I 1 I- i f/•�`/ 1 I 11 e P1' I aR�-, �. ! r(�� ✓"� f/'://� � - m/Irl�4�.r l I C''I. �/ �_. I. �p RW� �_13 -- '; "© 2004wDeLorme (www.delorme.com) Topo USA®". Project Name ALFRED HEINZELMANN • LGC J' FIGURE 1 Project No. 104682-10 E SITE LOCATION MAP Geol./ Eng. TMP/ SMP Scale NOT TO SCALE ' Date FEBRUARY 2005 ' The topography of the site is relatively flat. The general elevation of the property is 1010 feet above ' mean sea level (msl) with differences of less than 2t feet across the entire site. Local drainage is . generally directed to the south. ' No underground structures are known to exist at the site. The property is undeveloped with commercial developments to the north, south, and west. Undeveloped property lies to the east of the site. ' Vegetation consists of a moderate cover of annual weeds/grasses. 1.3 Proposed Development and Grading The proposed site is expected to be a commercial two- story structure utilizing slab on ground construction with associated parking, landscape areas, and utilities. No proposed architectural design or grading plan was available at the time this report was prepared. The Preliminary Site Plan, provided by you, was utilized in our investigation and forms the base for our ' Geotechnical Map (Plate 1). Since the site is bounded by existing commercial developments to the north, south, and west and by Diaz Road to the east, the relatively level terrain surrounding the site will ' dictate the proposed elevations for development. As such, LGC assumes that existing grade elevations will remain essentially unchanged. Cuts and fills should be less than 3t feet in height from existing elevations. ' 2.0 INVESTIGATIONAND LABORATORY TESTING Field Investigation ' Subsurface exploration within the subject site was performed on January 26, 2005 for the exploratory borings. A hollow-stem-auger-drill-rig was utilized to drill two (2) borings throughout the site to depths ranging from 261/2 to 51% 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 procedures of ASTM D 2488. The approximate exploration locations are shown on Plate 1 and descriptive logs are presented in Appendix B. 1 Associated with the subsurface exploration was the collection of bulk (disturbed) sample$ 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. 1 ' Project No. -104682-10 Page 3 February 24, 2005 ' 2.2 Laboratory Testing '• Maximum dry density/optimum moisture content, expansion potential, sieve analysis, shear strength, R-value, sulfate, 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. An evaluation of the test data is reflected throughout the Conclusions and Recommendations section of this report. ' 2.3 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. These interpretations along with our site reconnaissance served as a starting point in developing our subsurface exploration. 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 N 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, metasedimentary 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. ' Project No. I04682-10 Page 4 February 24, 2005 w /{ a a A + d t ,� u ( 'RSr � n ♦ I trw I f Y~ {p1 f a r I r !~ 'ley / � • �v` O � f j f !f f • 1 y ` -: • ' - • - • r V E AID, ♦ ♦ l .1< -,.,•�4 r w'.-.--" ''tea.. p•' f ♦ f ` � i t Y e- •v � � 1� i. 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. Ia . Project Name ALFRED HEINZELMANN ® FIGURE 2 Project No. 104682-10 T* ' REGIONAL GEOLOGIC MAP Geol./Eng. TMP/SMP Scale NOT TO SCALE Date FEBRUARY 2005 t3.2 Local Geology and Soil Conditions • The earth materials on the site are primarily comprised of topsoil and Quaternary alluvium. A general ' description of the soil materials observed on the site is provided in the following paragraphs: Topsoil (no map symbol): Residual topsoil, encountered in the upper one foot, blankets the site and ' underlying alluvium. These materials were noted to be generally gray brown, silty sand which were very porous, slightly moist, and in dense state. 1 Quaternary Alluvium (map symbol Ow): Quaternary young valley alluvium was encountered below the topsoil to a maximum depth of 51`/2 feet. This alluvial unit consists predominately of light brown to olive brown, fine to very coarse grained clayey sand, sandy silt, clayey silt, and sandy clay. This unit is generally moist to very moist and medium dense (soft to firm) in condition. ' 3.3 Groundwater ' Groundwater was encountered at a depth of 14.6 feet in B-1. Groundwater was also encountered in B-2 at a depth of 20.9 feet. ' 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, ft 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 approximately 1.0 kilometer to the northeast. This fault is capable of producing a moderate magnitude earthquake. No active or potentially 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. • t ' ' Project No. 104 682-1 0 Page 6 February 24, 2005 1 4.0 CONCLUSIONS AND RECOMMENDATIONS �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 Code for the City of Temecula, 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. N 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. 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 Groundwater was encountered during our subsurface exploration, and is reported to be at a depth of approximately 14.6 feet below the existing ground surface. Therefore, groundwater could be ,• a factor if construction is required below 10 to 12 feet below existing grade. ' Project No. I04682-10 Page 7 February 24, 2005 4.2.5 Ground Preparation —Fill Areas All existing low density and potentially collapsible or liquefiable soil materials, such as loose manmade fill and alluvium, 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 or geologist. 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 5 to 7 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 project geotechnical consultant and/or engineering geologist. 4.2.6 Disposal of Oversize Roek Oversize rock is not expected to be encountered during construction. However, oversize rock, if 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 (un-compacted) 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 accordance with ASTM Test Method 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. 4.2.9 Cut/Fill 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: t '' Project No. I04682-10 Page 8 February 24, 2005 -AEPMM,,6V8REXtAYA- 10X `,L • Up to 5 feet Equal Depth 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. Topsoil and Alluvium 10 to 15 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. 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 'aill fill materials, as well as to verify compliance with the other recommendations presented herein. Project No. 104682-10 page 9 February 24, 2005 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. 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 1- to 2-foot ' 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. To avoid point loads and subsequent distress to vitrified clay, concrete or plastic pipe, imported ' sand bedding should be placed at least 1-foot above the pipe in areas where excavated trench materials contain significant cobbles. Sand bedding materials should be thoroughly jetted prior to placing the backfill. ' 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 horizontal to vertical (h:v) plane projected downward from the outside bottom edge of the adjacent footing. ' Project No. 10 4 682-1 0 Page 10 February 24, 2005 ' S.0 SEISMIC DESIGN CONSIDERATIONS 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 0.74 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. MProbability 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 mm/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. rZ/BC 1997•'TABLE' -. FACTOR :; Figure 16-2 Seismic Zone 4 Table 16-I Seismic Zone Factor Z 0.4 Table 16-U Seismic Source Type B ' Table 16-J Seismic Profile Type So Table 16-5 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. 10 4 682-1 0 Page 11 February 24, 2005 ' 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 tsunamis (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 20 miles inland from the nearest coastline of the Pacific Ocean at an elevation in ' excess of 1000 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, fine 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 alluvium with groundwater at a depth of approximately 14 feet. The potential for earthquake induced liquefaction within the site is considered ' moderate due to the liquefiable soils underlying the site, relatively deep groundwater level, and the loose consistency of the deeper onsite soils. Liquefaction analyses were performed for the existing site conditions. The soil and groundwater conditions encountered in Boring Nos. 1 and 2 were utilized in our analyses. Our field investigation indicated groundwater to be at a depth of approximately 14.6 to 20.9 feet below the existing surface, A ' ground water level of 5 feet was used for the liquefaction analyses to represent the groundwater level. Our analyses indicated potentially liquefiable soils in boring No. 1 below 25 feet and in Boring No. 2 below 15 feet. The effects of liquefaction could result in settlement and the potentials were estimated ' from in-situ field data. The calculations for liquefaction induced settlement were found to yield up to 1-inch of potential settlement from a significant seismic event. A moderate degree of risk should be anticipated in regard to liquefaction with development of this project in the event of a significant seismic ' event. A moderate potential for liquefaction to occur at the site does exist and should be considered during and after construction. Due to thickness of overburden consisting of non-liquefactionable soils ' and compacted fill, the likelihood of sand boils or signs of liquefaction manifesting itself on the surface should be considered low. The results of the liquefaction analyses are presented in Appendix F. Project No. 104 682-1 0 Page 12 February 24, 2005 ' 6.0 TENTATIVEFOL/NDATION DESIGN RECOMMENDATIONS 6.1 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 Bearing 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 and/or depth 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 applied. The above settlement estimates are based on the assumption that the grading will be performed in accordance with the grading 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 0.35 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. ' 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. 1 ' Project No. I04682-10 Page 13 February 24, 2005 6.5 Footing 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. Excavated 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. ' 6.6 Low Expansion Potential(Expansion Index of 21 to 502 ' 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 final design ' purposes, we have assumed an effective plasticity index of 15 for in accordance with 1997 UBC Section 1815.4.2. N6.6.1 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. ' 6.6.2 Building Floor Slabs ' The project architect or structural engineer should evaluate minimum floor slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index of 15. Unless a more stringent design is recommended by the architect or the structural engineer, ' we recommend a minimum slab thickness of 4 inches for floor slabs, and be reinforced 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. ' Concrete floor slabs should be underlain with a moisture vapor barrier consisting of a polyvinyl ' chloride membrane such as 6 mil visqueen, or equivalent. All laps within the membrane should be sealed, and at least 2 inches of clean sand be placed over the membrane to promote uniform • curing of the concrete. ' Project No. 104682-10 Page 14 February 24, 2005 1 • 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 Post Tensioned Slab/Foundation Design Recommendations In lieu of the proceeding recommendations for conventional footing and floor slabs, post tensioned slabs ' may be utilized for the support of the proposed structure. We recommend that the foundation engineer design the foundation system using the geotechnical parameters provided below in Table 1. These parameters have been determined in general accordance with Chapter 18 Section 1816 of the Uniform ' Building Code (UBC), 1997 edition. Alternate designs are allowed per 1997 UBC Section 1806.2 that addresses the effects of expansive soils when present. In utilizing these parameters, the foundation engineer should design the foundation system in accordance with the allowable deflection criteria of applicable codes and the requirements of the structural engineer/architect. Please note that the post tensioned design methodology reflected in UBC Chapter 18 is in part based on ' the assumption that soil moisture changes around and beneath the post-tensioned slabs are influenced only by climatological conditions. Soil moisture change below slabs is the major factor in foundation damages relating to expansive soil. The UBC design methodology has no consideration for ' presaturation, owner irrigation, or other non-climate related influences on the moisture content of subgrade soils. In recognition of these factors, we have modified the geotechnical parameters obtained from this methodology to account for reasonable irrigation practices and proper homeowner N maintenance. In addition, we recommend that prior to foundation construction, slab subgrades be presoaked to 12 inches prior to trenching and maintained at above optimum moisture up to concrete construction. We further recommend that the moisture content of the soil around the immediate ' perimeter of the slab be maintained near optimum moisture content (or above) during construction and up to occupancy. ' The following geotechnical parameters provided in Table 1 assume that if the areas adjacent to the foundation are planted and irrigated, these areas will be designed with proper drainage so ponding, which causes significant moisture change below the foundation, does not occur. Our recommendations ' do not account for excessive irrigation and/or incorrect landscape design. Sunken planters placed adjacent to the foundation, should either be designed with an efficient drainage system or liners to prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam should be expected even with properly constructed planters. Based on the design parameters we have provided, and our experience with monitoring similar sites on these types of soils,"we anticipate that if the soils become saturated below the perimeter of the foundations due to incorrect landscaping irrigation or maintenance, then up to approximately 1/4-inch of uplift could occur at the perimeter of the foundation relative to the central portion of the slab. ' Future owners should be informed and educated regarding the importance of maintaining a consistent level of soil moisture. The owners should be made aware of the potential negative consequences of both excessive watering, as well as allowing expansive soils to become too dry. The soil will undergo shrinkage as it dries up, followed by swelling during the rainy winter season, or when irrigation is • resumed. This will result in distress to site improvements and structures. ' Project No. 104682-10 Page 15 February 24, 2005 TABLE 1: Preliminart, Geotechnical Parameters for Post Tensioned Foundation Slab Desi,-n Expansion Index Low Percent that is Finer than 0.002 mm in the Fraction Passing the No.200 Sieve, <20 percent(assumed) Clay Mineral Type Montmorillonite(assumed) Thomthwaite Moisture Index -20 Depth to Constant Soil Suction (estimated as the depth to constant moisture content over time, but within UBC 7 feet limits) Constant Soil Suction P.F.3.6 Moisture Velocity 0.7 inches/month Center Lift Edge moisture variation distance,e. 5.5 feet Center lift,ym 2.0 inches Edge Lift Edge moisture variation distance,em 3.0 feet Edge lift,y� 0.8 inches Soluble Sulfate Content for Design of Concrete Mixtures in Contact with Site Soils in Accordance with 1997 UBC Moderate Table 19-A-4 of Subgrade Reaction,k(assuming presaturation as indicated below) 200 Ibs/m e d n Edge r Lift L 'ft C E d e d Ed g n Ed ge e m m Lift Edge 'Oftmo isture Is"ur y ur c e v variation an a a Edgelift, Y. Soluble 1 able Sulfate Content for Design of Cc Table I 9-A-4 ModulusM dul us of Sbgad.Rescuer,k(assuming Minimum I inimum Perimeter Foundation Embedment 18 Rebar in Exterior Footing - Sand and Visqueen Type 2 Additional Recommendations: I. Presoak to 12 inches prior to trenching, maintain at above optimum up to concrete construction Sand&Visqueen 1 T pe I 6ta I a 10-mil Visqueen (or equivalent) moisture barrier covered by a minimum of 1-inch layer of sand. Note: The builder must ensure that the queen has been lapped and scaled and not punctured as a result of being placed in direct contact with the native soils or by other construction methods. Type 2 Install a 6-milVisqueen (or equivalent) moisture barrier covered by a minimum of 1-inch layer of sand and 2 inches below. Or , install a 10-mil Visqueen ( or equivalent) moisture barrier in contact with the native soils an dcovered by a minimum of at least 2 inches of sand. Note: For both op tions, builder must ensure that the Visqueen has been lapped and scaled and not punctured as a result of being placed in direct contact with the e n xr Is or by other construction methods. * The above sand and Visqueen recommendations are traditionally included with geotechnical foundation recommendations although they are generally not a major factor influencing the geotechnical performance of the foundation, The sand and Visqueen requirements are the purview of the foundation engineer/corrosion engineer and the builder to ensure that the concrete cures correctly is protected from corrosive environments and moisture penetration of the floor is acceptable to the future owners. Therefore, the above recommendations may be superseded by the requirements of the previously mentioned parties. 6.8 Corrosivity to Concrete and Metal The National Association of Corrosion Engineers (NACE) 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 such as rebar, piles, pipes, etc., which are in direct contact with or within close vicinity of the foundation soil. Project No. 104682-10 Page 16 February 24, 2005 In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. 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 or 1,000 ppm. ' Based on testing performed within the project area, the onsite soils are classified as having a moderate 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 II, with a water to cement ratio of 0.5 and a minimum 28-day compressive strength of 4,000 psi. ' This recommendation is 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 sulfate content levels. Accordingly, it is recommended that additional testing be performed at the completion of grading to verify sulfate contents and other chemical properties. Despite the minimum recommendation above, LGC is not a corrosion engineer, therefore, we recommend that you consult with a competent corrosion engineer and conduct additional testing (if I' 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 the corrosion engineer may supercede the above requirements. 6.9 Structural Setbacks N 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 cantilevered 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 1 to the above at-rest earth pressures. ' Project No. 104682-10 Page 17 February 24, 2005 �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%z cubic feet per foot of/<- or 1%cinch 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. ' 7.3 Temporary Excavations ' All excavations should be made in accordance with OSHA requirements. LGC is not responsible for job site safety. 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. 1 1• ' Project No. 10 4 682-1 0 Page 18 February 24, 2005 �2 Subprade 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 PRELIMINARY ASPHALTIC CONCRETE PAVEMENT DESIGN ' A representative sample of soil was tested. The laboratory test results indicated an R-value of 34, 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 I, 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. 4 P,relimna . As k61t,Cancre'tePavementDesi n ,r" Commercral Parkin" N Assumed Traffic Index 6.0 Design R-value 34 AC Thickness 0.30 feet ' AB Thickness 0.30-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 Test Method D1557 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 backfrlls 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 Test Method D1557. 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. j • ' Project No. I04682-10 Page 19 February 24, 2005 I 10.0 GRADING PLAN REVIEW AND CONSTR UCTION SERVICES %Wchreport has been prepared for the exclusive use of Viola Management to assist the project engineer and itect 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 M 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 circumstances, by reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or plied, is made as to the conclusions and professional advise included in this report. The samples taken and plied, for laboratory testing, the observations made, and the in-situ field testing performed are believed to be representative of the entire project; however, soil and geologic conditions revealed during construction may be different than our preliminary findings. If this occurs, the changed conditions must be evaluated by the project soils engineer and geologist, and design(s) adjusted or required as alternate design(s) recommended. LJThis 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 architect and/or project engineer and incorporated into the plans, and the necessary steps are taken to see that the contractor and/or subcontractor properly implements the recommendations in the field. The contractor and/or subcontractor should notify the owner if they consider any of the recommendations presented herein to be unsafe. The findings of this report are valid as of the present date. However, changes in the conditions of a property 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. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification, and should not be relied upon after a period of 3 years. Project No. 10 4 682-1 0 Page 20 February 24, 2005 This report has not been prepared for use by parties or projects other than those named or described herein. It %y not contain sufficient information for other parties or other purposes. e professional opinions contained herein have been derived in accordance with current standards of practice and no warranty is expressed or implied. FrThe opportunity to be of service is appreciated. Should you have any questions regarding the content of this eport, or should you require additional information, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, �LGC INLAND, INC. \ytEaeo ceo�o oQe,OFESS/Ay4( Q�Go �Q�Dl4Pq„ �ir� C. g n z i P y o m 1 6 '!' Stephen M. Poole s/gc�TE �GpFa Todd M. Page 1OF CnuFo' Vice President TfOF CP���,/ Associate Geologist, CEG 2083 Principal Engineer, GE 692 TMP/SMP/jn/ts 1 'Project No. I04682-10 Page 21 February 24, 2005 M3INLAND, INC. 0eotechnical, Environmental, an(l Material Testing Consultants May 25, 2007 Project No. 104682-10 Mr. Alfred Heimzelmanu c% VIOLA NIANAGENIENT COMPANY 42568 Jotene Court Temecula, California 92592 .Subject: Updated Portland Cement Concrete Pavement Recommendations, Proposed ContrnerciallIndustrial Bitilding Located on Blackdeer Loop and Diaz Roatl, City of Temecula, River:sdtle County, California R cferewnce: L(;C' Inland, Inc., 2005, Prelimhuoy Geolechnical Investigctfinn, Proposed Conuncrcial/lnctttstrictl Building, City gf"Temecula, Riverside Coauuy, Colijbrnia, Project No. I04682-10, dated Februur v 24. Pursuant to your request, LGC Inland, Inc. (LGC), is providing updated Portland cement concrete pavement recommendations for the conuncrcial/industrial building, located on Blackdeer Loop and Diaz Road, City of Temecula, Riverside County, California. A representative sample of the subgrade soils was previously tested 0r R-value in conformance with California Test Method No. 301. The test results indicated an R-value of 34. able I below presents our Portland cement concrete pavement section for the subject site based on it design R- value of 34. Table-1 Portland Centent Concrete Pavement e vlz'e �. �x ia* Ir t srP *. IrtBllntn'.Stij Stleet:7ype, 11esen R YuGle r j4 l7,rtffrc Lufr i (TI) f 001.1 .. v',: «n s , .), '� , . .. ..3 , +, 7.Cr1itCYete`Slabr�v}n �;,...,,m.Base '� �s_'' r, .....r= _. ,... Auto Parking 34 5.0 .5 3 �Residential 34 6.0 �-- � 6 _—.- ----._3 -�—_ Subgrade soil immediately below the aggregate base (base) should be compacted to it minitoutn of 90 percent relative compaction based on ASTM 'Pest Method D1557 to a minimum depth of 18 inches. Final subgrade compaction should be performed prior to placing base or asphaltic concrete and after all utility trench backtills have been compacted and tested. Base materials should consist of Class 2 aggregate base contorming 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 Pest Method D1557. The base materials should be at or slightly below optimum moisture content when compacted. • 41531 Date Street• rylurrieta- CA 92562.7086 • Office (9511461-'1919• Fax (961)461-7677 16ortland cement concrete materials and construction should conform to Section 201 of the Greenbook. vernent concrete slab should be reinforced with #3 bass, at 18 inch centers, both ways. Saw cut or deep tool Joint should be provided to a minimum of 1/3 of the concrete slab thickness. Our pavement design should be considered rninimum and may be superseded by any regulating agencies. Closure We appreciate the opportunity to be of service. Should you have any quastions, please do not hesitate to contact this office. Sincerely, GGC INLAND, INC. ��`ZpFESS 1�9 No.68698 !yi Yogi Pirathapan, KCE 68698 "W a v Chief Geotechnical Engineer EXH d rt ai . civet- a�P YP/kg 0[ C N6 distribution: (2) Addressee • Project No. 104682-10 Page 2 May 25, 2007 LEGEND (LocaUmts me Approximate) Earth Units i Qyva - Quaternary Young Valley Alluvium 1 _ - -_--------- Symbols 4 � Limits of Report -- -_� -y Re o �1 ---- - -Qy B-1 _ _ lva ® ) _ B-2 y T.D.=51S' Boring Location �) T.D.=_6.5' -- - f r G.W.@1'4.6- G.W.,�P20-9' j _ �$< T� 26 5' S-� -Recommended Removal Depth 2b:9� — Ir Project Name: ALFRED HEINZELMANN INDUSTRIAL BUILDINGS-BLACKDEER LOOP LGC ONLAND FIGURE 3 Project No. 104682-to 40999 eeartty Center Drive,suite A GEOTECHNICAL MAPS Geol./En . TMP l SMP 1 ' Temec91A1 Celaemla 02591 Scale: t"=40' ' 1051)7191010 Pax(951)719-1097 Date: FEBRUARY 2G05 i 1 APPENDIX A REFERENCES N 1 1 1 � 1 1 r li 1 1 1 APPENDIX A References Blake, T.F., 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." , "FRISKSP", Version 3.O1b, A Computer Program for the Probabilistic Estimation of Peak Acceleration and uniform Hazard Spectra Using 3-D Faults as Earthquake Sources." 1998b, "UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault 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, 1 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. 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. Jenkins, Olaf P., 1978, "Geologic Map of California, Santa Ana Sheet"; Scale 1:250,000. , 1985, An Explanatory Text to accompany the 1:750,000 scale Fault and Geologic Maps of California, California Division of Mines and Geology. ' 1994, "Fault Activity Map of California". Kennedy, M.P., 1977, "Regency and Character of Faulting Along the Elsinore Fault Zone in'Southern Riverside 1 County, California", California Division of Mines and Geology Special Report 131. Lawson & Associates, 2003, "Geotechnical Review of Previous Alquist-Priolo Fault Investigations Relating to Parcel 20 of Parcel map 21184-1 Kelvin Court, City of Murrieta, Riverside County, California, dated December 5. Leighton and Associates Incorporated, 1985, Fault Investigation and Soil/Liquefaction Study for Lot 78 and Portions of Lots 79 and 82, Temecula Land and Water Company M.B. 8/359, San Diego County, California, Project No. 6840947-02, dated September 5. , 1988, Additional Fault Evaluation Verification and Potential Fissuring and Subsidence Evaluation of Tentative Parcel Map No. 21184, Southwest of the Intersection of Jefferson Avenue and Elm Street, Rancho California, Riverside County, California, Project No. 6871706-01 and 11871706-02, dated July 20, 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. ' Douglas M. Morton (compiler), and Fred K. Miller (compiler), 2003, Preliminary Geologic Map of the San Bernardino 30' x 60' quadrangle, California: U.S. Geological Survey Open-File report 03-293, U.S. Geological Survey, Menlo Park, California "0 2004 DeLorme (www.delorme.com) Topo USA®". a Project No. 10 4 682-1 0 Page 2 February 24, 2005 Aerial Photograph Interpretation Table 4-12-00 18-21 1"= 1,600' 4-12-00 18-22 1" = 1,600' 1 M t t r i Project No. -104682-10 Page 3 February 24, 2005 16 I APPB'NDIX B BORING L0GS Geotechnical Boring Log B-1 ate:,January 26, 2005 Project Name: Viola - Blackdeer Loop Page 1 of 2 ect Number: 104682.10 Logged By: TMP ing Company: 2R Type of Ri CME-55 Drive Weight (Ibs): 140 Drop (in): 30 Hole Dia (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Ma c rn n U aNi o Z c d E ~ U a 0 � O U � CU o o a 0 m W 0 DESCRIPTION ~ 0 Bag-1 SM TOPSOIL: Max 0-5 Silty SAND, gray brown, slightly moist, dense Sulfate 10 R-1 111.2 10.4 Qyva ALLUVIUM: 14 ML Fine Sandy SILT, medium brown, slightly moist, firm 20 5 11 R-z soft to firm; slight porosity 106.1 17.9 g p y 10 ------ ------------- -------------- ------------------------------------------------------------------------------------------------- 8 R-3 104.8 23.3 Clayey SILT; light brown, moist, firm, very slight porosity 14 19 10 --8- ------------ ------------- -------------------------------------------------------------------------------- ----------------- g R-4 106.8 20.5 SC Clayey-SAND; olive brown, moist, medium dense 11 ¥ Groundwater -- 14-- feet 1 R-5 113.8 16.8 SM Silty SAND; gray brown, moist to very moist, medium dense, very 15 slight porosity 20 - ----- ------- ------ ---------------------------------------------------------------------- -------- ----------------- 7 R-6 117.3 14.2 Sp SAND; with gravel, gray to gray brown, very moist to soft, medium, 20 dense, fine to very coarse sand, gravel to %-inch diameter 25 5- ------ ----- ------- ----- -------------------------------------------------------------------------------- ----------------- 4 SPT-1 — 19.1 SC Clayey SAND; dark gray, very moist, loose 200 Wash 3 MUCL 0 Geotechnical Boring Log B-1 Date: January 26, 2005 Project Name: Viola - Blackdeer LoopPage 2 of 2 oject Number: 104682.10 Logged By:TMP ling Company: 2R Type of Rig: CME-55 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Dia (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map c U) ' co a U C O z` o �_ O iv O C U E ~ w U a o 3 o cn m a 3 E f2 d a 0 cD DESCRIPTION 30 11 R-7 104.2 24.1 MUSM Clayey SILT to Silty SAND;gray, very moist, soft (medium dense), 27 fine to medium sands, occasional silty sand zone 35 - ------------ -------------- -------------------------------------------------------------------------------- ----------------- ' 3 SPT-2 28.8 ML Clayey SILT; dark gray, very moist, soft zones of silty sand s 40 -- ------ ----- ------- ------ -------------------------------------------------------------------------------- ----------------- 3 R-8 109.4 18.6 SC Clayey SAND; light to dark gray, very moist, soft, fine to very coarse 15 sands, occasional silty clay zone 45 -- ------ ------ ------------- -------------------------------------------------------------------------------- ----------------- 4 SPT-3 19.8 MUCL Clayey SILT; to silty clay, very moist, soft ' 50 27 R-s 20.9 109.1 38 Total Depth: 51% feet Groundwater @ 14% feet ' 55 60 s APPENDIX C 1 LABORATORY TESTING PROCEDURES AND TEST RESULTS Geotechnical Boring Log B-2 ate: January 26, 2005 Project Name: Viola - Blackdeer Loop Page 1 of 1 ect Number: 104682-10 Logged By:TMP ng Company: 2R Type of Rig: CME-55 rive Weight (Ibs): 140 Drop (in): 30 Hole Dia (in): S op of Hole Elevation (ft): Hole Location: See Geotechnical Map c U) n ? U c o Y o o m O z y O C 2U E d3 O W a) 0 CoO n DESCRIPTION ~ 0 Bag-1 SM TOPSOIL: El 0-5' Silty SAND; gray brown, slightly moist, dense R-Value 6 Qyv ALLUVIUM: 9 R-1 104.2 20.3 ML Clayey SILT; brown, slightly moist, firm, becomes sandy with depth 20 5 s 13 R-2 107.4 19.6 Sandy SILT; gray brown, slightly moist 26 ---- ----------- ----- -------- ---- ------------------------------------------------------------------- ----- ----------------- 3 R-3 93.4 26.9 MVCL Sandy CLAY; light brown, moist to very moist, soft, caliche stringers, 5 very slight porosity 6 ------ ----- - ---- -------- - --- -- --- ---- ----- ------ --- --- ---------------- ---- --- -- 10 4 7 R� 109.3 20.0 MLISM Clayey SILT to SAND; gray brown, moist, soft to medium dense, fine 7 sands 15 - ------------ ------------- -------------------------------------------------------------------------------- ----------------- SPT-1 — 22.3 SC Clayey fine SAND; gray brown, very moist, soft 200 wash 2 20 3 7 R-5 99.7 24.7 9 ¥ Groundwater @ 21 feet �I 25 a ---------- - ----------- -------- ----- - ------------------------------------------------------------- ----------------- II sar-2 — 24.6 SM Silty SAND; gray to brown, very moist to saturated, loose, becomes a silt dayat depth II Total Depth: 26% feet Groundwater@21 feet 0 APPENDIX C Laboratory Testing Procedures and Test Results 'The laboratory testing program was directed towards providing quantitative 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) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the Itest results. 1 Grain Size Distribution: Representative samples were dried, weighed, and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve. *The portion retained on the No. 200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D422 (CTM 202). *Where an appreciable amount of fines were encountered (greater than 20 percent passing the No. 200 sieve) a hydrometer analysis was done to determine the distribution of soil particles passing the No. 200 sieve. IS,4MPLE LOCATION * DESGRZPTION; . 5 f?PASSING#,200 SIEYE .;� B-1 @ 10-15' Clayey SAND 39 B-1 @ 25-26' Silty SAND 44 B-1 @ 50-51'h' Clayey SILT 70 B-2 @ 15-16%' Clayey SAND 46 Soil Classification: Soils were classified in general accordance with ASTM Test Methods D2487 and D2488. This system utilizes the Atterberg limits and grain size distribution of a soil. The soil classifications (or group symbol) are shown on the laboratory test data, boring logs, and trench logs. ' Expansion Index: The expansion potential of selected samples were evaluated by the Expansion Index Test ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached The results of these tests are presented in the table below ��.�SAMP�E{sue+ �` ��S<9MPLE" r COMPACTED D%Y �,EXP,4lVSlON �XPANSIDN r ,aLOCATIO�`' � � D�ESCRIP,TION �-,� DEIVSZTXF(pcf},r'Fl .��, .I1VDA', PQTE1VTIfIL`'y_.= B-2 @ 0 5' Silty SAND 108.2 29 LOW * Per Table 18-1-B of 1997 UBC. I q isture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations TM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches. results of these tests are presented in the boring and/or trench 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 typical materials were determined in accordance with ASTM D 1557. The results of these tests are presented in the table below: z � SAMPLE ` 'ti SAMPLE h?A�MCMDRY< OFTIMUhfMO7STURE 'lOCAT70N, °, ;DESCRIPTION :1> DENSITY(pcJJ,,, „'CONTENT(%J' B-1 @ 0-5' Dark Brown Silty SAND 123.0 12.0 R-Value: The resistance R-value was determined by the ASTM D2844 soils. The sample(s) were prepared and ' exudation pressure and R-value were determined. These/This result(s) were used for asphaltic concrete pavement design purposes. =SAMPLELOCATTON ,', . .i..SAMPEEDESCR_ IPTION ' R,VALUE ':; B-2 @ 0-5' Brown Clayey SAND 34 Soluble Sulfates: The soluble sulfate contents of selected sample(s) were determined by standard geochemical methods (CTM 417). The soluble sulfate content is used to determine the appropriate cement type and maximum ter-cement ratios. The test results are presented in the table below: SAMPLE SAMPLE SULFATE S[aFATE: LOC4TTON DESCRIPTION CONTEN T)(% bp; EXPOSURE* B-1 @ 0`5' Silty SAND 0.118 moderate * Based on the 1997 edition of the Uniform Building Code (U.B. C.), Table No. 19-A-4, prepared by the International Conference of Building Officials(ICBO, 1997). I i Project No. 10 4 682-1 0 Page 2 February 24, 2005 r • r t . ' APPENDIX D SEISMICITY 1 M i 1 1 � 1 1 1• 1 r FAULTCALIFORNIA Viola 1100 1000 700 600 200 100 -400 '300 '200 '100 0 1CIV 200 300 400 500 GVV '• Viola.OUT ' U B C S E I S version 1.03 x •^COMPUTATION'•OF1997^A UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 10468Z-10 DATE: 02-04-2005 JOB NAME: Viola FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33. 5091 SITE LONGITUDE: 117.1633 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SO NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 20.2 km NEAREST TYPE B FAULT: NAME: ELSINORE-TEMECULA ' DISTANCE: 1.0 km NEAREST TYPE C FAULT: NAME: ' DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1. 3 Nv: 1.6 Ca: 0. 57 Cv: 1.02 ' Ts: 0.716 To: 0.143 isi.i.t'i:':>v'..isi i:'.:':::is is Ais AisC isA��'::k is�3t*';{t•:•:isR.'..is is is pis is'.:i:::is is is':is pis is i:':is is is ti:is pis is is 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. '.:'.:'...isi:�i;i:'s'..i.•d.isdti:bi:'.::..isisi;::'.:'.a.i:i:C.'.a.tr'.:i:i;i:'.a::itrtC t.::i:':i::}i,.is�'.::`t-':'..is tr'..is#tris pis is '• Page 1 '• viola.OUT ' SUMMARY OF FAULT PARAMETERS --------------------------- ------------------------------------------------------------------------------ I APPROX. ISOURCE I MAX. I SLIP I FAULT I -----------ABBREVIATED--------- IDISTANCEI TYPE I MAW. I RATE I TYPE FAULT NAME I (km) (A,B,C) I (Mw) I (mm/yr) (SS,DS, BT) ELSINORE-TEMECULA I 1.0 I B I 6.8 5 .00 I SS ELSINORE-JULIAN 20.2 i A 7.1 I 5.00 I SS ELSINORE-GLEN IVY 22.7 I B 6.8 I 5.00 SS SAN JACINTO-SAN JACINTO VALLEY I 34.4 B I 6.9 I 12.00 SS SAN JACINTO-ANZA I 34.4 I A I 7.2 12.00 SS NEWPORT-INGLEWOOD (offshore) 44.3 i B 6.9 I 1. 50 I 55 ROSE CANYON I 48.6 B 6.9 I 1. 50 I SS CHINO-CENTRAL AVE. (Elsinore) 51.6 B i 6.7 I 1.00 DS SAN JACINTO-SAN BERNARDINO I 56.9 B I 6.7 I 12.00 SS ELSINORE-WHITTIER I 58.3 I B I 6.8 2. 50 I SS SAN JACINTO-COYOTE CREEK 61.0 I B 6.8 4.00 I SS SAN ANDREAS - Southern 61.9 I A 7.4 I 24.00 I Ss EARTHQUAKE VALLEY I 65.1 B I 6. 5 I 2.00 SS NEWPORT-INGLEWOOD (L.A. Basin) I 71.2 B I 6.9 1.00 SS CORONADO BANK 71. 5 I B 7.4 3 .00 I Ss PINTO MOUNTAIN 73 .4 B 7.0 I 2. 50 I SS PALOS VERDES 76.0 B 7.1 I 3.00 SS CUCAMONGA I 79.2 A I 7.0 I 5.00 DS NORTH FRONTAL FAULT ZONE (West) 82.7 I B I 7.0 1.00 I DS SAN JOSE 82.8 B 6. 5 0.50 I DS CLEGHORN I 85.6 B 6. 5 I 3 .00 I SS SIERRA MADRE (Central) I 86.7 B I 7.0 I 3.00 I DS ' BURNT MTN. 87.6 I B I 6. S I 0.60 SS NORTH FRONTAL FAULT ZONE (East) 88.4 B I 6.7 0. 50 I DS EUREKA PEAK 92.2 B 6. 5 I 0.60 SS SAN ANDREAS - 1857 Rupture I 95.4 A I 7.8 I 34.00 SS ' ELSINORE-COYOTE MOUNTAIN I 95.8 I B I 6.8 I 4.00 SS SAN JACINTO - BORREGO I 96.2 I B I 6.6 4.00 I SS HELENDALE - S. LOCKHARDT 99.6 I B 7.1 0.60 I SS LANDERS 100.4 B 7.3 I 0.60 SS ' CLAMSHELL-SAWPIT 103.0 B I 6. 5 I 0. 50 DS LENWOOD-LOCKHART-OLD WOMAN SPRGS I 105.9 B I 7.3 0.60 SS RAYMOND I 107.0 I B I 6. 5 0. 50 I DS JOHNSON VALLEY (Northern) I 111.8 I B 6.7 0.60 I SS VERDUGO 115.0 B 6. 7 0. 50 I DS EMERSON So. - COPPER MTN. 115.1 B 6.9 I 0.60 SS' HOLLYWOOD I 119.9 B I 6. 5 1.00 I 'DS CALICO - HIDALGO I 126.0 B I 7.1 0.60 I SS ' PISGAH-BULLION MTN.-MESQUITE LK 127.3 I B 7.1 I 0.60 I SS - SUPERSTITION MTN. (San Jacinto) 1.28.6 B 6.6 I 5.00 SS SANTA MONICA 131.8 B I 6.6 I 1.00 DS ELMORE RANCH 132.5 B I 6.6 1.00 I SS ' SUPERSTITION HILLS (San Jacinto) I 134.7 B I 6.6 I 4.00 I SS SIERRA MADRE (San Fernando) 135.3 I B 6. 7 I 2.00 DS BRAWLEY SEISMIC ZONE 136.2 I B 6. 5 I 25.00 SS SAN GABRIEL 137.2 B I 7.0 I 1.00 I SS Page 2 ,• Viola.OUT SUMMARY OF FAULT PARAMETERS --------------------------- ------------------------- ------------------------------------------- I APPROX. ISOURCE I MAX. I SLIP FAULT --------_-_ABBREVIATED------_-- IDISTANCEI TYPE I MAW. I RATE I TYPE FAULT NAME (km) (A,B,c) I (Mw) I (mm/yr) I (ss,Ds,Br) MALIBU COAST I 139.6 I B 6.7 I 0.30 I DS ELSINORE-LAGUNA SALADA 147.4 I B I 7.0 I 3. 50 I SS ANACAPA-DUME 151.5 I B I 7. 3 3.00 I DS SANTA SUSANA 1 153 .2 I B I 6.6 5.00 I DS GRAVEL HILLS - HARPER LAKE I 153.3 1 B 1 6.9 I 0.60 SS IMPERIAL 161.8 I A 7.0 I 20.00 SS HOLSER 162.1 B I 6. 5 0.40 I DS BLACKWATER 169.0 B I 6.9 0.60 I ss OAK RIDGE (Onshore) I 173.1 B I 6.9 I 4.00 I DS ' SIMI-SANTA ROSA i 174.7 I B 6.7 I 1.00 DS SAN CAYETANO 180.6 1 B 6.8 6.00 DS SANTA YNEZ (East) 199.7 B i 7.0 2.00 I SS GARLOCK (West) I 205 .3 A 7.1 6.00 I SS VENTURA - PITAS POINT I 205.6 I B 6.8 I 1.00 I DS ' GARLOCK (East) 212.9 I A I 7.3 I 7.00 SS M.RIDGE-ARROYO PARIDA-SANTA ANA 214.2 B I 6.7 0.40 DS PLEITO THRUST 216.8 B I 6.8 2.00 DS RED MOUNTAIN 219.9 I B 6.8 2.00 I DS NSANTA CRUZ ISLAND 1 224. 5 I B I 6.8 I 1.00 1 DS BIG PINE 224. 7 I B I 6.7 I 0.80 SS WHITE WOLF 231.9 B 7.2 2.00 I DS OWL LAKE I 234.7 I B 6. 5 2.00 I SS PANAMINT VALLEY I 235.0 I B 7.2 I 2. 50 SS SO. SIERRA NEVADA 235 .9 I B I 7.1 I 0.10 DS TANK CANYON 237.3 B 6.5 1.00 I DS LITTLE LAKE 238.0 I B 6.7 I 0.70 I SS DEATH VALLEY (South) I 242.9 1 B 6.9 I 4.00 SS SANTA YNEZ (West) 253. 5 I B I 6.9 I 2.00 SS SANTA ROSA ISLAND 260. 7 I B I 6.9 I 1.00 DS DEATH VALLEY (Graben) 285.0 B 6.9 4.00 I DS ' LOS ALAMOS-W. BASELINE 296. 5 B 6.8 0.70 I DS OWENS VALLEY I 307.7 I B I 7.6 I 1. 50 SS LIONS HEAD 314.0 I B I 6.6 I 0.02 DS SAN 7UAN 317.0 B 7.0 1.00 SS ' SAN LUIS RANGE (S. Margin) 321.6 B 7.0 0.20 I DS HUNTER MTN. - SALINE VALLEY 331.0 I B 7.0 I 2. 50 SS CASMALIA (Orcutt Frontal Fault) I 331. 2 I B I 6. 5 i 0.25 ' DS DEATH VALLEY (Northern) 338.8 A I 7.2 5.00 SS ' INDEPENDENCE 343. 7 B 6.9 0.20 I DS Los OSOS 350. 9 B 6.8 I 0. 50 DS HOSGRI I 360.1 I B I 7.3 I 2. 50 SS RINCONADA I 369.1 I B I 7.3 I 1.00 I SS ' BIRCH CREEK I 400. 5 I B 6. 5 0.70 I DS WHITE MOUNTAINS 404. 3 B 7.1 1.00 SS - SAN ANDREAS (Creeping) 419.6 B 5.0 I 34.00 SS DEEP SPRINGS I 422.0 I B I 6.6 I 0.80 DS Page 3 '• Viola.OUT SUMMARY OF FAULT PARAMETERS --------------------------- -------------------------------- ------------------------------------------- I APPROX. ISOURCE I MAX. I SLIP I FAULT ., -----------ABBREVIATED---------- IDIS TYPE I MAW• RATE I TYPE FAULT NAME I (kmkm)) B I (A, ,C) (Mw) I (mm/yr) (SS,DS,BT) DEATH VALLEY (N. of Cucamongo) 425 .6 A 1 7.0 5.00 I SS ' ROUND VALLEY (E. of S.N.Mtns.) I 436. 5 I B 1 6.8 1.00 DS FISH SLOUGH I 443 . 2 I B I 6.6 I 0.20 DS HILTON CREEK 462.8 B I 6.7 I 2 . 50 I DS HARTLEY SPRINGS I 487.8 I B i 6.6 1 0. 50 I DS ' ORTIGALITA 1 501.0 i B 6.9 I 1.00 SS CALAVERAS (So.of Calaveras Res) 508.6 B I 6.2 I 15.00 I SS MONTEREY BAY - TULARCITOS I 514.4 B 1 7.1 0. 50 I DS PALO COLORADO - SUR I 517. 6 I B 1 7.0 3.00 1 SS ' QUIEN SABE I 521.2 I B I 6. 5 1 1.00 SS MONO LAKE 523.9 B I 6.6 I 2. 50 I DS ZAYANTE-VERGELES I 540.6 I B 6.8 0.10 I SS SARGENT 545. 5 I B 6.8 I 3.00 SS SAN ANDREAS (1906) 545.9 A I 7.9 I 24.00 I SS ROBINSON CREEK I 555.4 B 6. 5 0. 50 I DS SAN GREGORIO 589. 5 I A 1 7.3 I 5.00 SS GREENVILLE 592.7 B I 6.9 1 2.00 1 SS HAYWARD (SE Extension) I 594.7 B I 6. 5 3 .00 I SS MONTE VISTA - SHANNON 1 595. 6 I B 6. 5 0.40 I DS ANTELOPE VALLEY 596.1 B I 6.7 I 0.80 DS HAYWARD (Total Length) I 613.9 A 7.1 9.00 I SS CALAVERAS (No.of Calaveras Res) I 613. 9 I B 6.8 6.00 I SS GENOA 622.1 B 6.9 I 1.00 DS CONCORD - GREEN VALLEY 660.4 B I 6.9 1 6.00 I SS RODGERS CREEK I 699. 7 I A 1 7.0 9.00 1 SS WEST NAPA 699.9 I B 6. 5 I 1.00 SS i' POINT REYES 720.8 B I 6.8 1 0.30 I DS HUNTING CREEK - BERRYESSA I 721. 2 I B 6.9 6.00 I SS MAACAMA (South) 1 761. 7 I B 6.9 9.00 SS COLLAYOMI 777.9 1 B I 6. 5 I 0.60 SS ' BARTLETT SPRINGS 780.4 A 1 7. 1 1 6.00 i SS MAACAMA (Central) I 803. 3 I A 7.1 9.00 SS MAACAMA (North) 862. 2 A 7.1 I 9.00 SS ROUND VALLEY (N. S. F. Bay) 867.0 B I 6.8 i 6.00 I SS ' BATTLE CREEK 885.2 I B I 6. 5 1 0. 50 1 DS LAKE MOUNTAIN I 925.4 I B 6.7 6.00 SS GARBERVILLE-BRICELAND 1 943.1 B 6.9 I 9.00 I ' Ss MENDOCINO FAULT ZONE 1000.3 A I 7.4 1 35 .00 DS ' LITTLE SALMON (Onshore) 11005.4 I A 1 7.0 1 5.00 DS MAD RIVER 11007.2 I B 7.1 I 0.70 DS CASCADIA SUBDUCTION ZONE 1 1014.6 A I 8. 3 1 35 .00 1 DS MCKINLEYVILLE 1017.9 B 7.0 0.60 1 DS TRINIDAD 11019. 2 I B 7.3 I 2. 50 1 DS FICKLE HILL 1 1020.0 I B I 6.9 I 0.60 I DS TABLE BLUFF 1026.1 B I 7.0 1 0.60 DS LITTLE SALMON (offshore) 11039. 3 I B 7.1 1 1.00 I DS ' Page 4 Viola.OUT ' SUMMARY OF FAULT PARAMETERS --------------------------- -------------- ------------------------------------------- -------------------- I APPROX. ISOURCE I MAX. I SLIP FAULT ' ---___—_---ABBREVIATED_-------- IDISTANCE1 TYPE I MAW. I RATE TYPE FAULT NAME I (km) (A,e,c) (Mw) I (mm/yr) (ss,Ds,BT) BIG LAGOON — BALD MTN. FLT.ZONE 1 1055 .7 B 7.3 0. 50 DS �:,:t:t:t:<:r:t:�:a r�.,..y<:;:t t;t:r:�::t,:::�:�::�:+:�:<:c,:;;:.,;,:•:>;,:�:�:. ..<:::t..... ........_.._........_�t:,::. .....,r:'s a:-::tr::;.c::�.x N 1 1 i 1 1 i� ' Page 5 w"ESITi1717E7P7AWST 7Pr(7-F7t"4r Seismic Zone: 0.4 Soil Profile: SIB 2 .50 2.25 2.00 1 .75 0 1 .50 1 .25 U Q 1 .00 4-0 0 .75 U 0.50 U) 0.25 0.00 0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Period Seconds TWTURN PE'RI6174 TCTfL"11(rC CAMP. & B®Z. ( 1997 Rev.) AL 1 10000 Lpl O = 1000 a� c L -F� 100 I mi , I 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q) 1 ' PROBABILITY OF EXCEEDANCE !� CAMP. & BOZ. (1997 Rev.) AL 1 25 yrs 50 yrs 100 75 yrs 100 rs 90 ' 80 70 N 60 ° 50 a. 40 c 2 30 a) x 20 ' 10 ' 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 ' Acceleration (q) SADIGH ET AL. ( 1997) DEEP SOIL, 1 1000 0 L /�W n Le 100 0. 00 0.25 0.50 0.75 1 . 00 1 .25 1 . 50 Acceleration (q) PROBABILITY OF EXCEEDANCE SADIGH ET AL. (1997) DEEP SOIL 1 ' F 6--] F 25 yrs 50 yrs 100 75 yrs 100 rs ' 90 ' 80 70 60 ° 50 n 40 c ' 30 m x 20 ' 10 Nh 0 I 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 ' Acceleration (q) ABRAHAMSON & SILVA ( 1997) S®IL 1 L 1000 o4-8 L A� LL L 0 100 0.00 0 .25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q ) 1 PROBABILITY OF EXCEEDANCE ABRAHAMSON & SILVA (1997) SOIL 1 0 25 yrs 50 yrs 0 0 100 75 yrs 100 rs 90 80 70 N 60 50 n 40 c 2 30 a) x 20 LU ' 10 ' 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (g) 16 ' APPENDIX E ' ASPHALTIC CONCRETE PAVEMENT CALCULATIONS 1 PAVING DESIGN JN: 104682-10 CONSULT: TIP CLIENT Viola-blackdeer Loop CALCULATION SHEET# 1 ' CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT Input "R" value or "CBR" of native soil 34 1 Type of Index Property - "R" value or "CBR" (C or R) R R Value R Value used for Caltrans Method 34 Input Traffic Index (TI) 5 Calculated Total Gravel Equivalent (GE) 1.056 feet Calculated Total Gravel Equivalent (GE) 12.672 inches ' Calculated Gravel Factor (Gf) for A/C paving 2.53 Gravel Factor for Base Course (Gf) 1.0 RRIAL EQUIVALENT PAVEMENT SECTIONS: A/C SECTION BASE SECTION FEET ' Section Gravel Equivalent Minimum A/C Section Minimum Thickness GE GE Delta Base Thickness Base inches feet inches inches inches feet (feet) ' 3 0.63 7.60 5.07 4.8 0.25 0.40 3.6 0.76 9.13 3.55 3.6 0.30 0.30 4.2 0.89 10.65 2.03 1.8 0.35 0.15 4.8 1 .01 12.17 0.51 0.6 0.40 0.05 6 1 .27 15.21 -2.54 #VALUE! 0.50 #VALUE! 7 1.48 17.74 -5.07 #VALUE! 0.58 #VALUE! ' 8 1.69 20.28 -7.61 #VALUE! 0.67 #VALUE! 9 1 .90 22.81 -10.14 #VALUE! 0.75 #VALUE! ' 10 2.11 25.35 -12.68 #VALUE! 0.83 #VALUE! 11 2.32 27.88 -15.21 #VALUE! 0.92 #VALUE! 12 2.53 30.42 -17.75 #VALUE! 1.00 #VALUE! 1 1 1 ' APPENDIX F LIQ UEFA C'TION ANALYSIS 1 t 1 1 LIOU21 IIC t ON EVn U u\TION Based on Proceeding offhe NCEER Workshop on Evaluation.11 inunlaamn 14aststance of Soils, Technical Report NCEER-97-0022,December 31,1997 and Evaluation of Settlements in d.,rj ere to n,nlh.n lake Shaking,Toklmatsu and Seed,1987 Seismic Event Profile Constants Depth to GW1 Project Name Viola-Commerealllndustrial Development Max.Moment Magnitude 6.8 Total Unit Weight hb/h3) 127 1 Muni ni Investigation(it) 20 Project Number 104682-10 Design Ground Motion 0.74 Unit Weight of Water(Ibs/ft' 62A During Design Event(it) 5 Boring B-1 Deter mination of C clic Resistance Patio Sam lin Oata D ring Invase anon S:".... yi:cureclion Factors Blow Count Total Stress Pore Pressure Effective Sampler SPT Overuurden Lnorgy Borehole Rod Length Sampler Type Fines r25 Depth(m) SPT Rings Stress(psf) Pressure(psf) Stress(psf) Diameter Nm Ca C� Ca Ca Cs (N,),o Convent (Nr) . K„ CRftvs 1.2 34 508 0 508.0 0.750 25.000 2.000 1.ou 1.00 0.75 1.00 57.4 30.0 70.9 1.00 SPT>30 NL 2.1 17 889 0 889.0 0.750 12]50 1,533 1.50 1.00 0.75 1.00 220 60.0 31.4 1.00 SPT>30 NL 3.0 33 1270 0 1270.0 0.750 24.750 1,282 1.50 1.00 0.75 1.00 35.7 60S 47.8 1.00 SPT>30 NL 3.7 20 1524 0 1524.0 0,750 15.000 1.171 1.50 1.00 0.85 1,00 22.4 39.0 31.9 1,00 SPT>30 NL 5.8 27 2413 0 2413.0 0.750 20.250 0930 1,50 LW 0.95 1.00 26.8 30.0 35.7 0.97 SPT>30 NL 76 27 3175 312 2863.0 0.750 20.250 0.854 1,50 1.00 0.95 1,00 24.6 300 33.2 0.94 SPT>30 NL 82 7 3429 436.8 2992S 1.000 7.000 0.835 1,50 100 0.95 1.20 10.0 30C 16.2 0.93 0,16 9.8 38 4064 748S 3315.2 0.750 28.500 0.794 1,50 1.00 100 1.00 33.9 30.0 43.9 0.91 SPT>30 NL 11.3 12 4699 1060.8 3638S 1.000 12.000 0.758 1.50 100 1.00 1,20 164 50C 24.6 0.89 0.25 42 12S 18 5334 1372.8 3961.2 6750 13.500 0,726 1,50 1.00 1.00 100 14.7 KC 21.7 0.88 0.21 47 14.3 11 5969 1684.8 4284.2 1 000 11.000 0.598 1.50 1.00 1.00 120 13.8 60.0 21.6 0.86 0.20 51.5 15.7 65 6541 196E6 45749 0.750 48.750 0.676 1.50 1.00 1.00 1.00 49.4 70.0 64.3 0.85 SPT>30 NL Determination of C clie Stress Ratio Stim-ofing Data Dunn Desi a Event Blow Count Total Stress Pore Pressure Effective Depth(it) Depth(m) SPT Rings SOess(psf) Pressure pi Stress(psf) ra CSR MSF FS (N1)60cre 4 1.22 34 505 0 508 0.993 0.477 1.285 Above GWT Not Liquefiable 70.9 7 2.13 17 889 124.8 764.2 0.986 0,552 1.285 Fine Grained/Clay-Not Liquefiable 31.4 10 3.05 33 1270 312 958 0.979 0.624 1285 Fine GrainedlClay-Not Liquefiable 47.8 12 3.66 20 1524 436.8 10872 0.975 0.657 1285 Car,SPT>30 31.9 19 5.79 27 2413 873.6 1539.4 0.959 0.723 1.285 Corr.SPT>30 35] 25 7.62 27 3175 1248 1927 0,942 0.746 1.285 Cor,SPT>30 33.2 27 8.23 7 3429 1372.8 2056.2 0.934 0,749 1.285 0.28 16.2 32 9,75 38 4064 1684.8 2379.2 0.910 0]47 1.285 Corr.SPT>30 43.9 37 11.28 12 4699 1996,8 2702.2 0.876 0.733 1,285 Fine GrainedlClay-Not Liquefiable 24.6 42 12.80 18 5334 2308.8 3025.2 0.833 0.706 1,285 0.38 21.7 47 14.33 11 5969 2620.8 3348.2 0.783 0.672 1,285 Fine Grained/Clay-Not Liquefiable 21.6 51.5 15.70 65 6540.5 2901.6 3638.9 0.738 0.638 1.285 Fine Grained/Clay-Not Liquefiable 64.3 Assumptions 4.5 inch diameter boring(inside of hallow stem auger) 3 Red Silck up above boring in feet he liner in SPT(C,1 20 for SPT) I = = = = = = =4r I.IUUEFI%CTInH h VALIVI(iON .� Based on Proceeding of the NLEER Workshop on Florkifiou !<e:iv;... of f;nils, Tenhnicol P.eport NCF.FR-97-0022,December 31,1997 and Evaluation ofSen,fairor,on :-,1=„n..unA, Shaking,Tokimatsu and Seed,1987 Seismic Event Profile Conmams 1'e111db to hNlT Project Name Viela-Commerciallloductrial Development Max,Moment Magnitude 6.8 Total Unit Weight(Iblfl') 127 uunigl e m,c',.,dod(it) 20 Project Number 104682-10 Design Ground Motion 074 Unit Weight of Water(11: 0' 6:'4 1.uhn9 uesign Event(it) 5 Boring B-2 Octendamidionof C.. ctic Rnsistance_Ratio sampling Data During Invesli ali0n ____ _______`i_.. IDn'4_u_rr?clion Factors L_.L. Blow Count Total Stress Pore Pressure Effective Sadiplet SI'f - -rduf ISmfgr Borehole I2otl Length Sampler Type Fines Depth ft Depth m SPT Rings Stress sp Pressure) sf Sbs; _ _ ____ P O P ( ) 9 (P _P ) � ss(Psh Dianemr N„ _I C„ Cr Ca Ca Cs IIJ�)� Content (LfJw.. K, CRRrs 4 1.2 29 508 0 508.O 0.750 21.I5U l ouU I u 1.00 075 1,00 489 60.0 03.7 1,00 SPT>30 NIL 7 2.1 29 889 0 889.0 0.750 21750 1.5:16 1.50 1.00 075 1.00 3T5 60.0 50.0 1.00 SPT>30 NIL 10 3.0 11 1270 0 1270.0 0.750 8.250 1,282 1.50 1,00 075 1.00 11.9 60.0 19-3 1.00 0,21 12 37 14 1524 0 1524.0 0.150 10.500 1.171 1.50 1,00 0.85 1.00 157 (,ut 23.8 1.00 0.26 19 5.8 3 2413 0 2413.0 1000 3.000 0.930 1,50 100 095 1.20 4.8 46.O 10.7 O.97 0.11 25 7.6 16 3175 312 2863.0 0750 12.000 0.854 1.50 1,00 0.95 1.00 1 A b 46.0 22.5 0.94 0,23 26.5 8.1 6 3366 405.6 2959.9 1.000 6.000 0.840 1.50 1.00 0.95 1,20 8.6 30.0 147 0.93 OA5 DeL:rmira tlgn of C =tic stn:s PhD Sam rLIinq Dale Durinq Design Event Blow Count Total Stress Pore Pressure Effective Depth OQ Depth(m) SPT FRkrg. Stress(poh Pressure(psf) Stress d)sf] ra CSR MSr FS (I41)60cs 4 1.22 29 508 0 508 0.993 11 ]1/ 1.28' 1 ine firainedlClay-Not Liquefiable 63-i 7 2A3 29 889 124.8 764.2 0.986 0.652 1,285 line Grained/Clay-Not Liquefiable 50.0 10 3.05 11 1270 312 958 0.979 0,:14 1.185 Fine Grained;Clay-Not Liquefiable 12 3.66 14 1524 436.8 1087.2 0��75 0.657 1.285 Fine Gfanied/o-Not LiqueOahfn 23.8 19 5.79 3 2413 873.6 15394 0959 0723 1.285 0.20 10.7 25 7.62 16 3175 1248 1927 0.91!i 0,746 1.285 0.40 22.5 26.5 8.08 6 3365.5 1341.6 2023.9 0.936 0.749 1.285 0.25 14.7 Assumptions 4.5 inch diameter baring(inside of hollow stem auger) 3 Rod Sitck up above boring in feet no liner in SPT(Cs=l 20 for SPT) 1 ' APPENDIX G GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1 1 1 1 1 1 LGC INLAND,INC. General Earthwork and Grading Specifications 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These ' Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant ' during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). j, 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and ' accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. ' Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform Nthe appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and ' document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in ' design to accommodate the observed conditions, and notify the review agency where required. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the ' subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to ' receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading ' in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "equipment" of work and the estimated quantities of daily earthwork ' contemplated for the site prior to commencement of grading. The Contractor shall inform the • owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for ' observation and testing. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. 1 The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading ' plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, ' the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor's sole responsibility to provide proper fill compaction. 2.0 Preparation ofAreas to be Filled 2.1 Clearine and Grubbinz: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site ' conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 10 percent of organic matter. Nesting of the organic materials shall not be allowed. ' If potentially hazardous materials are encountered, the Contractor shall stop work in the affected N area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. ' As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may ' constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire ' the services of a qualified environmental assessor. 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the ' Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section.,Scarification shall continue until soils are broken down and free of oversize material and the working surface is ' reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved ' geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. ' Project No. 104 682-1 0 Page 2 February 24, 2005 2.4 Benchin.P: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall ' also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed ' areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A ' licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. ' 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of ' poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. M 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and ' placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be ' placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. r 4.0 Fill Placement and Compaction 4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per ' Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain ' relative uniformity of material and moisture throughout. tProject No. 104 682-1 0 Page 3 February 24, 2005 1 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum 10 density and optimum soil moisture content tests shall be performed in accordance with the 1 American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill. After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of 1 compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, 1 compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of .' the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 1 4.5 Compaction TestinP: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the ' Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to Nslope faces and at the fillibedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in ' vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is 1 such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 1 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the 1 project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two (2) grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential 1 test locations shall be provided. 5.0 Subdrain Installation iSubdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or 1 changes in subdrain extent, location, grade, or material depending on conditions encountered during • grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 1 Project No. I04682-10 Page 4 February 24, 2005 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical ' Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only.. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut ' portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backflls 1 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. ' 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have ' a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of ' 90 percent of maximum from 1 foot above the top of the conduit to the surface. Z3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. NZ4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one (1) test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant ' that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. ' Project No. 10 4 68 2-1 0 Page 5 February 24, 2005 APR-10-2007 TUE 10: 00 AM Hall a Foiem D ] no. FAX: 19512949301 P. 001 oviw u�.oo pVi.:VtO1 Jd V1l.LYJ MW�I YPbI= (9j ��onq (2tU->tA*j -Az),L .BMA TECH PERCOLATION INVESTIGATION REPORT DATE -` 03/01/07 REPORT NUMBER PRMR-030722 SUE LOCATION 43055&43015 Blackdeer Loop Temecula, Ca 92590 LEGAL DESCIPTIONS APN: 921-030-016 &921-030-017 1.41 ACRES NET IN PAR 10 PM 106/082 >?<83 PM 12890 CLIENT Viola Heinzelmann 414 N Pauline Ave Redondo Beach, CA 90777 29441 Rancho California Rd Suite 100 •Temecula, Ca 92S90 TEL-. (951) 973-1516 Fax. (9513 755-2316 R09FAT T m lEOcmi !b MM E oa # crik .bAa'r. Fed'/nx1p1'1hi 1 pace R.E.C.30000 11c0 Date: 9/30/07 04/10/2007 TUG 09:34 ITX/RX NO 63941 UO01 APR-10-2007 `PUE 10: 00 AM Hall & Foreman Inc. FAX: 19512949301 P. 002 G4/!u/1t7b/ by: ;y 9513029153 VIOLAS MGMT PAGE 02 Report Number: PRMR-030722 Date: 03/01/2007 Page 3 of 4 Sum nary of Test Data Shut �- ' Result after 24-Hour Pre oakin Period Test Hole 1: After the 24 Hour per-soaking'period, the water remained at 7.5' below surface. The test hole was refilled with water to 6" below surface for monitored testing. Test Hole 2: After the 24 Hour per-soaking period, the water remained at 4.0' below surface. The test hole was refilled with water to 6" below surface for monitored testing. Test Results Hole Initial Final Water F Inches Time Minutes Water Level Dropped Interval Per Inch Level I1litial poPth of Test Hole 1 e 136" - Post Presoak De th = 130" 1 126.00" 123.00 3" 30:00 lU 1 123.00" 0.75" 2.25'" 30:00 13.33 1 120.75" f12 18.50" 1.7 " 3 7.15118.50" 17.250 1.25" "30:0024:00 1 117.25" 16.75" 0.5" :00 1lS5.50" i16.50" 0.25" :00 115.000 115,00" 0" :00 115.00 115.00" 0" :00 115.00" % 1i4.75" 0.25" 0.00 114.75- 0" :00 1 ita.75" 5" 0" 30:60 00:00 1 114,75' 114.50" 0.25" 30 360.00 Initial De th of Test Halo 2 142" - post Procoak Depth s 1.37" 2 134. 0" 132.00" 2" 30:00 15:00 2 132.00" 131.00" i" 30:00 30:00 2 131.00- 131.00" 0" 30:00 00:00 2 131.0 130.50" 0.5" 30:00 0" 120:00 2 130. 130. 30:00 MOO 2 130.50" 130.25" 0.25" 30:00 240.0 2 130.2 130.2 0" 30:00 0.00 2 1 130.25" 130.00" D.JS" 30:00 240.00 2 130.000 130,000 0" 30:00 30:00 2 129.750 129.50" 0.25" 30:00 240.00 2 129.50" 129.50" 0" 30:00 30:00 2 129.50" 129.25" 0.25" 30:00 1 240.00 Soils Profile 0 - 14"; Greyish brown, Silty sand, fine to coarse, occasional cobb ly moist. 14" - 11' SO Light brown to graying brown soil, Coarse gra1clay, Groundwater TT FEMRQ4l 0 30000No Grounuwalcr was enCuuntorcd et the dept of 11'10" ,9-��xp � cNL Roberti. FederiW I bate R.E.C. 30000 6cp Date: 9/30/07 04/10/2007 TOE 09::34 I'1'X/RX NO 63941 002 APR-10-2007 TUE 10: 01 AM Hall & Foreman Inc. FAX: 19512949301 P. 003 04/10/2007 09:30 9513020153 VIOLAS MGMT PAGE 03 ✓ Report Number: PRMR-030722 Date: 03/01/2007 Page 4 of 4 � —' [onClusions The results of the percolation testing concludes that neither the underlying soils within the zone of the upper 14" blanket, and the alluvial sons below the 14", are NOT suitabic fur the water treatment of first flush infiltration system; thus the data shows herein that the site soils will NOT adequately treat the first flush volumes of water which nuns off the site. The Conclusion and recommendations provided In this report were derived from data gathered from our field Investigations and enqineering analysis, using methods meeting the standard practices at this time. This report is based on conditions existing at the time of the investigation any environmental changes, whether natural or caused by man, may alter or negate the conclusions and recommendations heroin_ No warranty is made or implied by the submittal of this report nor by any oral or written agreement. Any liability in connection herewith is limited to the fee charged for this report. F�BERTI FEOENS+HI Na � • J. CIVIL. � no crtT. FedariqV /J] Dmfn 41" R.E.C. 30000 Exp Date. 9/30/07 04/10/2007 TUE 09: 34 JTX/RX NO 63941 003 APR-10-2007 TUE 10: 01 AM Hall & Fofeman IPC, FAX: 19512949301 P, 004 04/10/2007 09: 30 9513020152 VIOLAS MGMT PAGE 04 DIAZ R.D. o cxisZIryQ MANN��6 N u� aftRAW ll1Jl TEST N ❑LE 2 TEST 3R'R' H[ILE 1 77' S' i 1 N N N 0 a J APN : 921 - 030 - 016 W A 9L- 1 - 030 - 017 N N N N N ..� _ =a mmmowwwlmm� X�j 04/10/2007 TUE 09:34 [TX/RX NO 63941 U 004 20 !O d l 0 92%-03 0 o N TRA.O/3-057 m A59FS+SMIEI P RC LSQN Y POR, TEMECULA RANCHO (FCR. PAUN 1,4MJ6 WATER CO.BR WhO CALIF) d' a 0 z o0 K o 1 rn I �� � -.•.per � P � � -J pW i _ 0 ,� d17"6 � P y �+ •1 . tried �'� � � o �f' V'1 n� ©+Jb A !�,�• ty �-4i pr-''' "Wi.3s' o 3 'mot 9 tit v tie a ® r 00 PrC C c « <s•. : »,. wa• - vyyss- t DEC 0 9 - m �. 1 `� A✓urv� vn p� 2-X RA•o9/�P/2690 o RSfIWI-73 221S* o m M20//65-P6" ' 30166 w O AZES5@P5 MAP 8W.S2I PEW - E- � M1ERwR7ECL¢Av7Y- CALIF /!AA 1915 �p o o� N� I m I � E -- F g H J s � 3 ��yF I ♦ l � P— i � .F 'ff IF - 1. �. �y F s ♦ F�l t♦Yrf"',♦ ['ait yS- e �ar�: k�gy. v ,$a $'. �.x. O7 -"'Tfr z t5 )y , f r 1 f t! l v � 3 - ♦YE1D(` ¢-.. 4 .tis sr� , x •��/' !� -� 7 Y vs _� � +.t sr n .. s t i,.r � , i r - 3 V� -.,� .a• i y 4 �. 4 ... ti - 'v a i">sty rf•�� � .�� t �° rv� " F� ._. W 4k ss O� Y`yt i .ri,�♦ 14 *c kv�+ � $' �a � •�cam.t��` I /s �y �'-v x � c [_f �B ���' Y �U c':. gl.IOl}. -1 ` _ �.� ` r �* G ♦ :,n ZS \ P G A t 11l � � \ .. ��yq. ,: �4' `X t z . r a ..) J ,pA� , T� ♦ '<r h � s �=' y,�L, ,�IfN s dQ- �l s Ec11 . ' (''...3 t ♦1 ( - 4 ! �14� ,,yy..'� ��r2.3 1 /,3 .G .r` t��.r A. h _ - `+ t �. >�l u - ♦.zi s d 1\ 4 I F n — v'" .L 4 _ -. `. E e� ro 5 ��r �} ''�-h f s' r� . s �irr t I cv - �, „ x. ♦ fir' rl�Sr! gssa s4K1-3 v v �� /� \ st, f - , YSA �Y x"y'��' C[@� O . � � � � ! P�� t • � ,'� i � fit'; ', : ON o... .'s x-; j It' ' V' s. '3�• r ♦ x � '� z ,.' t t -s '✓ p } r A, � #\ i~i •— w Y p r Tyy .i ��/F.. p fl 12`.0 25C0 D ®2005 Thomas gros Maps suslyt, ''elo - .,.- E'fA71`R �' m E � F G 0 0 �� S I T E:42100 BMchdeer Lp, remeculs,N 92590, 958-F5 Site:29600 Los Nogales Rd, 7emecok,CA 92591, 959-A4 m Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& 11 City of 7 emecula,County of Riverside,CA Appendix F Treatment Control BMP Sizing Calculations and Design Details • April 2007 APR-11-2007 WED 12: 47 PM Eail 4 Foreman lnc. FA2: 19512949301 P. ON d-i ; � � G Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer Company: t4 AL1_ OKJ Date- m — Project: Location: 1. Determine Impervious Percentage a. Determine total tributary area Ames= O; acres (1) b. Determine Impervious% i = 10 J % (2) 2_ Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Soil Runoff Coefficient C. = O. 8 2- (3) . In. B Sol] Runoff Coefficient Cs = O- 8 2 (4) c_ C Soil Runoff Coefficient C. = •8 3 (5) d. D Soil Runoff Coefficient Cn = • g (6) 3. Determine the Area decimal fraction of each sell type in tributary area a.Area of A Soil 1 (1) = Aa = (7) b. Area of B Soil / (1) = Ao = — (8) c. Area of C Soil / (1) = A. = (9) d. Area of D Soil / (1) = & _ ( (10) 4.Determine Runoff Coefficient a. C =(3)x(7) * (4)x(S)+ (5)x(9) + (6)x(10) = C= m 4 (11) 5. Determine BMP Design flow 0. 1 a. Qa.p=C x l x A= (11)x 0.2 x(1) oemp= 0.14x 0.2 V 0,91 g- (12) • 10 04/11/2007 WEI) 12:21 [TX/RX NO 64061 Z 001 APR-11-2007 WED 12: 47 PM Hall & Foiemin Inc. FA.X: 19512949301 P. 002 Grassed Swales General A Grass swale is a wide, shallow densely vegetated channel that treats stormwater runoff as it is slowly conveyed into a downstream system. These swales have very shallow slopes in order to allow maximum contact time with the vegetation. The depth of water of the design flow should be less than the height of the vegetation. Contact with vegetation improves water quality by plant uptake of pollutants, removal of sediment, and an increase in infiltration. Overall the effectiveness of a grass swale is limited and it is recommended that they are used in combination with other BMPs. This BMP is not appropriate for industrial sites or locations where spills occur. Important factors to consider when using this BMP include: natural channelization should be avoided to maintain this BMP's effectiveness, large areas must be divided and treated with multiple swales, thick cover is required to function properly, impractical for steep topography, and not effective with high flow velocities. Grass Swale Design Criteria: Design Parameter Unit Design Criteria Design Flow cfs QBMP Minimum bottom width ft 2 ft Maximum channel side H:V 3:1 slope Minimum slope in flow % 0.2(provide underdrains for slopes < direction 0.5 Maximum slope in flow % 2.0 (provide grade-control checks for direction slopes >2.0) 1 Maximum flow velocity ft/sec 1.0 based on Manning n = 0.20 Maximum depth of flow inches 3 to 5 1 inch below top ofgrass) Minimum contact time minutes 7 Minimum length ft Sufficient length to provide minimum contact time Vegetation - Turf rass or a roved equal Grass height I inches 4 to 6 mow to maintain height) t Ventura County's Tsolvlical Guidance Menual for Stour ter Quaflty Control Measures 2 City of Modesto's Guidance Manuel for New Development Stormwater Quality Control Measures 3 CA Stommuter BMP Handbook for New Development and Significant Redevelopment 4 Rivenxide County DAMP Supplsment A Atmchment • 52 04/11/2007 WED 12: 21. ITX/RX NO 64061 002 APR-11-2007 WED 12: 48 PM Hall & Foreman Inc. FAX: 19512949301 P. 003 Grass Swale Design Procedure 1. Design Flow Use Worksheet 2 - Design Procedure Form for Design Flow Rate, Qsmp, 2. Swale Geometry a. Determine bottom width of swale(must be at least 2 feet). b. Determine side slopes (must not be steeper than 3:1; flatter is preferred). c. Determine flow direction slope (must be between 0.2% and 2%; provide underdrains for slopes less than 0.5% and provide grade control checks for slopes greater than.2.0% 3. Flow Velocity Maximum flow velocity should not exceed 1.0 ft/sec based on a Mannings n 0.20 4. Flow Depth Maximum depth of flow should not exceed 3 to 5 inches based on a Manning n = 0.20 5. Swale Length Provide length in the flow direction sufficient to yield a minimum contact time of 7 minutes. L = (7 min) x(flow velocity ft/s) x (60 sectmin) 6. Vegetation Provide irrigated perennial turf grass to yield full, dense cover. Mow to maintain height of 4 to 6 inches. 7. Provide sufficient flow depth for flood event flows to avoid flooding of critical areas or structures. Sw.AL: Lr--OCTIH : L GD S -F7Low oGerl( - O_ IT ) J ++ I�CG 1 Oi7Yt 1 H i= 7 1 • 53 04/11/2007 WED 12:21 ITX/RX NO 64061 la003 APP-11-2007 WED 12: 48 PM Hall & Foreman Inc. FAX: 19512949301 1, 004 �Lpu3 3 $ � E o TTa�{ w E D TH 24 I r T 0.33. *WALE Lekarm S MQENT TO PAOVMG MINI CONfACIT➢d 7UNUTZS DM RIP9W GNGFGY OISSIPATCA rCK�� CCfITRC)U A pRbL=.204 FMrN S fJ Tf IFU // \ WNCFIVIRAT£p G[OW8 { I y L y � W � v v W1► W �.. W " �- W 0ilIE6T r � L iNIOpWia BLOTTEO'CU�•taN6 lPIG1110F9N�.1E ' TRAPEZOIDAL GRASS SWALE PLAN NOT TO SCALI i �mNr �////p[IM OP rLaN AT BQpt' -< <HEIWfI'QPGR�RB - _ ' C SAW]Y tom nRr In COAR7ZaMV N (RSOIARGU FCR Sla/.S�QB X) 6'ASTM G38 SANG uNGEauwuN RFRuiP6o FOR$pPCScC.Efi 9[iROM YA[LM TRAPEZOIDAL GRASS SWALE SECTION NOT TO SCALE Figure 11: Grassed Swale Source: Ventura County Guidance Manual i 54 04/11/2007 WED 12:21 ITX/RX NO 64061 004 Worksheet 9 Design Procedure Form for Grassed Swale Designer: G�LEfZtijAAI 4a-DiCA Company: H A-LL 4fi012(=3W AJ0 Date: C7)4 - 11 - O'l. Project: PLq-0-q- 7-tO y1S X Location B-Ae1LDc=C52 Lflop L a)ihz. -Rohr) TEMEcuLk C 1. Determine Design Flow QBMP = O T� cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b = 2 ft b. Side slope (z) z c. Flow direction slope (s) s = o. (, % 3. Design flow velocity(Manning n =0.2) v = 0•ZI ft/s • 4. Depth of flow(D) D = 1 ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L = 30, ft 6. Vegetation (describe) i Gf4TF-'D 212hSS 'TOP-P 8. Outflow Collection (check type used or a Grated Inlet' describe "other") _fnfiltration Trench _Underdrain Other Notes: I*LSTkLL 1*2- ' , T-Cj? LLr--L TCl -*5u;7-:FACE OF SOJAti�- , it S.a SELow rL. .� I1.IST4LL 1211 i-''JG :3Dekil t -TI"?r- :Fyom iTecl:F r=o IIJ LET To E1(LJT-1 Q _i F2 +-T>JQ G 'iTL4ka-S 4-0Z rnIN1tinun., 100% Ce�czv1e„^ 1 55 • tmp#2.txt channel calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . . . . Trapezoidal Solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0070 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.2000 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.2000 in Height . . . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in Bottom width . . . . . . . . . . . . . . . . . . . . 24.0000 in Left slope . . . . . . . . . . . . . . . . . . . . . . 0. 3300 ft/ft (v/H) Right slope . . . . . . . . . . . . . . . . . . . . . 0. 3300 ft/ft (v/H) computed Results: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 0.1604 cfs velocity . . . . . . . . . . . . . . . . . . . . . . . . 0.2142 fps Full Flowrate . . . . . . . . . . . . . . . . . . . 2.2248 cfs Flow area . . . . . . . . . . . . . . . . . . . . . . . 0.7488 ft2 Flow perimeter . . . . . . . . . . . . . . . . . . 44.4227 in Hydraulic radius . . . . . . . . . . . . . . . . 2 .4274 in Top width . . . . . . . . . . . . . . . . . . . . . . . 43. 3939 in area . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.0303 ft2 Perimeter . . . . . . . . . . . . . . . . . . . . . . . 100. 5850 in Percent full . . . . . . . . . . . . . . . . . . . . 26.6667 critical Information critical depth . . . . . . . . . . . . . . . . . . 0.6812 in critical slope . . . . . . . . . . . . . . . . . . 1. 5716 ft/ft • critical velocity 1.3009 fps critical area 0.1233 ft2 critical perimeter . . . . . . . . . . . . . . 28.3476 in critical hydraulic radius . . . . . . . 0.6263 in critical top width . . . . . . . . . . . . . . 28.1286 in Specific energy . . . . . . . . . . . . . . . . . 0.2674 ft Minimum energy . . . . . . . . . . . . . . . . . . 0.0852 ft Froude number . . . . . . . . . . . . . . . . . . . 0.0830 Flow condition . . . . . . . . . . . . . . . . . . Subcritical o:v M Iry k o.2142 '�F-r <Lc r�i til LF=KJG-1 1 12V--Q01(2-r---0 iO0 M � rl� MOM . LEztd&T4 1`FV-0Q LDE:D 105 Page 1 Water Qualitv Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 Cih of Temecula,County of Riverside,CA Appendix G Agreements — CC&Rs, Covenant and Agreements and/or Other Mechanism for Ensuring Ongoing Operations, Maintenance, Funding and Transfer of Requirements for this Project Specific WQMP • April 2007 Water Quality Management Plan(NVQM P) Plaza Rio vista Parcel Map 12890, Parcels 10& 11 City of 7 emecula,County of Riverside,CA Typical Requirements for Common Maintenance Mechanisms 1. Public entity maintenance: The Co-Permitlee may approve a a public or acceptable quasi-public entity (e.g. the Riverside County Flood Control District, or annex to an existing assessment district, an existing utility district, a state or federal resources agency, or a conservation conservancy) to assume responsibility for operation, maintenance, repair and replacement of the BMP. Unless otherwise acceptable to individual Co-Permittecs, public entity maintenance agreements shall ensure estimated costs are front-funded reliability guaranteed, (e.g., though a trust fund, assessment district fees, bond, letter of credit or similar means). In addition, the Co-Permittees may seek protection from liability by appropriate releases or indemnities. The Co-Pcrmittee shall have the authority to approve Urban Runoff BMPs proposed for transfer to any other public entity within its jurisdictional before installation. The Co-Pennittee shall be involved in the negotiation or maintenance requirements with any other public entities accepting maintenance responsibility within their respective jurisdictions; and in negotiations with the resource agencies responsible for issuing permits for the construction and/or maintenance of the facilities. The Co-Permittee must be identified as a third party beneficiary empowered to enforce such maintenance agreement within their respective jurisdictions. • 2. Project proponent agreement to maintain Urban Runoff BMPs: The Co- Pcr nittee may enter into a contract with the project proponent obliging the project proponent to maintain, repair and replace the Urban Runoff BMP as necessary into perpetuity. Security or a funding mechanism with a "no sunset' clause maybe required. 3. Assessment districts: The Co-Pennitteemay approve an Assessment District or other funding mechanism created by the project proponent to provide fund for Urban Runoff BMP maintenance, repair and replacement on an ongoing basis. Any agreement with such as District shall be subject to the Public Entity Maintenance Provisions above. 4. Lease provisions: In those cases where the Co-Pennittee holds title to the land in question, and the land is being leased to another party for private or public use, the Co-Permittec may assure Urban Runoff BMP maintenance repair and replacement through conditions in the lease. 5. Conditional use permits: For discretionary projects only, the Co-Permittee may assure maintenance of Urban Runoff BMPs through the inclusion of maintenance conditions in the conditional use permit. Security may be applied. 6. Alternative mechanisms: The Co-Permittee may accept alternative maintenance mechanisms if such mechanisms are as protective as those listed above. April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I City of Temecula,County of Riverside,CA 40 Covenant Agreement Water Quality Management Plan and Stormwater BMP Transfer, Access and Maintenance Agreement (adapted from documents from the Ventura County Stormwater Management Program) Recorded at the request of: City of Temecula After recording, return to: City of Temecula City Clerk Water Quality Management Plan and Stormwater BMP Transfer, Access and Maintenance Agreement • OWNER: Alfred W. & Inge I. Heinzelman PROPERTY ADDRESS: 43055 & 43015 Blackdeer Loop Temecula, CA APN: 921-030-016, 921-030-017 THIS AGREEMENT is made and entered into in Los Angeles, California, this 28 day of April, by and between Alfred W. Heinzelmann & Inge I Heinzelmann, herein after April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I I City of Temecula,County of Riverside,CA • 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" and depicted in Exhibit "B", each of which exhibits is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project known as Plaza Rio Vista 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 accepted 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 of 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 direct all necessary repairs or other preventative measures at owner's expense as April 2007 Water Quality Management Plan Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 City of Temecula,Counly of Riverside,CA • 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 stormwater-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. April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I City of Temecula,County of Riverside,CA • 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 9. 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: • Alfred W. & Inge 1. Heinzelmann C/o Viola's Management 42568 Jolene Court, Temecula, CA, 92592 (951) 302-8153 IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. OWNER: Alfred W. Heinzelmann Name Owner Title • April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10&I I City of Temecula,County of Riverside,CA • OWNER: Inge I. Heinzelmann Name Owner Title IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. NOTARIES ON FOLLOWING PAGE A notary acknowledgement is required for recordation (attach appropriate acknowledgement) • ACCEPTED BY: City Engineer Date • April 2007 Water.Quality Management Plan(WQMP) Plan Rio Vista Parwl Map 12890,parcels 10& I City of Temecula.County of Riverside,CA • IF TO CITY: IF TO OWNER: Alfred W_& Inge I.Heinzelmann C/o Viola's Management 42568 Jolene Court Temecula, CA. 92592 (951) 302-8153 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 Alfred W. Heinzelmann/Owner CITY OF Title OWNER: Name Title Name Inge I. Heinzelmann/Owner ATTEST: Title City Clerk Date NOTARIES ON FOLLOWING PAGE April 2007 • State of Callf�r la County of LO6 JrN �rE1��5 Su bsalbed and sworn e to(or aglrmed) Berore 1ne on this 2?S . of A PK-20� AL�f:6D 1a), TVEC, rr AnD IN t I. HEt�(z�LMRn1n( roved to me on the basis of satisfactory evidence to be the Pwson(s)who appeared before me Signature lM17�Q,(F.{4i NATALIA J. ZAIAC Commission# 1693668 Notary Public-California Los Angeles County My Comm,Expires Sep 14,2010 April 2007 • • Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& I I City of Temecula,County of Riverside,CA • EXHIBIT A (Legal Description) BEING PARCELS 10 & 11 OF PARCEL MAP 12890 IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS FILED IN BOOK 106, PAGES 82 AND 83 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID CITY. • • April 2007 Water Quality Management Plan(WQMP) Plaza Rio Vista Parcel Map 12890,Parcels 10& 11 • City of Temecula,County of Riverside,CA EXHIBIT B (Map/Illustration) X '0 79 \"'P 7 0 Location A, 00 rn 1000 It 02006 Yahoo!Inc (D2008�,44�)\VTE • April 2007 Water Quality Management Plan (WQMP) Plaza Rio Vista Parcel Map 12890, Parcels 10& l I Citv of Temecula,CountN of Riverside,CA Appendix H Phase 1 Environmental Site Assessment — Summary of Site Remediation Conducted and Use Restrictions Note: No Phase I Environmental Site Assessment Conducted. • • April 2007