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HomeMy WebLinkAboutWQMP Redhawk Tire Store Project Specific Water Quality Management Plan For: Redhawk Tire Store PA 05-0172; LD 07-048GR DEVELOPMENT NO. PARCEL 7, PM 28384 Prepared for: Jubela Family Limited Partnership Joe Jubela 1148 Industrial Ave. Escondido, Ca 92029 (760)801-2581 Prepared,by: Land Development Design Corporation 2313 E. Philadelphia St., Suite F Ontario, CA 91761 (909)930-1466 Kevin J. Richer, RCE 43714 Lic. Exp. 3/31/09 WOMP Preparation/Revision Date: 8/14/07 ES J NO.43714 r" LIC. EXP /3t�g >E 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 gather and evaluate the information submitted." Signature Date No. 43714 3 E /31 Water Quality Management Plan (WQMP) Redhawk Tire Store OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Herron Rumansoff for the project known as Red Hawk at the southwest corner of Commerce Center Drive and Via Montezuma in the city of Temecula. This WQMP is intended to comply with the requirements of TEMECULA for Parcel 7, PM 28384, 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 TEMECULA Water Quality Ordinance (Municipal Code Section 8.28.500). If the undersigned transfers its interest in the subject property/project, its successor in • interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I certify urac�er pgnalty of;(aw that the provision of this WQMP have been reviewed and acc pled nd th�aftl, will be transferred to future successors in interest." ell M6 w is Signat 'e Date / Owner's Printed Name Owner's Title/Position 4P �e�c 05/22/07 . CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of 7U untAJ'� I - ss. On ..)g -0 7 , before me, � Date (� Narnie and Title at Officer(e.g.,"Jane Doe,Notary Public") personally appeared \' 10 & . C a Name(s)of Signer(s) ❑ personally known to me oved to me on the basis of satisfactory evidence SHELLEY A. POLLAK t to be the person(�Ywhose nami-subscribed CommNotary Public N 1725317 to the within instrument and acknowledged to me that .e Notary Public -California � 9 Riverside County he heA4@y_executed the same in Eisenitheir M/Camm.Expires Mor 13,2011 authorized capacity( s`f, and that by h1i�/Ihlerftl signaturl on the instrument the personrs), or the entity u6on behalf of which the perso;t( acted, executed the instrument. . WITNESS my hand and official seal. Place Notary Seal Above jh -,/, , ^ I Signature of Notary Public OPTIONAL Though the information below is not required bylaw, 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: rLlc p, v Document Date: y Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signers) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer—Title(s): ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Partner—❑ Limited ❑ General _ ❑ Attorney in Fact Top of thumb here ❑ Attorney in Fact Ll Trustee Top o1 thumb Hata ❑ Trustee ❑ Guardian or Conservator ❑ Guardian or Conservator ❑ Other: ❑ Other: Signer Is Representing: Signer Is Representing: ©2004 National Notary Associaticn•9350 De Soto Ave.,P.C.Box 2402•Chatsworth,CA 913132402 Item No.5907 Reorder:Call TollFree1-800876-6827 Water Quality Management Plan(WQMP) Redhawk Tire Store Contents Section Page I PROJECT DESCRIPTION A-1 II SITE CHARACTERIZATION A-4 III POLLUTANTS OF CONCERN A-5 IV HYDROLOGIC CONDITIONS OF CONCERN A-6 V BEST MANAGEMENT PRACTICES A-7 V.1 Site Design BMPs A-7 V.2 Source Control BMPs A-11 V.3 Treatment Control BMPs A-12 VA Equivalent Treatment Control Alternatives A-15 V.5 Regionally-Based Treatment Control BMPs A-15 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs A-16 VII FUNDING A-17 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE PLAN C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN(IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS-CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT- SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT-SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS(NOT CONDUCTED FOR THIS PROJECT) A-i 05/22/07 Water Quality Management Plan(WQMP) Redhawk Tire Store I . Project Description The project description shall completely and accurately describe in narrative form, and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be described and/or addressed in the "Project Description" section of the project-specific WQMP: ■ Project owner and WQMP preparer; ■ Project location; ■ Project size; ■ Standard Industrial Classification (SIC), if applicable; ■ Location of facilities; ■ Activities and location of activities; ■ Materials Storage and Delivery Areas; ■ Wastes generated by project activities. Project Owner: Jubela Family Limited Partnership WQMP Preparer: LDDC 2313 E. Philadelphia St., Suite F Ontario, CA 91761 (909) 930-1466 Kevin J. Richer- RCE 43714 Project Address: The east side of Margarita Road, north of Dartola Road, south of De Portola, City of Temecula APN Number(s): 959-090-007 Thomas Bros. Map: 2006, Page 979, Grid E2 Project Watershed: Santa Margarita River (HA 902) Sub-watershed: Murrieta Creek (HSA 902.32) Project Site Size: 1.36 Acres Standard Industrial Classification (SIC) Code: 7538 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): NO A-1 05/22/07 Water Quality Management Plan(WQMP) Redhawk Tire Store • PROJECT DESCRIPTION: The project proposes to construct an automotive repair service building with five (5) maintenance bays and an office area. The office area is 918 SF (0.02 AC) and the area of the maintenance bays is 4,558 SF (0.10 AC). A self-service car-wash with four(4)washing bays is located on the southerly portion of the parcel. The project site is a 1.36 acre parcel surrounded by an existing parking lot on the south side. There is a vacant parcel to the east. There is a commercial building under construction to the north of the project. Margarita Road, a fully improved street, abuts the project to the west. The landscape area is 14,065 SF (0.32 AC) and the paved areas of the parking lot and driveways is 31,820 SF (0.73 AC). LOCATION OF FACILITIES: The project flows westerly and southerly towards a catch basin at the southwest corner of the site. The catch basin will be fitted with a fossil filter. The tire store office and maintenance bays are located along the north side of the project site. There is a vegetated swale located along the north boundary which accepts flows from the northerly roof drains of the tire shop. Floor drains will be located within the maintenance bays. These drains will discharge into a proposed clarifier located south of the building. The trash enclosure is located along the east side of the maintenance bays. The trash enclosure will have a trench drain constructed along the front of the enclosure. This trench drain will discharge into the vegetated swale along the north boundary. The car wash facility is located near the southerly boundary of the project with a paved drive area located to the east and west of the proposed building. The car wash facility will have floor drains connected to a separate clarifier system. A canopy is proposed near the southeast corner. The vacuuming facilities are located within this covered structure. ACTIVITIES: Tire repairs and replacement will be conducted onsite with other minor automotive repairs such as brake replacement and oil changes. A self-wash facility on the south portion of the lot will allow vehicles to be vacuumed and washed. The 4 car wash stalls will drain to a floor drain that is connected to a drain that will flow through an oil-water separator and two reclaimed water clarifiers before the overflow of the system flows to the sanitary sewer. LOCATION OF ACTIVITIES: The vehicle repairs will take place within the maintenance bays of the northerly building. The washing activities will be conducted in the covered wash bays on the south side of the project. No repair services will be conducted outside of the building area. MATERIAL STORAGE: All material storage is kept inside the repair bays/ maintenance shop. There is no exterior storage. DELIVERY AREAS: • Delivery areas are located in front of the repair bay doors for the project. There are no loading/unloading docks proposed for this project. A-2 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store WASTE GENERATED: The expected wastes for the repair operations will be automotive fluids, worn automotive parts, and old tires that will be disposed of according to procedures outlined for automotive repair businesses. Wastes generated on the exterior portion are expected to be litter, debris, trimmings and dead plant material from landscape areas and oil and grease from parked cars. A-3 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store Additional Permits/Approvals required for the Project AGENCY Permit required (yes or no) State Department of Fish and Game, 1601 Streambed NO Alteration Agreement State Water Resources Control Board, Clean Water NO Act (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 NO permit US Fish and Wildlife, Endangered Species Act section NO 7 biological opinion Other (please list in the space below as required) General Construction Permit(SWRCB) YES CITY GRADING PERMIT YES CITY BUILDING PERMIT YES Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP shall include: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co-Permittee base mapping; and 2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: ■ Location and identification of all structural BMPs, including Treatment Control BMPs; ■ Landscaped areas; ■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.); ■ Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.); ■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation; ■ Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other A-4 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated; ■ Location(s) of Receiving Waters to which the project directly or indirectly discharges; ■ Location of points where onsite (or tributary offsite) flows exit the property/project site; ■ Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site. Each tributary area should be clearly denoted; ■ Pre- and post-project topography. Appendix G of this project-specific WQMP shall include copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. A-5 05/22/07 Water Quality Management Plan(WQMP) Redhawk Tire Store II . Site Characterization Land Use Designation or Zoning: COMMERCIAL Current Property Use: VACANT Proposed Property Use: COMMERCIAL Availability of Soils Report: YES, INCLUDED Phase 1 Site Assessment: NO Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Designated Beneficial Uses Proximity to RARE Impairments Beneficial Use Creek Phosphorous, MUN, AGR, IND, REC1, RARE waterbody Temecula (HSA 2Cre Nitrogen, Total REC2, WARM, COLD, WILD, (approximately Dissolved Solids RARE miles from site Santa Margarita Phosphorus MUNI, AGR, IND, REC1, RARE waterbody . River— Upper REC2, WARM, COLD, WILD, (approximately 3 portion (HSA RARE mile from site) 2.22, 2.21 Santa Margarita None MUNI, AGR, IND, PROC, RARE waterbody River— Lower REC1, REC2, WARM, COLD, (approximately 15 portion (HSA WILD, RARE miles from site 2.13, 2.12, 2.11) respectively) Santa Margarita Eutrophic REC1, REC2, EST, WILD, RARE waterbody Lagoon (HSA RARE, MAR, MIGR, SPWN (approximately 23 2.11) mile from site None IND, NAV, REC1, REC2, RARE waterbody Pacific Ocean COMM, BIOL, WILD, RARE, (approximately 25 MAR, AQUA, MIGR, SPWN, total miles from SHELL site) • A-7 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table that associates typical potential pollutants with types of development (land use). It should be noted that at the Co-Permittees discretion, the Co-Permittees may also accept updated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or other commonly accepted agencies/associations acceptable to the Co- Permittee for determination of Pollutants of Concern associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure to Urban Runoff must be addressed in project-specific WQMPs. The Co-Permittee may also require specific pollutants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project proponent preparing a project-specific WQMP shall, at a minimum, do the following: 1. For each of the proposed project discharge points, identify the proximate Receiving Water for each discharge point, using hydrologic unit basin numbers as identified in the most recent version of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region. 2. Identify each proximate identified above that is listed on the most recent list of Clean • Water Act Section 303(d) list of impaired water bodies, which can be found at website www.swrcb.ca.gov/tmdl/303d_lists.html. List all pollutants for which the proximate Receiving Waters are impaired. 3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the pollutants expected to be generated by the project. This WQMP will address pollutants associated with the "Parking Lots" category. Item #1. Addressed in Section II, Receiving Waters table. Item #2. Addressed in Section II, Receiving Waters table. Item #3. 'Parking lots' will be used as the pollutant category for this WQMP. As such, the pollutants associated with parking lots are listed below. A-8 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • P�OLLUTr'ATNTS POTENTIAL 303T(Ell LISTING ®Expected �Pote'ntiall� SOURCE BacteriaNirus (Roof/Parking Lot) Heavy Metals (Parking Lot) Nutrients Landscaping Phosphorus, Nitrogen _ Pesticides Landscaping Organic Parking Lot Compounds Sediments Landscaping Trash & Debris Parking Lot Oxygen Demanding Landscaping Substances Oil & Grease Parking Lot Pollutant of Concern Temecula Creek is listed on the 303(d) list as impaired by nitrogen, phosphorus and total dissolved solids. As such, phosphorus, nitrogen and total dissolved solids are the POCs for this project. Legacy Pollutants This site is a vacant lot that was previously graded but not developed. As such, there are no legacy pollutants associated with this site. A-9 05/22/07 Water Quality Management Plan(WQMP) Redhawk Tire Store • Urban Runoff Pollutants: The site is graded to direct flows toward the perimeter vegetated swales that lead to the landscape frontage adjacent to Margarita Road, toward a catch basin inlet located at the southwest corner of the project site, which connects to an existing storm drain. The catch basin will be fitted with a fossil filter. The vegetated infiltration swales, and catch basin / trench drain fossil filters are a combined design that will treat each of the listed pollutants at a medium to high efficiency. A-10 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store IV. Hydrologic Conditions of Concern Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; storm flows could fill this sediment- carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre-development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions are met: ■ Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Permittee. ■ Condition B: The project disturbs less than 1 acre. The disturbed area calculation should include all disturbances associated with larger plans of development. . ■ Condition C: The project's runoff flow rate, volume, velocity and duration for the post- development condition do not exceed the pre-development condition for the 2-year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by minimizing impervious area on a site and incorporating other site-design concepts that mimic pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co-Permittee. This Project meets the following condition: Condition A A-11 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store STORM EVENT 2-YEARA., 20WI UR 10-YEAR1 24TH0'UR 1T00-YEAR,2 HOUR Pre- Post- Pre- =II,.e- lamNMdevelopment development development Q (cfs) 1.10 ." 1.95: 2.07.' 3.01 '3.30: 4.50' Velocity 2.2 1.7 2.6 1.9 2.9 2.1 (ft/sec) Volume 0.0201 0.1163 0.1152 0.2480 0.3877 0.4781 (acre-feet) Duration 4-459 O ra 4758& RFs -q,625� (minutes) 13,053 8.145 13.053 8.145 13.053 8.145 A-12 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • V. Best Management Practices V.1 SITE DESIGN BMPS Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize Impervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas (DCIAs) The project proponent should identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. See Section 4.5.1 of the WQMP for additional guidance on Site Design BMPs. If a particular Site Design BMP concept is found to be not applicable, please provide a brief explanation as to why the concept cannot be implemented. Also provide a narrative describing how each included BMP will be implemented. In those areas, where Site Design BMPs require ongoing maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection shall be described. The location of each Site Design BMP must also be shown on the WQMP Site Plan included in Appendix • B. A-13 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store Table 1. Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Urban Runoff Concept 1 Maximize the permeable area (See Section 4.5.1 of the X WQMP . Incorporate landscaped buffer areas between X sidewalks and streets. Maximize canopy interception and water conservation X by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. X(2) Where soils conditions are suitable, use perforated X pipe or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to X increase opportunities for infiltration consistent with vector control objectives. • Other comparable and equally effective site design X concepts as approved by the Co-Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). (1) The existing landscape areas along Margarita Road will be preserved to maximize permeable areas. . (2) The site was previously graded. There are no natural drainage systems. • A-14 05/22/07 Water Quality Management Plan(WQMP) Redhawk Tire Store • Table 1. Site Design BMPs (Cont.) Included Design Technique Specific BMP yes no Concept Site Design Minimize Impervious Concept 1 Footprint Maximize the permeable area (See Section 4.5.1 of the X WQMP . Construct walkways, trails, patios, overflow parking X(3) lots, alleys, driveways, low-traffic streets and other low -traffic areas with open jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and parking lot aisles to X the minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised. Reduce widths of street where off-street parking is X(y) available. Minimize the use of impervious surfaces, such as X . decorative concrete, in the landscape design. Other comparable and equally effective site design X concepts as approved by the Co-Permittee(Note: Additional narrative required describing BMP and how it addresses Site Design concept). Site Design Conserve Natural Areas Concept 1 Conserve natural areas (See WQMP Section 4.5.1). N/A(5) Maximize canopy interception and water conservation N/A by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. N/A Other comparable and equally effective site design N/A concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). (3) Pavers or other pervious pavements are not suitable for the high traffic volumes of this project. (4) The drive aisles and parking stalls are designed to the minimum widths allowed under the city ordinance. Decorative concrete areas are not included in the landscape design. (5) The site was previously graded; there are no natural areas to conserve. • A-15 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • Table 1. Site Design BMPs(Cont.) Included Design Technique Specific BMP Yes no Concept Site Design Minimize Directly Residential and commercial sites must be designed to contain X Concept 2 Connected Impervious and infiltrate roof runoff, or direct roof runoff to vegetative Areas (DCIAs) swales or buffer areas, where feasible. Where landscaping is proposed, drain impervious sidewalks, X walkways, trails, and patios into adjacent landscaping. Increase the use of vegetated drainage swales in lieu of X underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated swale or N/A gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb; periodic N/A swale inlets drain to vegetated swale/biofilter. Dual drainage system: First flush captured in street catch N/A basins and discharged to adjacent vegetated swale or gravel shoulder, high flows connect directly to MS4s. Design driveways with shared access, flared (single lane at X(6) street)or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. • 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. Where landscaping is proposed in parking areas, incorporate X landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of the Co- X(7) Permittee's minimum parking requirements) may be constructed with permeable paving. Other comparable and equally effective design concepts as X approved by the Co-Permittee (Note:Additional narrative required describing BMP and how it addresses Site Design concept). The site is designed per city requirements for landscape coverage, etc. The roof drains are directed to discharge directly into landscape areas along the north boundary. The southerly drains will discharge onto the pavement but will eventually enter the infiltration swale prior to entering the proposed catch basin near the southwest corner of the project. The sidewalks located near the building entrances are directed to flow into the landscape areas adjacent to the walks. These flows eventually will enter the parking lot areas and drain toward the vegetated infiltration swales. No modifications are made to the street improvements because the improvements are existing. The landscape buffer around the perimeter streets is existing and will be maintained. The canopies and shrubbery will be maintained in this landscape area. (6) Existing driveways were designed and installed previously and are not a part of this project. (7) There is no overflow parking. • A-16 Water Quality Management Plan (WQMP) Redhawk Tire Store V.2 SOURCE CONTROL BMPs Table 2. 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 X Activity Restrictions X Irrigation System and Landscape Maintenance X Common Area Litter Control X Street Sweeping Private Streets and Parking Lots X Drainage Facility Inspection and Maintenance X Structural Source Control BMPs MS4 Stenciling and Signage X Landscape and Irrigation System Design X Protect Slopes and Swales X Provide Community Car Wash Racks X Not part of this project Properly Design: Fueling Areas X Not part of this project • Air/Water Supply Area Drainage X Trash Storage Areas X Loading Docks X Not part of this project Maintenance Bas X Vehicle and Equipment Wash Areas X Vehicles are parked Outdoor Material Storage Areas X for repair Outdoor Work Areas or Processing Areas X Not part of this project Provide Wash Water Controls for Food Preparation Areas X Not part of this project NON-STRUCTURAL BMPs The owner/operator will be supplied with educational materials for employees, etc. Materials shall include BMP handouts for various Non-Structural & Structural BMPs, and business handouts for vehicle maintenance operations. These business handouts will be posted onsite. City ordinances and Covenants, Conditions and Restrictions recorded for the property restrict outdoor activities and outdoor storage (there is no outdoor storage on this property). Outdoor maintenance activities are prohibited. The outdoor storage (there is no outdoor storage on this property) is limited to customers dropping off vehicles for repair. The owner/operator is responsible for enforcing these restrictions. Irrigation systems and landscape will be maintained by a landscape maintenance contractor. Irrigation will be maintained and adjusted as necessary to prevent leaks, overwatering, etc. The owner will provide a maintenance contract and schedule prior to occupancy. The maintenance contractor can also be contracted to include common area litter cleanup and sweeping of the parking lot at biweekly intervals at a minimum. A-17 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store ACTIVITY $P.EC-IF.IC-1FREQ.UENRESPANSIBLEIP.AR� Non StructwraltSource Controls Education Provided at occupancy, within 3 Owner months for new hires & annually thereafter Activity Restrictions Daily Owner Irrigation & Landscape Bi-weekly Owner Maintenance Litter Control Daily Owner Parking Lot Sweeping Bi-weekly Owner Catch Basin Inspection Monthly Owner t uu turalls Stenciling Inspect and/or replace annually Owner Irrigation Maintenance Same as landscape Owner maintenance Slopes & Channels Same as landscape Owner maintenance Air/Water Supply Inspect weekly Owner Trash Storage Areas Daily Owner Maintenance Bays Weekly Owner Vehicle Wash Areas Weekly Owner • A-18 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store EMPLOYEE EDUCATION LOG w Name Name Date 1NQMP (Printed) (Signature) Materials Provided (Mo/Day/Yr) • • A-19 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store The owner will enter into a maintenance and inspection contract for inspection and maintenance of all onsite filters with the installer of the filter systems. The owner will provide a maintenance contract and schedule prior to obtaining certificate of occupancy. These inspections shall take place twice a year, at a minimum. One of these inspections is required to be conducted immediately prior to the rainy season. STRUCTURAL BMPs The catch basin inlets and trench drain will be stenciled with an appropriate message "No Dumping- Drains to River" or other approved message that the rainfall drains to the river. The landscape will be designed to group plants in similar watering requirements and also to include drought tolerant plants. The landscape along the frontage of Margarita Road is designed as a vegetated swale to increase infiltration and treatment of pollutants. A landscape basin will be graded around the catch basin inlet at the southeast corner of the parking lot to promote infiltration by depressing the landscape Y-6" below the basin inlet. Air/Water Supply areas and Trash areas will be designed to keep drainage flows from entering areas. Maintenance areas will be serviced daily according to the BMP handout included in Appendix D. The facility is not designed with pits or recessed areas. Vehicle wash areas will be serviced weekly. Vehicle wash areas will be designed to keep drainage from entering areas. Appendix D includes copies of the educational materials that will be used in implementing this project-specific WQMP. • A-20 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • V.3 TREATMENT CONTROL BMPs Directions for completing Table 3: Treatment Control BMP Selection Matrix For each pollutant of concern enter"yes" if identified using Exhibit B (Riverside County WQMP - General Categories of Pollutants of Concern per the instructions specified in Section III of this Template), or"no" if not identified for the project. Check the boxes of selected BMPs that will be implemented for the project to address each pollutant of concern from the project as identified using Exhibit B. Treatment Control BMPs must be selected and installed with respect to identified pollutant characteristics and concentrations that will be discharged from the site. For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an explanation of how they will be addressed by Treatment Control BMPs. For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more Treatment Control BMPs of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern will be fully addressed. The Agency may require information beyond the minimum requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. In addition to completing the Selection Matrix, provide detailed descriptions on the location, implementation, installation, and long-term O&M of planned Treatment Control BMPs. Supporting engineering calculations for QBMP and/or VBMp, and Treatment Control BMP design details are included in Appendix F. • Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, and Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. Vegetated infiltration swales will be located along the perimeters of the project. The cumulative length of the vegetated infiltration swales is 710 feet. The vegetated swales are designed with a 2' bottom, 5% side slope and a maximum depth of 0.75 feet. The length of each of the three vegetated infiltration swales is a minimum of 100 feet long which exceeds the required lengths shown on each of the calculations for Areas Al, A2 & A3 in Appendix F. The sod in the vegetated swale shall be maintained at 4" thick. Each vegetated infiltration swale has a collector pipe constructed underneath the swale that drains to the storm drain inlet at the southwesterly corner of the site. The north roof drains will discharge into the northerly vegetated infiltration swale. The parking lot will drain southerly and westerly towards the vegetated infiltration swale and infiltration basin located along Margarita Road. Once the flows enter the vegetated infiltration swales, they will flow towards the catch basin at the southwest corner of the project. The catch basin will be fitted with a fossil filter. The flows will discharge through the catch basin to the existing storm drain. Three catch basins will be installed at the driveway crossings to allow the flows to cross under the driveway in storm drain pipes. The storm drain pipes will outlet into vegetated infiltration swales on the downstream side of the driveways. The car wash facility and tire warehouse will drain towards interior floor drains that connect to onsite clarifiers located in the common driveway of each. The clarifiers are connected to the sanitary sewer system located in Margarita Road. • A-21 05/22/07 Water Quality Management Plan (WQMP) Nelson Auto Service Center Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(9) Veg.Swale Detention Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins (2) & Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Strips Trenches/Porous Wetlands Filtration Inlets Systems(4) Devices Pavement(3)(10) Sediment/Turbidity H/M M H/M H/M H/M L H/M U L for turbidi Yes/No? Yes X X X Nutrients (Phosphorous) L M H/M H/M L/M L L U Yes/No? Yes X X X Organic Compounds U U U U H/M L L U Yes/No? I Yes X X X Trash& Debris L M U U H/M M H/M U Yes/No? Yes X X X Oxygen Demanding Substances L M H/M H/M H/M L L U Yes/No? I Yes X X X Bacteria &Viruses U U H/M U H/M L L U Yes/No? Yes X X X Oils &Grease H/M M U U H/M M L/M U Yes/No? Yes X X X Pesticides (non-soil bound) U U U U U L L U Yes/No? Yes X X X Metals H/M M H H H L L U Yes/No? Yes X X X A-22 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook— New Development and Redevelopment (www.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, and Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. A-23 05/22/07 Water Quality Management Plan (WQNW) Redhawk Tire Store VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES NOT APPLICABLE V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS NOT APPLICABLE A-24 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store VI . Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Treatment Control BMPs shall be identified in the project-specific WQMP. The project-specific WQMP shall address the following: ■ Identification of each BMP that requires O&M. ■ Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. ■ BMP start-up dates. ■ Schedule of the frequency of O&M for each BMP. ■ Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, HOA or POA CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to guarantee perpetual O&M. The preparer of this project-specific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project-specific WQMP. ■ Self-inspections and record-keeping requirements for BMPs (review local specific . requirements regarding self-inspections and/or annual reporting), including identification of responsible parties for inspection and record- keeping. ■ Thorough descriptions of water quality monitoring, if required by the Co-Permittee. The three catch basins and one trench drain will be fitted with Flogard Plus fossil filters. The existing CMP riser in the southwest corner will also be fitted with a Flogard fossil filter. The filters will be inspected monthly during the rainy season and semi-annually during the dry- weather season. The hydrocarbon absorbent media will be replaced as necessary by the inspector/contractor,. The maintenance of the BMP will begin at the time the certificate of occupancy is issued. The owner is responsible for the cost of this maintenance. A maintenance contract will be provided by the owner prior to occupancy. Inspection reports will be provided to the owner. The vegetated infiltration swales and depressed landscape basin will be maintained by the landscape maintenance contractor. The swale will be inspected bi-weekly to check for deposits of sediment and areas of damaged or dead vegetation. Damaged or dead vegetation shall be removed and replaced. Inspection reports will be provided to the owner. A covenant or agreement will be recorded by the owner stating that the owner is responsible for the maintenance of the project site until such time as the property is sold or transferred. A copy of this document is included herein. • A-25 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store • VII. Funding A funding source or sources for the O&M of each Treatment Control BMP identified in the project- specific WQMP must be identified. By certifying the project-specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer O&M responsibilities is to record the project-specific WQMP against the title to the property. The owner is responsible for the funding of the O&M for the BMPs. x• Structural.:. QuantityCapital ' _Annual;. ' ,Startf9p «''"O&M ,Responsible, Responsible BMPs Cost($) :O&M , - K Dates , Frequency °'k Funding FundingParty e eCost (weekly/'. Party-;, for Long-Term i r monthly/._x'_ For` F' O&M uarterl �' ° installation Catch 4 $2500 $500 Prior to Owner Owner Basin Occupancy ' Filters Vegetated 710 IF $5000 $600 Prior to Bi-weekly Owner Owner Swale Occupancy 'Monthly during the rainy season, and semi-annually during the dry-weather season. One of the two dry- weather inspections will take place immediately before the start of the wet-weather season. i A-26 nc n�ins Water Quality Management Plan (WQMP) Redhawk Tire Store 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 operate 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 def It f responsibilities as provided by the lease contract and law. The 9 nem r for R�haw� .ire tore wi( e responsible for the installation, and operation and maintenance of all B Ps unt�sueh time t he site ansferred to a new owner. i wner or Co �' / r1Rpa y Official's Signature DateT / T /� 7 �'✓/iP7�J('}� �g 1e 69 ���'PaLCI/a./�`V/.��C l� �1/5 ClkA r, Owner or Company Official's Printedinted Name Owner or Company Official's Title/Position 3f(! ii bob- -,�/F F,9-/,I/y • Jubela Family Limited Partnership Joe Jubela 1148 Industrial Ave. Escondido, Ca 92029 (760) 801-2581 A-27 05/22/07 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California 1 County of `'PL-L11`���- ss. J On ?'/8'y 7 before me, Date Nam nit Title of Officer(e.g.,"Jane Doe,Notary Public') personally appeared � � � Name(s)of Signers) ❑ personally known to me SNELLEy A. POLLAK �y oved to me on the basis of satisfactory evidence Cornmiseion M 1125317 ry Notary Public -californla to be the person( whose name(Oeli subscribed w Riverside county to the within inst ment and acknowledged to me that M cornn.E�resn� 13.2011 Qhe/they- executed the same in Q/her/their authorized capacity(iP41 and that by�jl is'/herAheir signature y on the instrument the persictivi , or the entity upon behalf of which the person() acted, executed the instrument. WITNES�S my hand and official sea/l. Place Notary Seal Above J�-3I[/�, ;,J/// 4 Signature of Notary Public OPTIONAL Though the information below is not required bylaw, 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: ICiJ'Fw-j� 6-;f- Document Date: ! y 0 7 Number of Pages: 1 Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual O Individual ❑ Corporate Off icer—Title(s): ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact Top of thumb here ❑ Attorney in Fact ' ❑ Trustee ❑ Trustee Top of thumb here ❑ Guardian or Conservator ❑ Guardian or Conservator ❑ Other: ❑ Other: Signer Is Representing: Signer Is Representing: • 0 2004 National Notary Association•9350 Be Soto Ave.,RC.Box 24C2•Cnaiswcah,CA 91313-2402 libretto 5907 Reorder.Call TollFree1-600-6]6682] Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix A Conditions of Approval Planning Commission Resolution 06-027 Dated 11/30/2006 i 05/22/07 RECEIVED EXHIBIT A DEC 11 2006 CITY OF TEMECULA HERRDN+RUMANSOFF ARCHITECTS INC. FINAL CONDITIONS OF APPROVAL Planning Application No.: PA05-0172 Project Description: A Development Plan for a proposed tire store and repair shop with an associated automatic car wash totaling 8,353 square feet on 1.1 acres located on the east side of Margarita Road,approximately 800 feet north of Highway 79 South Assessor's Parcel No.: 959-090-007 MSHCP Category: Commercial DIF Category: Service Commercial TUMF Category: Service Commercial Approval Date: November 30, 2006 Expiration Date: November 30, 2008 WITHIN 48 HOURS OF THE APPROVAL OF THIS PROJECT Planning Department i. The applicant/developer shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of $64.00 for the County administrative fee,to enable the City to file the Notice of Exemption as provided under Public Resources Code Section 21152 and California Code of Regulations Section 15062. If within said 48-hour period the applicant/developer has not delivered to the Planning Department the check as required above,the approval for the project granted shall be void by reason of failure of condition (Fish and Game Code Section 711.4(c)). !=:APlanninnA?r.intVt goS-Ot7A PedhmO Tire Store & Ce,Wcieh DP-CUPAPIP.nnhpAFhh1 COA,dou GENERAL REQUIREMENTS G:1PlannlnpT0051PA05-0172 Aedhaw The Store 8 Car Wash DP-0UP1PlanninglFlnal COA.doc . Planning Department 2. The applicant shall sign both copies of the final conditions of approval that will be provided by the Planning Department staff, and return one signed set to the Planning Department for their files. 3. The applicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards,judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim,action, or proceeding to which this condition Is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. 4. The permittee shall obtain City approval for any modifications or revisions to the approval of this development plan. 5. This approval shall be used within two years of the approval date;otherwise, it shall become null and void. By use is meant the beginning of substantial construction contemplated by this approval within the two-year period,which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. 6. The Director of Planning may, upon an application being filed within thirty days prior to expiration, and for good cause, grant a time extension of up to three 1-year extensions of time, one year at a time. 7. A separate building permit shall be required for all signage. (Sign program may be required) 8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 9. The conditions of approval specified in this resolution,to the extent specific Items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staffs prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent of that required by the condition of approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal,after payment of the regular cost of an appeal,the decision to the Planning Commission for its decision. Material Color Stucco Parex Eifs- Oyster 10 Trim paint Frazee - 8744D Sweetwood • Stone Eldorado stone - Latana, Cliffstone Roof tiles Eagle wood - Sunset Range nFrP)ev;4. 11e Flom 6 Ce., W'qs ,r,F) \P�znnlnp\FlnFI CP!dor . 10, Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it Is determined that the landscaping Is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. 11. The applicant shall submit to the Planning Department for permanent filing two 8" x 10" glossy photographic color prints of the approved Color and Materials Board and the colored architectural elevations. All labels on the Color and Materials Board and Elevations shall be readable on the photographic prints, 12. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. Public Works Department 13. A Grading Permit for precise grading, including all on-site flat work and improvements,shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City-maintained street right-of-way. 14. An Encroachment Permit shall be obtained from the Department of Public Works prior to commencement of any construction within an existing or proposed City right-of-way. 15. All grading plans shall be coordinated for consistency with adjacent projects and existing improvements contiguous to the site and shall be submitted on standard 24" x 36" City of Temecula mylars. 16. The project shall include construction-phase pollution prevention controls and pennanent post-construction water quality protection measures into the design of the project to prevent non-permitted runoff from discharging offsite or entering any storm drain system or receiving water. 17. A Water Ouality Management Plan (WOMP)must be accepted by the City prior to the initial grading plan check. The WOMP will be prepared by a registered Civil Engineer and include site design BMPs (Best Management Practices), source controls, and treatment mechanisms. 18. The proposed access on Margarita Road shall be restricted to a right in/right out movement. Building and Safety Department 19. All design components shall comply with applicable provisions of the 2001 Edition of the California Building, Plumbing and Mechanical Codes; 2004 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 20. The City of Temecula has adopted an ordinance to collect fees for a Riverside Countyarea wide Transportation Uniform Mitigation Fee (TUMF). Upon the adoption of this ordinance on • March 31, 2003, this project will be subject to payment of these fees at the time of building permit issuance. The fees, if applicable to the project, shall be subject to the provisions of Ordinance No. 03-01 and the fee schedule in effect at the time of building permit issuance. Re0hca l rira tic re k Ce!lN'sh PP.M TTIt,eningAFlnel 00A,do( 21. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 for the regulation of light pollution. All street-lights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 22. A receipt or clearance letter from the Temecula Valley School District shall be submitted to the Building and Safety Department to ensure the payment or exemption from School Mitigation Fees. 23. Obtain all building plans and permit approvals prior to commencement of any construction work. 24. Show all building setbacks. 25. Developments with Multi-tenant Buildings or Shell Buildings shall provide a house electrical meter to provide power for the operation of exterior lighting, Irrigation pedestals and fire alarm systems for each building on the site. Developments with Single User Buildings shall clearly show on the plans the location of a dedicated panel in place for the purpose of the operation of exterior lighting and fire alarm systems when a house meter is not specifically proposed. 26. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans. (California Disabled Access Regulations effective April 1, 1998) 27. Provide disabled access from the public way to the main entrance of the building. 26. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits. 29. Obtain street addressing for all proposed buildings prior to submittal for plan review. 30. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, shown below, as allowed by the City of Temecula Ordinance No. 94-21, specifically Section G (1)of Riverside County Ordinance No.457.73,for any site within one- quarter mile of an occupied residence. Monday-Friday 6:30 a.m. — 6:30 p.m. Saturday 7:00 a.m. —6:30 p.m. No work is permitted on Sundays or Government Holidays 31, Restroom fixtures, number and type, to be in accordance with the provisions of the 2001 Edition of the California Building Code Appendix 29. 32. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. 33. Truss calculations that are stamped by the engineer of record and the truss manufacturer engineer are required for plan review submittal. • G\PIanMno\2005\PA05.0112 Redhawk The Store 8 Cal Wash DP-CUP\Planning\Nnal COA.doc E 34. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 35, A pre-construction meeting is required with the building inspector prior to the starl of the building construction. Fire Prevention 36. Final fire and life safety conditions will be addressed when building plans are reviewed by the Fire Prevention Bureau. These conditions will be based on occupancy, use, the California Building Code (CBC), California Fire Code (CFC), and related codes which are in force at the time of building plan submittal. 37. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix IIIA, Table A-III-A-1. The developer shall provide for this project, a water system capable of delivering 1500 GPM at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 850 GPM for a total fire flow of 2350 GPM with 2 hour duration. The required fire flow may be adjusted during the approval process to reflect changes in design,construction type,or automatic fire protection measures as approved by the Fire Prevention Bureau. The Fire Flow as given above has taken into account all information as provided (CFC 903.2, Appendix III-A). 38. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix III-B,Table A-III-B-1. A combination of on-site and off-site super fire hydrants(6'x 4" x 2-2 1/2"outlets)shall be located on Fire Department access roads and adjacent public streets. Hydrants shall be spaced at 400 feet apart, at each intersection and shall be located no more than 225 feet from any point on the street or Fire Department access road(s) frontage to a hydrant. The required fire flow shall be available from any adjacent hydrant(s)in the system. The upgrade of existing fire hydrants may be required(CFC 903.2, 903.4.2, and Appendix III-B). 39. As required by the California Fire Code, when any portion of the facility is in excess,of 150 feet from a water supply on a public street, as measured by an approved route around the exterior of the facility, on-site fire hydrants and mains capable of supplying the required fire flow shall be provided. For this project on site fire hydrants are required (CFC 903.2). 40. If construction is phased,each phase shall provide approved access and fire protection prior to any building construction (CFC 8704.2 and 902.2.2). Community Services Department 41. The trash enclosures shall be large enough to accommodate a recycling bin, as well as, regular solid waste containers, 42. The developer shall contact the City's franchised solid waste hauler for disposal of construction debris. Only the City's franchisee may haul construction debris. 43. The Applicant shall comply with the Public Art Ordinance. . 44. All parkways, landscaping, fencing and on site lighting shall be maintained by the maintenance association. Ro,ihuwr'lir <in•,- f.. Cz,! PP-r,UP��lanninpV�Iriel F PRIOR TO ISSUANCE OF GRADING PERMITS __. . r . .an .. r.i .. .-1, i — I I I. 11c �.._.e,1111 r _ Planning Department 45. Provide the Planning Department with a copy of the underground water plans and electrical plans for verification of proper placement of transformer(s) and double detector check prior to final agreement with the utility companies. 46. Double detector check valves shall be either installed underground or internal to the project site at locations not visible from the public right-of-way,subject to review and approval by the Director of Planning. 47. The following shall be included in the Notes Section of the Grading Plan: "If at ally time during excavation/construction of the site,archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of cultural or archaeological resource are discovered, the property owner shall immediately advise the City of such and the City shall cause all further excavation or other disturbance of the affected area to immediately cease. The Director of Planning at his/her sole discretion may require the property to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/cultural resource,the Director of Planning shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Director of Planning shall notify the property owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Director of Planning." Public Works Department 48. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed and approved by the Department of Public Works. The grading plan shall include all necessary erosion control measures needed to adequately protect adjacent public and private property. 49. The Developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works. 50. A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to the Director of the Department of Public Works with the initial grading plan check. The report shall address all soils conditions of the site, and provide recommendations `or the construction of engineered structures and pavement sections. 51. Construction-phase pollution prevention controls shall be consistent with the City s Grading, Erosion & Sediment Control Ordinance and associated technical manual, and tho City's standard notes for Erosion and Sediment Control, 52. The project shall demonstrate coverage under the State NPDES General Permit for Construction Activities by providing a copy of the Waste Discharge Identification number (WDID) issued by the State Water Resources Control Board (SWRCB), A Storrnwater Pollution Prevention Plan (SW PPP) shall be available at the site throughout the duration of construction activities. Ai>> ;.I': pi:.azwt lur. iiPo- Y. Gail ' asf AF road CIA nu„ ._. . ,�" I� iv: a_u7v—'U 1 li LU H. lb . 53. As deemed necessary by the Director of the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. San Diego Regional Water Quality Control Board b. Riverside County Flood Control and Water Conservation District C. Planning Department d. Department of Public Works 54. The Developer shall comply with all constraints which maybe shown upon an Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the subject property. 55. Permanent landscape and irrigation plans shall be submitted to the Planning Department and the Department of Public Works for review and approval. 56. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that Ordinance or by providing documented evidence that the fees have already been paid. 57. The Developer shall obtain any necessary letters of approval or slope easements for off-site work performed on adjacent properties as directed by the Department of Public Works. 58. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the Riverside County Flood Control and Water Conservation District by either cashier's check or . money order, prior to issuance of permits, based on the prevailing area drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already been credited to this property, no new charge needs to be paid. 59. The site is In an area identified on the Flood Insurance Rate Map as Flood Zone A. This project shall comply with Chapter 15, Section 15.12 of the City Municipal Code which may include obtaining a Letter of Map Revision from FEMA. A Flood Plain Development Permit shall be submitted to the Department of Public Works for review and approval. ✓il l-`iAF -ul"?�9rin N:'V }ire �_ F.f:;., 1 l iF'PIF.n;do 1461aI U0A.dc c • PRIOR TO ISSUANCE OF BUILDING PERMIT • u�d 4ti uU �a5'd ( :b'77 fL(lr:vt lire. cl�iel.: Cttii Y�A .�,Ufa-pUPAFlvnnlnp\Fln it GOA duc !i •� 1-1 , 1111 �.,v�r�.r�.�nvTr 1-1.1-1-1 1�oI !bJC-UfJ i J: JJLC J 9 b b' . Planning Department 60. The applicant shall submit a photometric plan, including the parking lot to the Planning Department, which meets the requirements of the Development Code and the Palomar Lighting Ordinance. The parking lot light standards shall be placed in such a way as to not adversely impact the growth potential of the parking lot trees. 61 . All downspouts shall be internalized. 62. Three copies of Construction Landscaping and Irrigation Plans shall be reviewed and approved by the Planning Department. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, number, genus, species, and container size of the plants shall be shown. The plans shall be consistent with the Water Efficient Ordinance. The plans shall be accompanied by the following Items: a. Appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal). b. Provide a minimum five foot wide planter to be installed at the perimeter of all parking areas. Curbs, walkways, etc. are not to infringe on this area. c. Provide an agronomic soils report with the construction landscape plans. d. One copy of the approved grading plan. e. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). . I. Total cost estimate of plantings and irrigation (in accordance with approved plan). g. Provide a three foot minimum landscape berm along Margarita Road to screen the car wash bays. h. A landscape maintenance program shall be submitted for approval,which details the proper maintenance of all proposed plant materials to assure proper growth and landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape maintenance contractor who shall be responsible to carry out the detailed program. i. Specifications shall indicate that a minimum of two landscape site inspections will be required. One inspection to verify that the irrigation mainline is capable of being pressurized to 150 psi for a minimum period of two (2) hours without loss of pressure.The second inspection will verify that all irrigation systems have head-to- head coverage,and to verify that all plantings have been installed consistent with the approved con!btruction landscape plans. The applicant/owner shall contact the Planning Department to schedule inspections. 63. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening: Provide a 3 foot clear zone around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduce intrusion. Screening of utilities is not to look like sin after- thought. Plan planting beds and design around utilities. Locate all light poles on plains and insure that there are no conflicts with trees. • 64. Building Construction Plans shall include details outdoor areas (including but not limited to trellises, decorative furniture, fountains, hardscape (choose or add to as appropriate)to 1itF , , .;a ' F.CU r,F innnh,p\(li J CCd.Nor — . ,..� 1-1 ­ . DD1 lC]C-YJJiJ r U: 1yeitiy tihl 4bt match the style of the building subject to the approval of the Planning Director. 65. Building plans shall indicate that all roof hatches shall be painted "International Orange". 66. The construction plans shall indicate the application of painted rooftop addressing plotted on a nine-inch grid pattern with 45-inch tall numerals spaced nine-inches apart. The numerals shall be painted with a standard nine-inch paint roller using fluorescent yellow paint applied over a contrasting background. The address shall be oriented to the street and placed as closely as possible to the edge of the building closest to the street. Public Works Department 67. Precise grading plans shall conform to applicable City of Temecula Standards subject to approval by the Director of the Department of Public Works. The following design criteria shall be observed: a, f lowline grades shall be 0.5%minimum over P.C.C.and 1.00 percent minimum over A.C. paving. b. Driveway shall conform to the applicable City of Temecula Standard No. 207A. C. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Nos. 400. 401 and 402. d. At[ street and driveway centerline intersections shall be at 90 degrees. e. Public Street improvement plans shall include plan and profile showing existing topography, utilities, proposed centerline, top of curb and flowline grades. f. Landscaping shall be limited in the corner cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. 68. The Developer shall construct the following public improvements to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Director of the Department of Public Works: a. Improve Margarita Road (Arterial Highway Standards - 110' R/W) to include installation of sidewalk, drainage facilities and utilities (including but not limited to water and sewer). 69. The Developer shall construct the following public improvements in conformance with applicable City Standards and subject to approval by the Director of the Department of Public Works: a. Street improvements, which may include, but not limited to: sidewalk and drive approach b. Sewer and domestic water systems C. Under grounding of proposed utility distribution lines 70. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic Engineer and reviewed by the Director of the Department of Public Works for any street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. e-a1e1 Ne':gbY tKLIN:HtNPOIJ+K' "`-HNv Lrr \9517652-E1373 70: 19099361968 F. 14 7 t . The building pad shall be certified to have been substantially constructed in accordance with the approved Precise Grading Plan by a registered Civil Engineer, and the Soil Engineer shall issue a Final Soil Report addressing compaction and site conditions. 72. The Developer shall obtain an easement for ingress and egress over the adjacent property (Lot 25 of Tract Map No. 3752). 73, The Developer shall pay to the City the Public Facilities Development Impact Fee as required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.06. 74. The Developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.08. Building and Safety Department 75. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. Fire Prevention 76. Prior to building construction, all locations where structures are to be built shall have approved temporary Fire Department vehicle access roads for use until permanent roads are installed. Temporary Fire Department access roads shall be an all weather surface for 80,000 lbs. GVW (CFC 8704.2 and 902.2.2.2). 77. Prior to building construction, this development shall have two (2) points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau (CFC 902.2.1). 78. Prior to issuance of building permits, the developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval prior to installation. Plans shall be signed by a registered civil engineer; contain a Fire Prevention Bureau approval signature block;and conform to hydrant type, location,spacing and minimum fire flow standards. After the plans are signed by the local water company,the originals shall be presented to the Fire Prevention Bureau for signatures. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building materials being placed on an individual lot (CFC 8704.3, 901.2.2.2 and National Fire Protection Association 24 1.4.1). Community Services Department 79. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. i SlCtp b Lar ,. t m LIF 0,! APla1,,4rq f . PRIOR TO RELEASE Of POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT i i GAF'lanning12005TA05 0172 nedhnwk Tire Store R Car Wast,DP CUPVPlanning%Flnal COkcroc 14 _- -f-. I , , "I' '. , ltcJ11b5c!-0-- 1s TrI: F. ]E Planning Department 80. Prior to the release of power, occupancy, or any use allowed by this permit, the applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of-ways. If upon final inspection it is determined that any mechanical equipment, roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening it reviewed and approved by the Director of Planning. 81. All required landscape planting and irrigation shall have been installed consistent with the approved construction plans and shall be in a condition acceptable to the Director of Planning. The plants shall be healthy and free of weeds, disease, or pests. The irrigation system shall be properly constructed and in good working order. 82. Performance securities, in amounts to tie determined by the Director of Planning, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shalt be filed with the Planning Department for a period of one year from final certificate of occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Director of Planning, the bond shall be released upon request by the applicant. 83. Each parking space reserved for the handicapped shall be identified by a permanently affixed reflectorized sign constructed of porcelain on steel, beaded text or equal,displaying • the International Symbol of Accessibility. The sign shall not be smaller than 70 square inches in area and shall be centered at the interior end of the parking space at a minimum height of 80 inches from the bottom of the sign to the parking space finished:grade, or centered at a minimum height of 36 inches from the parking space finished grade, ,ground, or sidewalk. A sign shall also be posted in a conspicuous place, at each entrance to the off• street parking facility, not less than 17 inches by 22 inches,clearly and conspicuously stating the following: 'Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed by telephoning (951) 696.3000." 84. In addition to the above requirements, the surface of each parking place shall have a surface identification sign duplicating the Symbol of Accessibility in blue paint of at least three square feet in size. 85. All site improvements including but not limited to parking areas and striping shall be installed prior to occupancy or any use allowed by this permit. 86. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. Public Works Department 87. The project shall demonstrate that the pollution prevention BMPs outlined in the 'NOMP have been constructed and installed in conformance with approved plans and are ready for immediate implementation. 'i;lPlfi(U 4._'jhfiiF.4 is r H tll.r,p4 �6e ,7oly 6 Cal Vc a.h. i' „UF iPlebllhlq\Pinel COP.dbt • 88. As deemed necessary by the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. Rancho California Water District b. Eastem Municipal Water District Department of Public Works 89. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Director of the Department of Public Works. Fire Prevention 9D. Prior to issuance of a Certificate of Occupancy or building final, 'Blue Reflective Markers" shall be installed to identify fire hydrant locations (CFC 901 .4.3). 91. Prior to issuance of a Certificate of Occupancy or building final, approved numbers or addresses shall be provided on all new and existing buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Numbers shall be of a contrasting color to their background. Commercial, multi-family residential and industrial buildings shall have a minimum twelve (12)inches numbers with suite numbers a minimum of six (6) inches in size. All suites shall gave a minimum of six (6) inch high letters and/or numbers on both the front and rear doors (CFC 901.4.4). . 92. Prior to issuance of Certificate of Occupancy or building final,based on square footage and type of construction, occupancy or use, the developer shall install a fire sprinkler,system. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval prior to installation (CFC Article 10, CBC Chapter 9). 93. Prior to issuance of Certificate of Occupancy or building final, based on a requirement for monitoring the sprinkler system, occupancy or use, the developer shall Install an fire alarm system monitored by an approved Underwriters Laboratory listed central station. Plans shall be submitted to the Fire Prevention Bureau for approval prior to installation(CFC Article 10). { 94. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box" shall be provided. The Knox-Box shall be installed a minimum of six(6)feet in height and be located to the right side of the main entrance door (CFC 902.4). 95. AlVall manual and electronic gates on required Fire Department access roads or gates obstructing Fire Department building access shall be provided with the Knox Rapid entry system for emergency access by fire fighting personnel (CFC 902.4). 96. Prior to final inspection of any building, the applicant shall prepare and submit to tite Fire Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs. 97. Prior to the issuance of a Certificate of Occupancy, building final or occupancy, buildings housing high-piled combustible stock shall comply with the provisions of Uniform Fim Code Article 81 and all applicable National Fire Protection Association standards. The storage of high-piled combustible stock may require structural design considerations or modifications to the building. Fire protection and life safety features may include some or all of the following: r4- C:UPAPiW N11PT11 r.I JUF.duc I r,, 10 arrangement, automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains, Fire Department access doors and Fire department access roads (CFC Article 81). 98. Prior to the issuance of a Certificate of Occupancy or building final, the developer/applicant shall be responsible for obtaining underground and/or aboveground tank permits for the storage of combustible liquids, flammable liquids or any other hazardous materials from both the County Health Department and Fire Prevention Bureau (CFC 7901.3 and 8001.3). 99. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and-quantities approved as part of their Fire Code permit. These changes shall be submitted to the Fire Prevention Bureau for review and approval per the Fire Code and is subject to inspection (CFC 105). I:10 11 ii t.. OUTSIDE AGENCIES . 100. The applicant shall comply with the recommendations set forth in the County of Riverside Department of Environmental Health's transmittal dated June 22, 2005, a copy of which is attached. 101. The applicant shall comply with the recommendations set forth in the Rancho California Water District's transmittal dated June 13, 2005, a copy of which is attached. 102. The applicant shall comply with the recommendations set forth in the Pechanga Cultural Resources letter dated June 20, 2005, a copy of which is attached. By placing my signature below, I confirm that I have read, understand and accept all the above Conditions of Approval. I further understand that the property shall be maintained in conformance with these Conditions of Approval and that any changes I may wish to make to the project shall be subject to Community Development Department approval. • 12 'l 9' o�(o Applicant' s Signature Date C�.,ss� �t/w.4.�,.s�•c� Applicant's Printed Name .- , r;,tlf 'i1;' Gi.,� vt 'irr. Sl.,cl ^L. tSwft'-('Uu�� ininir,glFlna.(GOn.tl;r. Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix B Vicinity Map, WQMP Site Plan, Receiving Waters Map. 05/22/07 X959 979 Fir c E H ;T $11'IN, ol v 0 P; @ V S CREEK V0 CULA s �ILL4IES I 'IN, ';� fIL I I tl Wl. IAT fVL 1. I I? am -J, MIL -,R HCSOT SOT, po -A IeA SI_ 14 qr, 1"A N sl 11 ga �eke% iz, N 41. ;r it'o T rIoIT; �N 22 '9'1 J, 23 24 T MECL LA 21 j E I p 17 RWHCf 25 PEPHANGA 196 27 30 Al INDrAIV RESERVATIW RESER VA.7 ION lIbULCZ 29 7 i AfiPOR°f.0 i 31 331 32 e OEC "Esiol 341 351 ' ^6.1zre:Awt;>`sel's oty _ a pp^-ity n,n•.. ��'`trncnes —' '� �\y, n w+c�4 , • i It.u.+r�ir ty c P t "If l q r �°�� / !• S f.ca•', ±nam. .- �. � ._Y � 1 � A i� � 'aha'! n ¢mi• r Flsirxav 'saa_ ... ���r� a j C at4 +iJre'7✓ ,a.W t'a i 3 m N _ Pw H�1 ,''4• 4i,L.lmunMe y� i .. 1 ,,r \ ( ����� >� 14eft v �i L le4t � 'tllntntt ' a c. 0 N A r 1 ondt �'4i- \�,ir�. Fry n�ntlml �a [ ( ) WiaC ho- eiAGr �,{ .'Ekfk *0bN1AIN w . ., r (, �"&.ra 'wn,s-+ AI t>`l Y •c� W iphuN''` 08tf r 'f. / SII I(JNpi,AN % •�� Inr ..dl ,1P t� >`.'�' J4 ( o.. WI,AIa Mb."-,. V (•.. r 1' �y Inomd `�` qtA° /I I t L ete '>•'et II atjr / In di91f.4 eDGKY F51 ."Wats - , t� ' �, r` I ����" � �• ', kir t --, � Xr; 4, F uC,INlurf a'i it J %A1{ �fl n t;�'tt1W14 /.i�l�4Lfk`v li7'4 1 ' M 'd /t '�• `•, RauthU ' r I _ N.: p erSPY tG`tr l/ Ole i I • .\ `r4,, I t CUI rRichR`' `t. sr,- �k ( \ �, \•!. / J ^, . { ! 1 /~{\ nail n 0uual dfaunc at ' - V�fatFP✓•e wBr 'ff 1 \ L--_ ( F I � .-.:�Y \ i Ne �e,. m n I -i:_MARQ Ytal, I ke HN,/(..,.>� PECHANGA • / �f t�' '`' x iear GO Vl P/k� 6 �.l `r C1.4ra •/f`"'nct c4 I / Ranch a _ r t.. ✓�r_ .v f �� VA1HI 1 1 . I••C4 ame h r E hJIF S It ��4 M, 'a, 1 I Wdty I X i ' T�O'�IrJXM/.L FUE_E�I_ nr k j I H 6' � .. ` 'I Foi[ rook / x.,K.1 •'n' i`i >FF J4 Ix r ��^'� r',i� •� f ter' t✓,r^'1 � I ak • y t S JI ..� fir'^ AL ,. I c Y e _—i r L •`` I 7'.. .A prd ,t I INDIAhe N\'°t't ` r 6 31 fJ •e! r 1 P I S (S r la M.,P53 t �5/ ,RESERV. WRV. o '� .i 4 1 4p mild _ f!ful r t 1 s r y II ittatn ._. , TA MTN 21 wa f -1Fn SW'I 'f J N � . F R7•fr".eS inch i. � - aeXlnton -_ C vth, it K;,4 OCEANS1F7E LEGEND - A. C. PAZUENT \ G g DR \\ FbG�pIN � CONCRETE SIDEWALK A w.� LANDSCAPE \ 4 @i; � � xr�"w"nor oPPffi9r, ART ]RASH ENCLOSURE NI)"20 � - � 1062 67PV DRAINAGE FLOW A ROOF DRAIN \ GRASS lNF/LYRA DON SWALE )1105661,p5ppN eArs V r ) A nLom, ALE ® RIP—RAP o �nnW °s \ sd' 3"-6" DEPRESSED BASIN W/ DECORAPI-E COBBLE CATCH BASIN W/FOSSIL F8 ]£R \ PER DETAIL IN PACKET a-r\\ \\ �\ DRAINAGE BOUNDARY AREA 8 26E0 .8 s / s\ \ \ \ \ D pIL PAR F� wr� pv x yiN� / all man AAP D Q zD 0 zD w 60 p?VA i aN N�, >s Scale 1 " = 20 ' \ \ s \ \ \ , \ \ 9i rlabORPORA E✓ELOPMENT All 9DL '14M - FA010 RON) �s3o--iwe VAT SIGN PON PLANNING - GAL - SURKYING TOLL FREE BENCHMARK REMSIDNs. WOMP 00-227-2600Z Rill _ Al oraEo UNDER ,«E suPERNsaH a. oo,n /o, st"Am"� ms'µ m'l UKARN REDNAWK T/RE STORE EAST TWO DAYS � .x BEFORE YOU DIG AP m» RN jzi'r'n'sr UP or`Y UNDERGROUND SERNCE ALERT OF SOUTHERN CALIFORNIA PURE RRD us Aoi�cE w� ALPwoven ex R rMAXoAAN" AR� SHEET UP uxc � RNLL LAW xwxwc x MINOR (DDLLAD? "NNo.swrE eia rwrau u OF ppE— SHEETS pHaS-o��a N ,N 0 NOTES: 0 `:) 'a OUTLET GALLERY, 0.. I ,_J FILTER BODY Filter outlet adapter shall be constructed from stainless steel Type 304. 1 ATTACHMEW SNAPS 0 OUTLET ADAPTER & BYPASS WEIR STAINLESS LL 2. Filter element is constructed fromof ro lene woven monofilament p Yp pY � CQRNERREPLACEABLE r, UP'PORT .':}�'�', .� Ap50RgE geotextile surrounding a perforated filter housing. Filter element shall not LJRACKETS FILLED NOTES: a POUCHES �, ...... INLET GRATE 1,f Gard Filter body is prefabricated from potypropytane woven allow the retention of water between storm events. � � e e monofitementgeotextile, 2.,;':f'•' :...1. 3.Rel/er talecomponents a cpatfon hart for catch l,aatn ande stainless steel filter sizing. a• �.^ 4.F11ter mod um shell be Fv*O Rnkrw installed and maintained in accordance with manufacturer recommendations. 3. Filter inserts are supplied with "clip-in" filter ouches utilizingfossil rock TM �- ° o dL ������ 8.Reforto Manufacturer's recommendations for matntenance . p BYPASS FLOW �- 0 � �� program. filter medium for the collection and retention of petroleum hydrocarbons (oils OUTLET �- •;,.�s MIaIau�AR uESIGN �oR `��' ,` '���� ' S.dr�ea-'ria p�maybe In",t�awithout;don`bo�tp;uche` FILTERED FLOW ° EASY REPLACEMENT OF �� ���5 d Afterc construction,remove the sediment and install the device. & greases). D' �''� ., 0 `ti� � adsorbent pouches. • �� ? � � • a F���T�R COMPONENTS ��� ® TM s. :r q f `.:� NEOPRENE QA31tIT mnr0 SIDES) 4. FloGardO LoPro TM filter inserts and fossil rock filter medium pouches must FLO-GARD INSERT FILTER ELEMENT (SEEAPPLILA71nN CHART)DURAse.>�w�vEf�l HAPPLICATION CHART* be maintained in accordance with manufacturer recommendations. WITH GEOTEXTILE SLEEVE, MESH FILTr;R BODY NOTES: REPLACEABLE 1.faTad"'Fner body is Prefabricated from polypropyiene woven MODEL Inlet I.D. Qrats Q.D. COMM'MSNo.DETAIL A ADSORBENT-FILLED monofilament giotaxtite. 5. Outlet adapter can accommodate outlet openings at right angles and/or BYPASS PVC TEE POUCHES 2.All metal components shall be ttainless steel Mpe 304), r r ° o FF•12D 12'x 12" 14"x 1�4' GRATED INLEY bottom outlet openings. SECTION VIEW 3.Raiorta application chart for catchbasinand filter sizing. , ,..•-` .,,, " 4.Etter medium shall be Ao�Rock•, installed and maintained to r .�' ., r FF•VB4D 14 x 1�4 18 x 18 GRATED INLET , accordance whh manufact:urar recommendations. r FF-18D 16'x 1t3" 19"x 18" GRATED INLET SCALE: 1 X5.Refer to Manufacturer's recommendations for maintenance FF-1824D 18"x 24• 18'x 26' GRAYED INLET program. ■ FF-180 law x 18' 20'x 20' GRATED INLET 8.FA2_4&r "'insarts may bo installed(without adsorb-ant pouches) , FF-18385D 18"x 38" 18"x 40" GRATED INLET 6. For alternate outlet adapter configurations used for extremely shallow trench during course of conatructlon as a sedimentation control device.After construction,remove sediment and install adsorbentpouchas. s 1 ■x 360 19" 40• COMBINATION INLET .� drains contact Kristar Enterprises for engineering assistance. BYPASS F L O FF-240 24-x 24' 26"x 28" GPATED INLET CONCRETE CLIRB, 77M35 x 30. 23,x 101 GRATEOINLET [� pp n �+ FF-RF24D 24"x 24• 25"die CIRCULAR INLET SIDEWALK. FILTER ELEMENT F L T C,i�E D FLOW- HIGH FLOW FOR APPLICATION CHART Fr-240G0 24"x 24" 18"x 38" COMBINATION INLET BYPASS SEE SHEET T 2 �F 2 CATCH L451N FF-24-360, 24"x 33" 24"x44' COMBINATION INLETWITH GEOTEXTILE SLEEVE. FF2436000 24"x 3a" 24"x 40" GRATED INLET FF-300 30'x 30' 30"x 34' GELATED INLET FF-36012pc1 35'x 36" 38"x 40" GRATED INLET FF-2448l2(2pc) 24"x 48" 28'x 48" GRATED INLET FF48D 48'x 484 48'x 52' GRATED INLET CONCRETE TRENCH DRAIN, Eli (SHOWN) DE'TAI L B • . K'I E V Y c�A/ Fla-Gard FrtarT"'(Hearts ate dastgned to fit Gatch basins with TOP VIEW r V approximate dimensions shown. SEuiON VIEW AND PAVEMENT, A ALTERNATE ADAPTER CONFIGURATION CONNTIAREAS F SCALE: /� *Flo-Gerd"' Fikcr inserts ere designed to f"rt catch basins with epproximate dimensions shown, I 99 *`?.f �`'1 �- SPECIFIER CHART TM i >' FOSSIL FiLTER I FOSSIL FILTER TM <.. w... MINIMUM TOTAL FLC-CARD I SOLIDS FILTERED AT INSERT FLa-CARD T`" TRENCH TRENCH BYPASS CATCH BASIN S N CATCH BASIN INSERT ,'•"��'`�,•., �r �r r REPLACEABL>: (SHEEP 1 OF 2) r• f<<:T MODEL FILTER WIDTH ID DEPTH STORAGE FLOW CAPACITY ADSORBENT-FILLED INSTALLATION DETAIL f.., POUCHES TYPE CAPACITY CUBIC FEET KdStar Enterprises,inc„Santa Ross,CA(800)379.881 n (FROM BOTTOM CUBIC FEET (SHEET'2 OF 2) CLEAR OPENING ' ( ) OF GRATE) CUBIC FEET / SECOND SECTION VIE1N /SECOND PATENT PENDING KriStar Fnterprisex,Inc.,Santa Rosa,CA t0001 579-8819 y � t j• - PATENT PENi)IN© FG-TDOF3 PIPE * 3.0 6.5 0.1 0,5 0.1 y Net... ` g osy A � a �,€ � �`r� FG-TDOF4 PIPE * 4.0 6.5 0.2 0.5 0.1 f. M OUTLET, Z e` ` , y.� Fa '��':¢ ti:q 4 0 Q°° Ai.•.:f's `, 'ya FG-TDOF6 PIPE 6.0 6.5 0.4 0.5 0.2 o o RUBBER GASKET -TDOF8 PIPE 8.0 6.5 % MATERIAL, FG0.7 0.5 0.3EARTH, OUTLET ADAPTOR FG-TDOF10 PIPE 10.0 6.5 0.9 0.5 0.5 7 g M & BYPASS WEIR, FG-TDOF12 PIPE 12.0 6.5 0.9 1.0 0.6 FG REMOVABLE CAP FO -TDOF18 PIPE 18.0 6.5 1.3 15 �~ � FILTER ELEMENT SHEATHED IN GEOTEXTILE . R ` R f°`P SLEEVE, SEE NOTE 2. FG-TDOF24 PIPE 24 PERIODIC MAINTENANCE, �➢ f 1 ,.. € .0 6.5 1.8 2.0 1.5 5,5 FG-TDOA6 PANEL 6.0 6.5 0.5 0.2 0.3 f 2 TM FG-TDOA8 PANEL 8.0 6.5 0.7 0. 0.3 FOSSIL ROCK ABSORBENT POUCHES, _'13% FG-TDOA10 PANEL 10.0 6.5 0.8 0.3 0.5 10'1 FG-TDOAl2 PANEL 12.0 6.5 1.0 0.4 0.6 �I FG-TDOA18 PANEL 18.0 6.5 1.4 0.8 _ 1.1 I EXIST. GRADE -2.0 µ.. ..H ......... _ t FG-TDOA24 PANEL 24.0 6.5 1.8 1.1 1.5 A. �•W * ALTERNATE ADAPTER CONFIGURATION. SEE DETAIL B. 1061.55FF 5 fs ".t . �E._CTION E-E TITLE � TITLE - __.___ __..__.. __ ..._ _____ _ . - ..-• -- - _._ .__ t `4•t NTS A. "9M ........... .:: W SIDEWA L K �,....:::. ...M...,..,`�.,....,:. � ?:Y�.% � �^` } Via.. a R n• `�'' d' 3. %?r TM T.}i? } 1?Fi .k: :'A.t. �, e r r i s e c- n ? tz� �1: 2:. �E' C�: T M w. Y k aE:nterprises,. nc■z f b, F ¢;:a€. f: ;;� YTRA Trw +� t :£( � � iC?' `f v � �� �� ;� .. _ TION PIPE n. r {� #. P.O, Box 6419, Santa Rosa, CA 95406 ? ? P.O. Box 6419, Santa Rosa, CA 95406 H.... SECTION 17-B Ph: 800.579,8819, Fax: 707.524.8186, www.kristar.com Ph: 800.579.88191 f-ax: 707.524,8186, www.kristar.com TRENCH DRAIN FILTER INSERT DRAWING N0, REV ECU DATE DATE TRENCH DRAIN FILTER INSERT DRAWING N0, REV ECO DA1 E DATE i NTS FG-LP-0002 C 0020 3/7/07 JPR 2/21/07 SHEET 1 OF 2 FG-LP-0002 C 0020 3/7/07 JPR 2/21/07 SHEET 2 ❑F 2 INFIL TRA TION PIPE- SEC TION IPESECTION A-A FOSSIL FILTER DETAIL NTS 112 f lNISH N.T.S. DECORATIVE EX/ST SURF,�CE VEGETATED COBBLE DAWN DRAIN SWALE FLAT SWALE BOTTOM MW,w �- SODPROP. PROP. I ,.N.. VEGETATED VEGETATED SWALE - SWALE RIP--RAP CATCH w:k 1 BASIN III. µ " VEGETATED R/W6TOP solL 3 _6 SWALE M _.. K... E COLLECTOR I ; , ... t DEPRESSION F T k PIPE I I i FULL DEPTH VE12 25 II wIII of SWALE SECTION H-H N TS �- _ SECTION F--F L. 6 NTS _. FULL DEPTH I. I I I i , 6' OF SWALE z I I ( I; .IMPERVIOUS GEOTEXTILE w . III I FOR. SIDE WALLS w, µ EI I. ...I P I 3' CLEAN SAND BED ry �.� w • .k VEGETATED 6 11 N:II I :Ii I1 '.I I I SWALE II _, _III, T STAIN G WALL S / C IN�IL TRA TION...w ,��. .. a�r ..... ,. w... .. RIP-RAP ...,, R IN O PIP I ............ ,.. , w. PFlt J? j� h I P �- ,e .5 2.5"0 WASHED GRAVEL D--D f n• n NT 11111 0- 1 1- ( f � € / -I* L A TION PIPE .. I ATED vEGE -- Philadelphia lrdelphia( St., S te. F IMPERVIOUS Ontario, CA 91761STORM DRAIN D 2313 E. SWALIIEN (909) 930E/ELOPAL` 1466 FAX 930-1 468SIDES 4 PVC RIP-RAP SEC TioN C CSECTION G - VESI(5NNON WOVEN FILTER PERFORATED DRAIN 3MIN, W/#2 BA C�ING NTS NTs FABRIC TOP & BOTTOM COI?POI'?A TION PLANNING • CIVIL • SURVEYING OF EACH LAYER BENCHMARK REVISI�JNS: PREPARED UNDER THE SUPERVISION OF: _ DATE: JOB NO. w.µ..,, T�•--1-81 EL= 1026.428 07/24/07 4046 VM, 2-112" BRASS DISK /N CONC. .4 / � i � � 2 MILES ES I I I SE OF HWY 79 FROM /NT. MAIN AND KEVIN J RICHER DRAWN BY: SCALE t1...,.. � 1I Ij ....... FILTER FABRIC FRONT ST. IN TEMECULA 53.3' SOUTH OF �._ REDHA WK R.C.E. 43714 LIC. EXP.03/31/09 DATE JDJ 1"=20' INFILTRKnON SWALE DETAILCENTERLINE HWY 79, 3.2' EAST OF GT (MIRAFI OR 100# FELT) POLE 300' EAST OF PRODUCE STAND APPROVED BY: DESIGNED BY: • .. -- MID WA Y BE TWEEN PP 75580 & PP 75581 Q � KJR ,.� NTS N.T.s. ON LINE W/OLD FENCE LINE RUNNING N CIRCLE CITY PLAZA MA RGA RI TA ROAD SHEET 2 & S. F/BERGL A SS WITNESS POS T 1' 18501 COL L LER AVENUE, UI TE 8106 TEMECUL A, CA CHECKED BY:- 0 F SOUTH OF MONUMENT, DATE T LAKE ELSINORE, CA 925,10 ---- 2 SHEETS O�5 Water Quality Management Plan (WQMP) Redhawk Tire Store ! Appendix C Supporting Detail Related to Hydraulic Conditions of Concern ACREAGE EXHIBIT 05/22/07 Hydrology Study Site: Redhawk Tire Store Temecula Prepared for: Jubela Family Limited Partnership Joe Jubela 1148 Industrial Ave. Escondido, Ca 92029 (760) 801-2581 Prepared By: Land Development Design Corporation 2313 E. Philadelphia St. Suite F Ontario, CA 91761 (909) 930-1466 p�OFESSI Prepared under the Supervision of: <r No.43714 n 0 7 3131 Kevin J. Richer RCE 43714, Reg. Exp. 3/31/09 y �Q • . Discussion This study will calculate the proposed onsite flows. The site is located on the easterly side of Margarita Road, north of Highway 79. The site is a vacant parcel within a retain center. The site is bounded on the south by a private driveway for the center. Margarita Road, a fully improved street, abuts the project along the westerly boundary. A vacant parcel that is currently under construction for a commercial site abuts the project to the north and a detention basin abuts the project to the east. There is an existing storm drain located in an existing drainage easement that runs westerly through the private drain to the south of the project site. This storm drain picks up overflows from the detention basin to the east and picks up flows from the inlet at the southwest corner of the project site. Theses flows are conveyed westerly across Margarita Road in the existing public storm drain. The grading plan proposes to drain the site southerly and westerly through the proposed parking lot to vegetated swales aloing`the west and south boundaries of the project site. These swales will flow towards the existing CMP riser inlet. The existing storm drain was tabled to take this project site as a commercial development so there are no impacts to the existing storm drain. The site incorporates site BMPs which will promote infliltration of storm flows. This study assumes the site coverage is commercial (90% impervious); the soil type is assumed as Type C. 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'•p .: n.. scc�:i r"+....> r`t..5�#`~ '��=' ,=�... ''e �•� � �i.. �'J�y{{ � r 8 .. aiG[e _ 'San'CilaTlTh .r.. . - .:I: ,- 1. lY f• v 1 _ .� rT�rcA 'I ...�� I :y'. Y ...-. .. o l ,y:, ": bIN..G`LG CJ Y I ��i�i. I _ 5y{' RIVERSIDE COUNTY FLOOD CONTROL S) j ._�'�+ •.,:"'.�'r AHo WATER CONSERVATION DISTRICT l.,r, �. sie:. nnef5v. P�faDLSTOA. "lY S� fib ::. ollb.wli. 1 Cdr .e iyY cy...q �0 100-YEAR - 24 - HOUR PRECIPITATION IWII. "I - � ! n)i n t _ - ��t -`r-u+� _•� _ ,`OKI Rational Study o J 1 I i °yP ( .,�.A,._a„e..._._. A,�, A:��_. X-�._�_ X-•--®_____..v.� X-'--^ Y�,.�_.-.A.__.m- X�,. X X X X x— _.....� - 30 0 30 60 90 ( Scale 1 " = 30' I ( ss i A1=1.25AC L=368' ' O O, 1 il` y i O� � 1100 [I � t i 1 4{C65,.._ II �-----�' -- _ _---�zR• Rte---- .__� r.� - ---- �----- _--- --- HOROL 0OY (LINDEY& OPED) Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 07/17/07 File:2U.out - - -- - -- -- - --- -- -- - - --- - - - - -- -- - --- - ---- - - - -- ------ - ----- -- - - -- - - - - -- -- 4046 REDHAWK 2 YEAR; STORM ' PRE-'DEVELOPED CONDITION - ---- -- - ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ---- ----------- Program License Serial Number 5016 ------- ------------- - --------- ----- ----- 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 = 368 .000 (Ft. ) Top (of initial area) elevation = 1063 .000(Ft. ) Bottom (of initial area) elevation = 1057.500 (Ft. ) Difference in elevation = 5.500 (Ft. ) Slope = 0.01495 s(percent) = 1.49 TC = k(0.530) * [ (length"3) / (elevation change) ] '0.2. Initial area time of concentration = ,13 .053 min. Rainfall intensity = 1 . 357 (In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.648 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0 . 000 Decimal fraction soil group C = 1 .000 Decimal fraction soil group D = 0 .000 RI index for soil (AMC 1) = 71 .60 . Pervious area fraction = 1 . 000; Impervious fraction = 0 .000 Initial subarea runoff = 1 . 098 (CFS)� Total initial stream area = 1 .250 (Ac. ) Pervious area fraction = 1 . 000 End of computations, total study area = 1 . 25 (Ac . ) The following figures may be used for a unit hydrograph study of the same area . Area averaged pervious area fraction(Ap) = 1 .000 Area averaged RI index number = 86.0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 07/17/07 File: 10U.out - - - - - - - --- - --- - - - - - ------- - -------- ----- - 4046 REDHAWK l0 YEAR STORM PRE)DEVELOPED CONDITION --- - - ---------- - ------ - ------ ------------- ------- - - -- ---- ---- ----- - --- -- ********* Hydrology Study Control Information *++******* English (in-lb) Units used in input data file ---------------- -- ------ -------------------------- ---- --- - - ----------- -- Program License Serial Number 5016 ----------------------------------—------------- --- -- --- --- -----—— 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 J 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 (ln/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 = 368.000 (Ft. ) Top (of initial area) elevation = 1063 .000 (Ft. ) Bottom (of initial area) elevation = 1057 .500 (Ft. ) Difference in elevation = 5 .500(Ft. ) Slope = 0.01495 s(percent) = 1.49 TC = k(0.530) * [ (length"3) / (elevation change)] ''0.2 Initial area time of concentration = -13 .053 mina Rainfall intensity = 2. 036 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0 .813 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0. 000 RI index for soil (AMC 2) = 86. 00 Pervious area fraction = 1 . 000; Impervious fraction = 0. 000 Initial subarea runoff = �2. 070 (CFS) Total initial stream area = 1 .250 (Ac. ) Pervious area fraction = 1 . 000 • End of computations, total study area = 1 .25 (Ac . ) The following figures may be used for a unit hydrograph study of the same area . Area averaged pervious area fraction(Ap) = l . 000 Area averaged RI index number = 66 .0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 .1 Rational Hydrology Study Date: 07/17/07 File:100U.out - - - -- - ----- ---- - - - - - -- - - -- - — - ---- 4046 REDHAWK 100 YEAR STORM PRE-DEVELOPED CONDITION _ --— ------ — —------ -- - -- -- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file -------------- -----------------------—---------- - --—------- —-------- Program License Serial Number 5016 -------— 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 Ca-Norco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) . 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1 .300 (ln/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1 .000 to Point/Station 2 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 368 . 000 (Ft. ) Top (of initial area) elevation = 1063 . 000 (Ft. ) Bottom (of initial area) elevation = 1057.500 (Ft. ) Difference in elevation = 5.500 (Ft. ) Slope = 0.01495 ;s (percent) = 1.49 TC = k(0.530) * [ (length"3) / (elevation change) ] ^0.2 Initial area time of concentration = - 13 .053 min. Rainfall intensity = 3 .008 (In/Hr) for a 100. 0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1 . 000 Decimal fraction soil group D = 0. 000 . RI index for soil (AMC 3) = 94 .40 Pervious area fraction = 1 . 000; Impervious fraction = 0.000 Initial subarea runoff = 3 .297 (CFS) Total initial stream area = 1 .250 (Ac. ) • Pervious area fraction = 1 . 000 End of computations, total study area = 1 .25 (Ac . ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1 .000 Area averaged RI index number = 86 .0 • � I 02=O.11CFS I! 1 010=0.17CFS 0100=0.25CFS Z �p5�9F WOCTA 70/NfII MA? W SWALE A1=0. 074C khF i L=214 X06 r 3 � I f f c ® A2= 1.29AC [ L=418' d I � � :mr 30 0 30 — 60 9C 4 Scale 1 " — 30' 02=1.95CFS � r �n 010=3.O1CFS 0100=4.50CFS f` PrcrrAfro wfx mAfxw swAcc i HWROL OGY (DEvEL OPED) . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 07/16/07 File:2D.out --- --- --__ - --- -- -- -- - ------- - - ---- 4046 REDHAWK ,2 YEAR STORM POST�DEVELOPED CONDITION - -- - ----------- ********* Hydrology Study Control Information *+*******+ English (in-lb) Units used in input data file --------------------- -- ------ - '------ Program License Serial Number 5016 ----'-'-'---'----—----'-------'------- -- Rational Method Hydrology Program based on Riverside County Flood Control & Watei 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 **** AREA Al Initial area flow distance = 214 .000 (Ft. ) Top (of initial area) elevation = 1058.700 (Ft. ) Bottom (of initial area) elevation = 1057.900 (Ft . ) Difference in elevation = 0.800 (Ft. ) Slope = 0.00374 s(percent) = 0.37 TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2 Initial area time of- concentration = 7.848 min. Rainfall intensity = 1. 795 (In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1 .000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 1) = 49. 80 Pervious area fraction = 0 . 100; Impervious fraction = 0. 900 Initial subarea runoff = 0 .108 (CFS) Total initial stream area = 0 . 070 (Ac. ) Pervious area fraction = 0. 100 Process from Point/Station 3 .000 to Point/Station 4 .000 **** INITIAL AREA EVALUATION **** AREA A2 Initial area flow distance = 418 . 000 (Ft. ) Top (of initial area) elevation = 1062.450 (Ft. ) Bottom (of initial area) elevation = 1057. 500 (Ft . ) Difference in elevation = 4 . 950 (Ft. ) Slope = 0.01184 s (percent) = 1 . 18 TC = k(0.300) * [ (length"3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.145 min. Rainfall intensity = 1 .759(In/Hr) for a 2 . 0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0 .000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0 . 900 Initial subarea runoff = 1. 953 (CFS) Total initial stream area = 1.290 (Ac. ) Pervious area fraction = 0 . 100 End of computations, total study area 1.29 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 . 1 Rational Hydrology Study Date: 07/16/07 File: 10DAl .out -- -- -- - - --- -- - - -- 4046 REDHAWK 10 YEAR' STORM POST-DEVELOPED SITE ------ -- -- - -------------------- ---------— ********* Hydrology Study Control Information +********+ English (in-lb) Units used in input data file ----------- --—-------- --- -------- — --------------------- -—---—--- ---- Program License Serial Number 5016 ---------- 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 (ln/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 **** AREA Al Initial area flow distance = 214 . 000 (Ft. ) Top (of initial area) elevation = 1058.700 (Ft . ) Bottom (of initial area) elevation = 1057.900 (Ft. ) Difference in elevation = 0.800 (Ft. ) Slope = 0. 00374 s(percent)= 0.37 TC = k(0 .300) * [ (leng=th"3) / (elevation change) ] "0.2 Initial area time of concentration = 7.848 min. Rainfall intensity = 2.694 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0. 884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0 . 000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0 . 900 Initial subarea runoff = 0 . 167 (CFS) Total initial stream area = 0. 070 (Ac. ) Pervious area fraction = 0. 100 +++{++{++{;{{{++{+{{}{}}{+f+++}++++++}{+{++++}}++}+}{+}}+}+}++}+f+f}+} . Process from Point/Station 3 .000 to Point/Station 4 .000 AREA A2 **** INITIAL AREA EVALUATION **** Initial area flow distance = 418 . 000 (Ft . ) Top (of initial area) elevation = 1062.450 (Ft . ) Bottom (of initial area) elevation = 1057 . 500 (Ft . ) Difference in elevation = 4 .950(Ft. ) Slope = 0.01184 s(percent) = 1 .18 TC = k(0 .300) * [ (length"3) / (elevation change) ] "0 .2 Initial area time of concentration = ` Rainfall intensity = 2 . 639 (In/Hr) forla5 mii0 .0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0. 006 RI index for soil (AMC 2) = 69. 00 Pervious area fraction = 0. 100; Impervious fraction = 0. 900 Initial subarea runoff = 3-00- '(CFS) Total initial stream area = - � I1.290 (Ac. ) Pervious area fraction = 0.100 End of computations, total study area = 1.29 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 • . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 .1 Rational Hydrology Study Date: 07/16/07 File:100DAl .out -- ---- --- ---- -- ------ --- - - - - - - - - ---- --- - ----- - - - ------ -- - ----- -- - - -- - - -- 4046 REDHAWK 100 YEAR STORM POST=DEVELOPED CONDITION --------------------- - ---- -- - -- - -- --- --- ---- --- -- -- --- - - - -- ------- -- -- - - ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ----------------------------------- - -- ------- Program License Serial Number 5016 ----------------------------- ---------------------- -------------------- - 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 **** AREA Al Initial area flow distance = 214 .000 (Ft. ) Top (of initial area) elevation = 1058.700 (Ft. ) Bottom (of initial area) elevation = 1057 .900 (Ft. ) Difference in elevation = 0.800 (Ft. ) Slope = 0.00374 s (percent) = 0. 37 TC = k(0.300) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.848 min. Rainfall intensity = 3 .979 (In/Hr) for a 100. 0 year storm COMMERCIAL subarea type Runoff Coefficient = 0. 895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1 . 000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 84 .40 Pervious area fraction = 0 . 100; Impervious fraction = 0. 900 Initial subarea runoff = 0. 249 (CFS) Total initial stream area = 0 . 070 (Ac. ) Pervious area fraction = 0 . 100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3 . 000 to Point/Station 4 .000 **** INITIAL AREA EVALUATION **+* AREA A2 Initial area flow distance = 418 . 000 (Ft. ) Top (of initial area) elevation = 1062.450 (Ft. ) Bottom (of initial area) elevation = 1057.500 (Ft . ) Difference in elevation = 4 .950 (Ft. ) Slope = 0.01184 s (percent)= 1 . 18 TC = k(0.300) * H length'3) / (elevation change) ] '0.2 Initial area time of concentration = L8. 145 min. Rainfall intensity = 3 .899 (In/Hr) for a 100 . 0 year storm COMMERCIAL subarea type Runoff Coefficient = 0. 895 Decimal fraction soil group A = 0 .000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1 .000' Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 84 .40 Pervious area fraction = 0.100; Impervious fraction = 0. 900 Initial subarea runoff = 4 .500(CFS) Total initial stream area = 1.290 (Ac. ) Pervious area fraction = 0.100 End of computations, total study area = 1.29 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Unit Hydrographs • 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 07/16/07 File: 2UH242 .out ++++++++++++++++++++++++++++++++++++++++++++*+++++t+++++++++++++++++++++ -- -- -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 ------ --------- ---- --- ---------------------- --------- ---- ------------ English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------—-------------—------------ - -- ---—------ 4046 REDHAWR 2 YEAR 24 HOUR STORM HYDROGRAPH PRE-DEVELOPED CONDITION ----- ______ Drainage Area = 1 .25(Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment =1.25 (Ac. ) =0.002 Sq. Mi. Length along longest watercourse = 368.00 (Ft. ) Length along longest watercourse measured to centroid Length along longest watercourse = 0.070 Mi. 256.00 (Ft. ) Length along longest watercourse measured to centroid = 0. 048 Mi. Difference in elevation = 5.50 (Ft. ) Slope along watercourse = 78 . 9130 Ft./Mi. Average Manning's 'N' = 0. 025 Lag time = 0.030 Hr. Lag time = 1.81 Min. 25% of lag time = 0.45 Min. 40% of lag time = 0.72 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] 1.25 1. 93 2 .41 100 YEAR Area rainfall data: Area (Ac. ) (1] Rainfall (In) (2] Weighting [1*2] 1 .25 5.30 6.63 STORM EVENT (YEAR) 2 . 00 Area Averaged 2-Year Rainfall = 1 . 930 (In) Area Averaged 100-Year Rainfall = 5 . 300 (In) Point rain (area averaged) = 1 . 930 (In) Areal adjustment factor = 100 .00 % 0 Adjusted average point rain = 1 . 930 (In) Sub-Area Data : Area (Ac. ) Runoff Index Impervious 1 .250 86 . 00 0.000 Total Area Entered = 1 .25 (Ac. ) RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 86. 0 71.6 0 . 343 0.000 0 .343 1 .000 0 . 343 Area averaged mean soil loss (F) (In/Hr) = 0. 343 Sum (F) 0 .343 Minimum soil loss rate ( (In/Hr) ) = 0.172 (for 24 hour storm duration) Soil low loss rate (decimal) 0.900 ----'-- ----------------- --- ----------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data ---------------------- ------------------------- ----------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CPS) ------------------------------- -------------------------- 1 0.083 276 .805 54.167 0.682 2 0.167 553 .610 38.443 0.484 3 0.250 830.416 7.389 0. 093 Sum = 100.000 Sum= 1.260 ------------------------------------ --------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0. 015 0.608 0.014 2 0.17 0.07 0.015 0. 00 0.606 0.014 0. 00 3 0.25 0 . 07 0.015 0.604 0.014 0.00 4 0.33 0. 10 0 . 023 0.601 0. 021 5 0.42 0.10 0. 023 0.00 0.599 0.021 0. 00 6 0.50 0.10 0. 023 0.597 0.021 0. 00 7 0.58 0.10 0.023 0.594 0.021 0. 00 8 0. 67 0.10 0.023 0 .592 0. 021 0.00 9 0.75 0.10 0.023 0.590 0.021 0.00 10 0.83 0. 13 0. 031 0.587 0.028 11 0.92 0.13 0. 031 0.00 0.585 0.028 0. 00 12 1 . 00 0.13 0. 031 0.583 0.028 0 . 00 13 1 . 08 0.10 0. 023 0 .580 0. 021 14 1 . 17 0. 00 0.10 0. 023 0 .578 0. 021 0. 00 15 1 .25 0.10 0. 023 0.576 0. 021 16 1 . 33 0.10 0. 023 0. 00 17 1 .42 0. 10 0. 023 0. 573 0. 021 0. 00 0. 571 0. 021 0.00 18 1 . 50 0. 10 0. 023 • 0. 569 0. 021 0.00 19 1 . 58 0. 10 0. 023 0. 567 0 .021 0.00 20 1 . 67 0. 10 0. 023 0.564 0.021 21 1 . 75 0 . 10 0. 023 0.00 0.562 0. 021 0 . 00 22 1 8 0 .13 0 .031 0 .560 0 . 028 0 . 00 • 23 1 . 92 0 . 13 0 . 031 0 .558 0 . 028 0 .00 24 2 . 00 0. 13 0.031 0.555 0 .028 0 . 00 25 2 .08 0 . 13 0 . 031 0.553 0 . 028 0 . 00 26 2 . 17 0. 13 0.031 0.551 0 .028 0. 00 27 2 .25 0.13 0 . 031 0 .549 0 . 028 0 . 00 28 2 . 33 0 . 13 0.031 0.546 0. 028 0 . 00 29 2 .42 0.13 0 . 031 0.544 0. 028 0 . 00 30 2 .50 0 . 13 0.031 0.542 0.028 0.00 31 2 .58 0. 17 0 . 039 0.540 0 . 035 0 . 00 32 2 .67 0.17 0. 039 0 .537 0. 035 0 . 00 33 2 .75 0 . 17 0. 039 0.535 0. 035 0. 00 34 2 . 83 0 .17 0 .039 0.533 0 . 035 0 .00 35 2 . 92 0. 17 0.039 0.531 0.035 0. 00 36 3 .00 0 .17 0 .039 0.529 0. 035 0 . 00 37 3 . 08 0.17 0.039 0.526 0.035 0. 00 38 3 .17 0 .17 0 .039 0.524 0. 035 0. 00 39 3 .25 0.17 0.039 0.522 0.035 0. 00 40 3 .33 0. 17 0. 039 0.520 0. 035 0. 00 41 3 .42 0.17 0.039 0.518 0.035 0. 00 42 3 .50 0.17 0. 039 0.516 0. 035 0. 00 43 3 .58 0.17 0.039 0.513 0.035 0. 00 44 3 .67 0.17 0 . 039 0.511 0.035 0. 00 45 3 .75 0. 17 0.039 0.509 0.035 0 .00 46 3 .83 0.20 0 . 046 0.507 0. 042 0. 00 47 3 .92 0 .20 0.046 0 .505 0.042 0 . 00 48 4 .00 0.20 0. 046 0.503 0.042 0. 00 • 49 4 .08 0.20 0.046 0 .501 0.042 0. 00 50 4 .17 0.20 0.046 0.498 0. 042 0.00 51 4 .25 0.20 0.046 0 .496 0.042 0. 00 52 4 .33 0.23 0 .054 0.494 0. 049 0. 01 53 4 .42 0 .23 0.054 0 .492 0.049 0. 01 54 4 .50 0.23 0.054 0.490 0. 049 0.01 55 4 .58 0 .23 0.054 0 .488 0.049 0. 01 56 4 .67 0.23 0.054 0.486 0. 049 0. 01 57 4 .75 0 .23 0. 054 0.484 0.049 0. 01 58 4 .83 0.27 0.062 0.482 0. 056 0 . 01 59 4 .92 0 .27 0 . 062 0.480 0.056 0. 01 60 5.00 0.27 0.062 0.477 0. 056 0. 01 61 5. 08 0.20 0.046 0.475 0.042 0. 00 62 5.17 0 .20 0 .046 0.473 0.042 0. 00 63 5 .25 0.20 0.046 0.471 0. 042 0. 00 64 5.33 0.23 0.054 0.469 0.049 0. 01 65 5.42 0.23 0. 054 0.467 0. 049 0. 01 66 5 .50 0.23 0. 054 0.465 0. 049 0. 01 67 5.58 0.27 0.062 0.463 0.056 0. 01 68 5. 67 0.27 0. 062 0.461 0. 056 0.01 69 5 .75 0.27 0 . 062 0.459 0. 056 0 . 01 70 5 .83 0 .27 0.062 0.457 0. 056 0. 01 71 5. 92 0 .27 0.062 0.455 0. 056 0. 01 72 6. 00 0.27 0.062 0.453 0. 056 0. 01 73 6.08 0. 30 0 . 069 0.451 0.063 0 . 01 74 6. 17 0.30 0. 069 0.449 0. 063 0 . 01 75 6 .25 0 .30 0. 069 0 .447 0. 063 0. 01 76 6 . 33 0 . 30 0. 069 0.445 0. 063 0. 01 77 6 .42 0. 30 0. 069 0.443 0 .063 0 . 01 78 6. 50 0. 30 0 . 069 0 .441 0 . 063 0 . 01 79 6.58 0 . 33 0 . 077 0 .439 0 . 069 0 . 01 . 80 6 .67 0 . 33 0 .077 0 .437 0. 069 0 .01 61 6. 75 0.33 0 . 077 0.435 0 . 069 0 . 01 82 6 . 63 0. 33 0 . 077 0 .433 0.069 0 .01 83 6. 92 0.33 0 . 077 0.431 0 . 069 0 . 01 84 7 . 00 0. 33 0 .077 0.429 0.069 0 .01 85 7 .08 0 . 33 0 . 077 0.427 0 . 069 0. 01 86 7 .17 0.33 0 .077 0 .425 0.069 0 . 01 87 7 .25 0.33 0 . 077 0.423 0. 069 0.01 88 7 .33 0 .37 0.085 0 .421 0.076 0 . 01 89 7 .42 0. 37 0 . 065 0.419 0. 076 0 .01 90 7.50 0.37 0.085 0 .417 0.076 0 . 01 91 7.58 0.40 0 . 093 0.416 0. 083 0.01 92 7 .67 0.40 0.093 0.414 0 .063 0 . 01 93 7.75 0.40 0 . 093 0.412 0.083 0 .01 94 7 .83 0.43 0. 100 0.410 0 .090 0. 01 95 7.92 0.43 0. 100 0 .406 0.090 0.01 96 8 .00 0.43 0 . 100 0.406 0. 090 0. 01 97 8 .08 0.50 0. 116 0.404 0.104 0. 01 98 8.17 0.50 0 .116 0.402 0.104 0. 01 99 8 .25 0.50 0.116 0.400 0.104 0.01 100 6.33 0.50 0 .116 0.399 0.104 0 . 01 101 8 .42 0.50 0.116 0.397 0.104 0.01 102 8.50 0.50 0.116 0.395 0.104 0. 01 103 8 .58 0.53 0.124 0.393 0.111 0.01 104 8.67 0.53 0.124 0.391 0.111 0. 01 105 8 .75 0.53 0.124 0.389 0.111 0. 01 106 8.63 0.57 0.131 0.387 0.118 0. 01 107 8.92 0.57 0. 131 0.386 0.118 0. 01 108 9.00 0.57 0.131 0.384 0.118 0.01 109 9.08 0.63 0. 147 0.382 0.132 0. 01 110 9.17 0.63 0.147 0.380 0.132 0.01 111 9.25 0.63 0. 147 0.378 0.132 0. 01 112 9.33 0.67 0.154 0.377 0.139 0.02 113 9.42 0.67 0.154 0.375 0.139 0. 02 114 9.50 0.67 0. 154 0.373 0.139 0. 02 115 9.58 0.70 0.162 0.371 0.146 0.02 116 9.67 0.70 0.162 0.369 0.146 0. 02 117 9.75 0.70 0. 162 0.368 0.146 0. 02 118 9.63 0. 73 0.170 0. 366 0.153 0.02 119 9.92 0.73 0.170 0.364 0.153 0. 02 120 10. 00 0.73 0.170 0 .362 0.153 0. 02 121 10. 08 0.50 0.116 0.361 0.104 0.01 122 10.17 0.50 .0.116 0.359 0. 104 0. 01 123 10 .25 0.50 0. 116 0.357 0.104 0. 01 124 10. 33 0.50 0.116 0.355 0.104 0. 01 125 10.42 0.50 0.116 0.354 0.104 0 . 01 126 10.50 0.50 0 .116 0 .352 0 .104 0. 01 127 10.58 0.67 0.154 0. 350 0. 139 0. 02 128 10 . 67 0.67 0.154 0.348 0.139 0.02 129 10. 75 0 .67 0.154 0 .347 0.139 0 . 02 130 10. 83 0.67 0 .154 0. 345 0.139 0. 02 131 10. 92 0. 67 0 . 154 0. 343 0. 139 0. 02 • 132 11 . 00 0.67 0. 154 0. 342 0. 139 0 .02 133 11 . 08 0.63 0. 147 0 .340 0.132 0. 01 134 11 . 17 0.63 0. 147 0. 338 0. 132 0 . 01 135 11 .25 0.63 0 . 147 0. 337 0. 132 0 . 01 136 11 . 33 0 .63 0. 147 0. 335 0 .132 0 . 01 • 137 11 .42 0 . 63 0 . 147 0.333 0 . 132 0 .01 138 11 .50 0.63 0.147 0. 332 0.132 0 . 01 139 11 .58 0 . 57 0 . 131 0.330 0 . 118 0 .01 140 11 . 67 0.57 0 .131 0. 328 0.118 0. 01 141 11 .75 0 . 57 0 . 131 0.327 0 . 118 0 .01 142 11.83 0 .60 0 . 139 0 . 325 0.125 0 .01 143 11 . 92 0 . 60 0 . 139 0.324 0.125 0 . 01 144 12.00 0 .60 0 .139 0.322 0.125 0 .01 145 12 . 08 0.83 0. 193 0.320 0 .174 0 .02 146 12. 17 0 .83 0 .193 0 .319 0.174 0 .02 147 12 .25 0 .83 0. 193 0.317 0.174 0 . 02 148 12 .33 0. 87 0 .201 0.316 0 .181 0 .02 149 12.42 0 .87 0.201 0.314 0.181 0. 02 150 12 .50 0.87 0.201 0.312 0.181 0 .02 151 12.58 0 . 93 0.216 0.311 0.195 0. 02 152 12 .67 0.93 0.216 0.309 0. 195 0 .02 153 12 .75 0. 93 0.216 0 .308 0.195 0. 02 154 12.83 0. 97 0 .224 0.306 0 .201 0 .02 155 12 . 92 0.97 0.224 0.305 0.201 0. 02 156 13 .00 0 . 97 0.224 0.303 0.201 0 .02 157 13 . 08 1.13 0.262 0.301 0.236 0. 03 158 13 .17 1 . 13 0.262 0.300 0.236 0 .03 159 13 .25 1.13 0.262 0.298 0.236 0 . 03 160 13 .33 1 . 13 0.262 0.297 0.236 0. 03 161 13 .42 1.13 0.262 0.295 0.236 0 . 03 162 13 .50 1.13 0.262 0.294 0.236 0. 03 • 163 13 .58 0.77 0.178 0.292 0.160 0 . 02 164 13.67 0.77 0.178 0.291 0. 160 0. 02 165 13 .75 0.77 0.178 0.289 0.160 0. 02 166 13 .83 0. 77 0.178 0.288 0.160 0. 02 167 13 .92 0.77 0.178 0.286 0.160 0 . 02 168 14.00 0.77 0.178 0.285 0.160 0. 02 169 14 .08 0.90 0.208 0.284 0.188 0. 02 170 14 .17 0.90 0.208 0.282 0. 188 0 . 02 171 14 .25 0.90 0.208 0.281 0.188 0. 02 172 14 .33 0.87 0.201 0.279 0.181 0 . 02 173 14 .42 0.87 0.201 0.278 0.181 0. 02 174 14 .50 0 .87 0.201 0.276 0. 181 0 . 02 175 14 .58 0. 87 0.201 0.275 0.181 0. 02 176 14 .67 0.87 0.201 0.274 0.181 0. 02 177 14 .75 0.87 0.201 0.272 0. 181 0 . 02 178 14 .83 0.83 0.193 0.271 0.174 0.02 179 14 . 92 0.83 0. 193 0.269 0. 174 0. 02 180 15.00 0.83 0. 193 0.268 0.174 0. 02 181 15. 08 0. 80 0.185 0.267 0.167 0. 02 182 15.17 0.80 0.185 0.265 0.167 0. 02 183 15.25 0 .80 0.185 0.264 0. 167 0. 02 184 15.33 0. 77 0. 178 0 .263 0.160 0. 02 185 15.42 0.7.7 0.178 0 .261 0.160 0.02 186 15.50 0.77 0.178 0.260 0. 160 0. 02 187 15.58 0.63 0.147 0.259 0.132 0. 01 188 15.67 0. 63 0. 147 0 .257 0.132 0. 01 189 15 .75 0. 63 0. 147 0 .256 0 .132 0. 01 . 190 15 .83 0.63 0. 147 0.255 0. 132 0. 01 191 15 . 92 0.63 0 . 147 0 .253 0. 132 0. 01 192 16 . 00 0.63 0. 147 0 .252 0.132 0. 01 193 16 . 08 0. 13 0 . 031 0 .251 0. 028 0 .00 • 194 16. 17 0 . 13 0. 031 0.249 0 . 028 0 .00 195 16 .25 0. 13 0 . 031 0 .248 0. 028 0 .00 196 16,33 0 . 13 0 . 031 0.247 0 . 028 0 .00 197 16 .42 0 .13 0 . 031 0 .246 0.028 0 . 00 198 16.50 0 . 13 0.031 0.244 0 . 028 0 . 00 199 16. 58 0.10 0 . 023 0.243 0.021 0 .00 200 16 .67 0 . 10 0 . 023 0.242 0.021 0 . 00 201 16. 75 0.10 0 . 023 0.241 0.021 0 .00 202 16 .83 0 . 10 0 . 023 0.239 0.021 0. 00 203 16. 92 0. 10 0 . 023 0.238 0.021 0 . 00 204 17 . 00 0.10 0. 023 0.237 0.021 0. 00 205 17.08 0. 17 0. 039 0.236 0.035 0 . 00 206 17 . 17 0.17 0.039 0.235 0. 035 0.00 207 17.25 0. 17 0 .039 0 .233 0. 035 0. 00 208 17.33 0.17 0.039 0.232 0. 035 0. 00 209 17 .42 0. 17 0 . 039 0.2.31 0. 035 0. 00 210 17.50 0.17 0.039 0.230 0. 035 0.00 211 17 .58 0. 17 0. 039 0.229 0. 035 0. 00 212 17.67 0.17 0.039 0.228 0.035 0. 00 213 17.75 0.17 0.039 0.227 0. 035 0. 00 214 17.83 0.13 0.031 0.225 0.028 0. 00 215 17 .92 0.13 0.031 0.224 0.028 0. 00 216 18.00 0 .13 0. 031 0.223 0.028 0. 00 217 18.08 0.13 0.031 0.222 0. 028 0. 00 218 18.17 0.13 0.031 0.221 0.028 0. 00 219 18 .25 0.13 0.031 0.220 0. 028 0. 00 220 18.33 0.13 0 . 031 0.219 0.028 0. 00 221 18 .42 0.13 0.031 0.218 0.028 0. 00 222 18.50 0.13 0. 031 0.217 0.028 0. 00 223 18.58 0.10 0.023 0.216 0. 021 0. 00 224 18.67 0.10 0.023 0.215 0.021 0. 00 225 18.75 0.10 0 . 023 0.214 0. 021 0. 00 226 18 .83 0.07 0.015 0.213 0.014 0. 00 227 18.92 0.07 0 . 015 0.212 0. 014 0.00 228 19. 00 0.07 0. 015 0.211 0.014 0. 00 229 19.08 0.10 0.023 0.210 0.021 0. 00 230 19.17 0. 10 0. 023 0.209 0. 021 0.00 231 19.25 0.10 0.023 0.208 0.021 0. 00 232 19.33 0.13 0.031 0.207 0. 028 0. 00 233 19.42 0.13 0 . 031 0.206 0.028 0.00 234 19.50 0.13 0. 031 0.205 0.028 0. 00 235 19.58 0.10 0.023 0.204 0. 021 0. 00 236 19.67 0. 10 0. 023 0.203 0. 021 0.00 237 19.75 0.10 0. 023 0.202 0.021 0. 00 238 19.83 0.07 0. 015 0.201 0.014 0. 00 239 19.92 0. 07 0.015 0.200 0. 014 0. 00 240 20.00 0. 07 0. 015 0.199 0.014 0. 00 241 20.08 0.10 0 . 023 0.198 0.021 0.00 242 20 . 17 0.10 0. 023 0.197 0. 021 0 . 00 243 20.25 0.10 0. 023 0.197 0.021 0 . 00 244 20.33 0.10 0. 023 0.196 0.021 0.00 245 20.42 0.10 0.023 0.195 0.021 246 20 .50 0. 10 0. 023 0. 00 . 0. 194 0. 021 0. 00 297 20 .58 0.10 0. 023 0.193 0. 021 0. 00 248 20 .67 0 .10 0 . 023 0. 192 0. 021 0 . 00 249 20. 75 0.10 0. 023 0. 192 0 .021 0. 00 250 20. 83 0 . 07 0. 015 0. 191 0. 014 0 . 00 251 20. 92 0.07 0 . 015 0 .190 0.014 0 .00 252 21 .00 0 . 07 0. 015 0.189 0 . 014 0 . 00 253 21 . 08 0 . 10 0 . 023 0 .189 0.021 0 .00 254 21 . 17 0. 10 0 .023 0 .188 0 . 021 0 .00 255 21 .25 0 . 10 0. 023 0. 187 0 .021 0 .00 256 21. 33 0 .07 0 . 015 0 .166 0 . 014 0 . 00 257 21 .42 0 . 07 0. 015 0. 186 0. 014 0 .00 258 21 .50 0 . 07 0 . 015 0.185 0.014 0 . 00 259 21 . 58 0.10 0.023 0.184 0 . 021 0 .00 260 21 .67 0.10 0. 023 0.184 0 .021 0 . 00 261 21 .75 0 . 10 0 . 023 0 .183 0.021 0 .00 262 21.83 0 .07 0.015 0.182 0 .014 0 . 00 263 21 . 92 0.07 0 . 015 0.182 0.014 0.00 264 22.00 0. 07 0 .015 0 .181 0.014 0 .00 265 22.08 0.10 0.023 0.181 0 .021 0. 00 266 22 . 17 0.10 0 . 023 0.180 0 .021 0.00 267 22 .25 0. 10 0.023 0 .179 0. 021 0.00 268 22.33 0.07 0.015 0.179 0.014 0 .00 269 22 .42 0.07 0 .015 0.178 0.014 0. 00 270 22.50 0. 07 0.015 0.178 0.014 0.00 271 22 .58 0.07 0 .015 0.177 0.014 0. 00 272 22 .67 0.07 0.015 0.177 0.014 0.00 273 22.75 0 .07 0. 015 0.176 0.014 0. 00 274 22 .83 0.07 0.015 0.176 0.014 0.00 275 22. 92 0. 07 0.015 0.175 0.014 0. 00 276 23 .00 0 .07 0.015 0.175 0.014 0.00 277 23 . 08 0.07 0.015 0.175 0. 014 0. 00 278 23 .17 0 .07 0 .015 0.174 0.014 0. 00 279 23 .25 0.07 0.015 0 .174 0.014 0. 00 280 23 .33 0. 07 0 .015 0.173 0.014 0. 00 281 23 .42 0.07 0.015 0.173 0.014 0. 00 282 23 .50 0. 07 0.015 0.173 0.014 0. 00 283 23 .58 0.07 0.015 0.173 0.014 0. 00 284 23 .67 0.07 0. 015 0.172 0. 014 0. 00 285 23 .75 0.07 0.015 0.172 0.014 0. 00 286 23 .83 0.07 0. 015 0.172 0. 014 0. 00 287 23 .92 0.07 0.015 0.172 0.014 0. 00 288 24 . 00 0.07 0.015 0.172 0. 014 0. 00 Sum = 100.0 Sum = 2 .3 Flood volume = Effective rainfall 0.19 (In) times area 1.3 (Ac. ) / [ (In) / (Ft. ) j = 0.0 (Ac.Ft) Total soil loss = 1.74 (In) Total soil loss = 0. 181 (AC.Ft) Total rainfall = 1. 93 (In) Flood volume = 875.7 Cubic Feet Total soil loss = 7881. 6 Cubic Feet -- ------------- --------- ----- ------------------------- ---------- Peak flow rate of this hydrograph = 0.033 (CFS) ------- ----------- ------------------------------- ----------- -------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r 0 g r a p h -- --- -- --- ----- - - - - --- - -- --------- ------ - ----- Hydrograph in 5 Minute intervals ( (CFS) ) - - - - - - -- - - - -- - - - -- -- - - -- - - --- -- - - --- - - ---- - - - - - - - - - - - -- - - - - - - - -- Time (h+m) Volume Ac . Ft Q(CFS) 0 2 . 5 5 . 0 7 . 5 10. 0 0+- -5- 0. 0000 0 . 00 Q 0+10 0 . 0000 0.00 Q j 0+15 0.0000 0 . 00 Q 0+20 0. 0001 0 . 00 Q 0+25 0 . 0001 0.00 Q 0+30 0 .0001 0 . 00 Q 0+35 0.0001 0.00 Q 0+40 0. 0001 0 .00 Q 0+45 0 . 0002 0 . 00 Q 0+50 0 .0002 0.00 Q 0+55 0.0002 0.00 Q 1+ 0 0. 0002 0 .00 Q 1+ 5 0 . 0003 0 . 00 Q 1+10 0 .0003 0.00 Q 1+15 0.0003 0.00 Q 1+20 0. 0003 0 . 00 Q I I 1+25 0 . 0003 0.00 Q 1+30 0.0004 0.00 Q 1+35 0.0004 0. 00 Q 1+40 0. 0004 0.00 Q I 1+45 0.0004 0.00 Q 1+50 0.0004 0 . 00 Q 1+55 0. 0005 0.00 Q 2+ 0 0.0005 0.00 Q 2+ 5 0.0005 0.00 Qv 2+10 0. 0005 0.00 Qv 2+15 0.0006 0. 00 Qv 2+20 0.0006 0.00 QV 2+25 0. 0006 0.00 Qv 2+30 0.0006 0.00 Qv 2+35 0.0007 0.00 QV 2+40 0. 0007 0.00 QV j I 2+45 0.0007 0.00 Qv I I 2+50 0.0008 0.00 QV 2+55 0.0008 0.00 QV I I 3+ 0 0.0008 0.00 QV 3+ 5 0. 0009 0.00 Qv j I 3+10 0.0009 0.00 QV 3+15 0. 0009 0.00 Qv 3+20 0.0010 0. 00 Qv 3+25 0. 0010 0.00 Q v I 3+30 0.0010 , 0. 00 Q V I 3+35 0. 0011 0.00 Q V 3+40 0.0011 0 .00 Q V 3+45 0. 0011 0. 00 Q V I 3+50 0.0012 0.01 Q v I 3+55 0.0012 0. 01 Q V I I 4+ 0 0. 0013 0. 01 Q v I I 4+ 5 0.0013 0 .01 Q v I 4+10 0. 0013 0 . 01 Q V 4+15 0. 0014 0. 01 Q V 4+20 0.0014 0.01 Q V 4+25 0.0015 0 . 01 Q V 4+30 0. 0015 0. 01 Q V 4+35 0 . 0016 0. 01 Q V 4+40 0. 0016 0. 01 Q v 4+45 0.0017 0 . 01 Q v 4+50 0. 0017 0.01 Q v I 4+55 0 .0018 0 . 01 Q v 5+ 0 0. 0018 0 . 01 Q v 5+ 5 0 .0019 0 . 01 Q v I I 5+10 0 .0019 0.01 Q v 5+15 0. 0019 0 . 01 Q v I I 5+20 0.0020 0.01 Q v I 5+25 0. 0020 0 . 01 Q v 5+30 0 .0021 0.01 Q v I 5+35 0.0021 0 . 01 Q v 5+40 0.0022 0.01 Q v 5+45 0.0022 0 . 01 Q v I I 5+50 0. 0023 0 .01 Q v I 5+55 0 .0024 0. 01 Q v I I 6+ 0 0.0024 0.01 Q v �I 6+ 5 0.0025 0. 01 Q v I I 6+10 0.0025 0.01 Q v I I 6+15 0.0026 0 . 01 Q v I I I 6+20 0.0026 0.01 Q v I I 6+25 0.0027 0. 01 Q v I I 6+30 0.0028 0.01 Q v i I 6+35 0.0028 0.01 Q V I I 6+40 0.0029 0.01 Q v 6+45 0.0030 0.01 Q v 6+50 0.0030 0. 01 Q v 6+55 0.0031 0.01 Q v I I I 7+ 0 0.0032 0 . 01 Q V 7+ 5 0.0032 0.01 Q v I I 7+10 0.0033 0.01 Q v 7+15 0.0034 0.01 Q v 7+20 0.0034 0.01 Q v I I 7+25 0.0035 0.01 Q v I I I 7+30 0.0036 0.01 Q v I I 7+35 0.0037 0.01 Q v l 7+40 0.0037 0.01 Q v l I I I 7+45 0.0038 0.01 Q v l 7+50 0.0039 0. 01 Q v I I 7+55 0.0040 0.01 Q v l I 8+ 0 0.0041 0.01 Q v l I I 8+ 5 0.0042 0. 01 Q v l 1 I I 8+10 0.0043 0. 01 Q v l I 8+15 0. 0044 0.01 Q v l I 8+20 0.0045 0.01 Q v l I 1 8+25 0.0046 0 . 01 Q VI I I 8+30 0. 0047 0. 01 Q VI i 8+35 0.0048 0. 02 Q v I 1 I 8+40 0.0049 0.02 Q VI I I I 8+45 0.0050 0 .02 Q vi I 8+50 0. 0051 0. 02 Q v i 8+55 0. 0052 0. 02 Q V I 9+ 0 0.0053 0. 02 Q V 9+ 5 0.0054 0. 02 Q v 9+10 0. 0056 0 .02 Q Iv I I 9+15 0. 0057 0. 02 Q Iv I 9+20 0. 0058 0 . 02 Q Iv 9+25 0 .0060 0 . 02 Q v 9+30 0 .0061 0 . 02 Q V 9+35 0 . 0062 0 . 02 Q V 9+40 0.0064 0 . 02 Q 9+45 0. 0065 0 . 02 Q VV 9+50 0 .0067 0 . 02 Q 9+55 0.0068 0. 02 Q V 10+ 0 0.0070 0 . 02 Q v I 10+ 5 0 .0071 0.02 Q V 10+10 0. 0072 0 . 02 Q I V 10+15 0 .0073 0 .01 Q v I 10+20 0.0074 0 . 01 Q I V 10+25 0. 0075 0 .01 Q V I 10+30 0 .0076 0. 01 Q V I 10+35 0.0077 0. 02 Q I V 10+40 0. 0078 0.02 Q V 10+45 0.0080 0 . 02 Q .I V I I 10+50 0.0081 0.02 Q V 10+55 0.0082 0 . 02 Q 11+ 0 0.0084 0.02 Q I v 11+ 5 0.0085 0 . 02 Q V 11+10 0.0086 0 .02 Q I V I 11+15 0.0088 0. 02 Q V 11+20 0.0089 0.02 Q V 11+25 0.0090 0. 02 Q V 11+30 0.0091 0.02 Q V I 11+35 0.0093 0 . 02 Q I V 11+40 0.0094 0.02 Q V • 11+45 0.0095 0. 02 Q I V 11+50 0. 0096 0.02 Q j v Ij 11+s5 0.0097 0 .02 Q VI I 12+ 0 0.0098 0.02 Q VI I 12+ s 0.0100 0. 02 Q I VI 12+10 0.0102 0.02 Q V 12+15 0.0103 0.02 Q I V 12+20 0.0105 0. 02 Q V 12+25 0.0107 0.03 Q I IV I 12+30 0.0108 0.03 Q IV I I 12+35 0.0110 0.03 Q I IV 12+40 0.0112 0.03 Q V 12+45 0. 0114 0. 03 Q I Iv 12+50 0.0116 0.03 Q I I V 12+55 0.0118 0.03 Q V 13+ 0 0.0120 _ 0. 03 Q 13+ 5 0.0122 0.03 Q I I v V 13+10 0.0124 0.03 Q V 13+15 0.0126 0 . 03 Q I I V 13+20 0.0129 0. 03 Q I V 13+25 0.0131 0.03 Q V 13+30 0. 01 33 0. 03 Q I I V 13+35 0.0135 0 . 03 Q I I V 13+40 0.0137 0. 02 Q V 13+45 0. 0138 0. 02 Q V 13+50 0 .0140 0.02 Q I. V 13+55 0.0141 0.02 Q V 14+ 0 0.0143 0 . 02 Q V 14+ 5 0.0145 0. 02 Q I I V 14+10 0 .0146 0. 03 Q VI • 14+15 0 . 0148 0 . 03 Q V 14+20 0 .0150 0. 03 Q V I 14+25 0. 0152 0 . 03 Q V 14+30 0 .0153 0 .03 Q I V 14+35 0. 0155 0 . 03 Q V I 14+40 0 .0157 0 .03 Q I IV 14+45 0.0159 0 . 03 Q IV 14+50 0 .0160 0. 02 Q I I IV 14+55 0.0162 0 . 02 Q I V 15+ 0 0. 0164 0.02 Q I I v 15+ 5 0 .0165 0. 02 Q V I is+lo 0.0167 0.02 Q I V 15+15 0 .0169 0 . 02 Q I I V is+zo 0.0170 0.02 Q I V 15+25 0.0172 0 . 02 Q I I V 15+30 0 .0173 0.02 Q •. I V 15+35 0.0175 0. 02 Q I I V I 15+40 0. 0176 0.02 Q I V 15+45 0.0177 0.02 Q II V is+so 0.0179 0.02 Q I V 15+55 0.0180 0.02 Q I I I I 16+ 0 0.0181 0.02 Q I VV 16+ 5 0.0182 0.01 Q I v 16+10 0.0182 0.00 Q I I V 16+15 0.0182 0. 00 Q V 16+20 0. 0183 0.00 Q I I V . 16+25 0.0183 0.00 Q I V 16+30 0.0183 0.00 Q I V 16+35 0.0183 0.00 Q I I V 16+40 0.0184 0.00 Q I I V I 16+45 0.0184 0.00 Q V 16+50 0.0184 0.00 Q V 16+55 0.0184 0.00 QI I I V 1 17+ 0 0.0184 0. 00 Q I V I 17+ s 0.0185 0.00 Q I I V 17+10 0. 0185 0. 00 Q I I 17+150.0185 0. 00 Q I V 17+20 0.0186 0.00 Q I I V 17+25 0.0186 0. 00 Q I I v l 17+30 0.0186 0. 00 Q I V 17+35 0.0187 0.00 Q I I V 17+40 0.0187 0. 00 Q I I V 17+45 0.0187 = 0. 00 Q I I V 17+50 0.0188 0. 00 Q I I V 17+55 0.0188 0.00 Q I I V 18+ 0 0.0188 0. 00 Q I I I V 18+ 5 0.0189 0. 00 Q I V 18+10 0.0189 0. 00 Q V 18+15 0.0189 0.00 Q 18+20 0.0189 0 .00 Q I I V 18+25 0.0190 0. 00 Q I I V I 18+30 0. 0190 0 . 00 Q V 18+35 0. 0190 0 . 00 Q I V 18+40 0.0190 0. 00 Q V 18+45 0.0190 0. 00 Q I V 18+50 0.0191 0 .00 Q I V 18+5s 0 . 0191 0 . 00 Q v 19+ 0 0 .0191 0 . 00 Q v 19+ 5 0 . 0191 0 . 00 Q V 19+10 0 . 0191 0 . 00 Q v 19+15 0 .0191 0 .00 Q V 19+20 0. 0192 0 . 00 Q v 19+25 0 . 0192 0 . 00 Q V 19+30 0 .0192 0.00 Q v 19+35 0.0192 0 . 00 Q v 19+40 0 . 0193 0.00 Q I v 19+45 0.0193 0 . 00 Q v 19+50 0.0193 0 . 00 Q I v 19+55 0. 0193 0.00 Q I v 1 20+ 0 0.0193 0. 00 Q v 1 20+ 5 0.0194 0 . 00 Q v 20+10 0. 0194 0.00 Q v l 20+15 0. 0194 0 . 00 Q v 20+20 0 .0194 0.00 Q v I 20+25 0.0194 0.00 Q I I v 20+30 0. 0195 0 . 00 Q v 20+35 0.0195 0.00 Q I v l 20+40 0.0195 0. 00 Q I I v 20+45 0. 0195 0.00 Q v 1 20+50 0.0195 0.00 Q I I V 20+55 0.0195 0. 00 Q I v I 21+ 0 0.0196 0.00 Q v l 21+ 5 0.0196 0. 00 Q I I I v 21+10 0. 0196 0.00 Q V I 21+15 0.0196 0. 00 Q I I VI 21+20 0.0196 0. 00 Q II VI 21+25 0.0196 0.00 Q I VI 21+30 0.0197 0.00 Q II vl 21+35 0.0197 0.00 Q I VI 21+40 0.0197 0. 00 Q I I VI 21+45 0.0197 0.00 Q II vi 21+50 0.0197 0. 00 Q I I VI 21+55 0.0197 0.00 Q II VI 22+ 0 0.0198 0 . 00 Q I I VI 22+ 5 10.0198 0.00 Q I I VI 22+10 0. 0198 0 . 00 Q I I VI 22+15 0.0198 0. 00 Q I I I VI 22+20 0. 0198 0.00 Q I VI 22+25 0.0198 0. 00 Q II VI 22+30 0.0199 0.00 Q I VI 22+35 0. 0199 0. 00 Q II vi 22+40 0.0199 0. 00 Q I VI 22+45 0.0199 0.00 Q I VI 22+50 0. 0199 0 . 00 Q II VI 22+55 0.0199 0. 00 Q I VI 23+ 0 0. 0199 0.00 Q I VI 23+ 5 0.0199 0 .00 Q I I I VI 23+10 0.0200 0 . 00 Q vi 23+15 0.0200 0. 00 Q I VI 23+20 0. 0200 0. 00 Q I VI 23+25 0. 0200 0 . 00 Q I VI 23+30 0. 0200 0 . 00 Q I VI 23+35 0. 0200 0. 00 Q VI 23+40 0 . 0200 0 . 00 Q I v 23+45 0 . 0201 0 . 00 Q VI 23+50 0 .0201 0 . 00 Q vi 23+55 0. 0201 0.00 Q VI 24+ 0 0 . 0201 0 . 00 Q VI 24+ 5 0 . 0201 0 . 00 Q VI 24+10 0 . 0201 0 . 00 Q VI - --- - - - - -- - - - - --- - ---- - --- - ------ - - --- --- - - --- - - - - -- - ---- -- - -- - 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 07/16/07 File: 10UH2410 .out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' - - -- -- -- --- --- -- - - - - --- --- - - - -- - -' -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 -- ---------------- - --------------------- -------- ----- - -- --- - -- —--- - English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------- ------- 4046 REDHAWK 10 YEAR 24 HOUR STORM HYDROGRAPH PRE"IDEVELOPED CONDITION -----------------------------------—--------------—--------------- Drainage Area = 1 .25 (Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 1.25 (Ac. ) _ .002 Sq. Mi. Length along longest watercourse = 368. 00 (Ft. ) Length along longest watercourse measured to centroid = 256. 00(Ft. ) Length along longest watercourse = 0.070 Mi . Length along longest watercourse measured to centroid = 0.048 :Mi. Difference in elevation = 5.50 (Ft. ) Slope along watercourse = 78.9130 Ft./Mi . Average Manning's 'N' = 0.250 Lag time = 0.301 Hr. Lag time = 18.06 Min. 25% of lag time = 4 .52 Min. 40% of lag time = 7 .23 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] 1.25 1 . 93 2 .41 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1*2] 1.25 5 .30 6 . 63 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1 . 930 (In) Area Averaged 100-Year Rainfall = 5.300 (In) Point rain (area averaged) = 3 . 316 (In) Areal adjustment factor = 100. 00 % Adjusted average point rain = 3 . 316 (In) Sub-Area Data: Area (Ac. ) Runoff Index Impervious % 1 .250 86 . 00 0. 000 Total Area Entered = 1 . 25 (Ac. ) RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F AMC2 AMC-2 (In/Hr) (Dec. %) (In/Hr) (Dec. ) (In/Hr) 86. 0 86 . 0 0.176 0 .000 0. 176 1 . 000 0 . 176 Area averaged mean soil loss (F) (In/Hr) = 0.176 Sum (F) 0 . 176 Minimum soil loss rate ( (In/Hr) ) = 0 .088 (for 24 hour storm duration) Soil low loss rate (decimal) = 0. 900 ------- ------------- ------------------- ----------------- U n i t H y d r o g r a p h VALLEY S-Curve ---------------------------------------------- --- -------------- Unit Hydrograph Data ---------------- ____ ---------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) • 1 0.083 27 .681 2.608 0.033--_---- 2 0.167 55.361 9.178 0.116 3 0.250 83 .042 16.290 0.205 4 0.333 110.722 19.277 0.243 5 0.417 138.403 14 .137 0.178 6 0.500 166 .083 8.317 0.105 7 0.583 193 .764 5.190 0.065 8 0.667 221 .444 3 .896 0.049 9 0.750 249.125 3 . 131 0.039 10 0.833 276.805 2.616 0.033 11 0.917 304 .486 2.182 0 027 12 1.000 332 .166 1.777 0. 022 13 1 .083 359.847 1 .633 0.021 14 1.167 387.527 1.310 0.017 15 1.250 415.208 1.168 0. 015 16 1 .333 442 . 888 0. 919 0.012 17 1 .417 , 470.569 0.870 0.011 18 1.500 498.249 0.832 0 . 010 19 1 .583 525 . 930 0.733 0. 009 20 1 .667 553 . 610 0.608 0.008 21 1 . 750 581 .291 0.540 0.007 22 1.833 608 . 971 0.492 0 . 006 23 1.917 636.652 0.413 0. 005 24 2 . 000 664 .332 0.373 0. 005 25 2 . 083 692. 013 0.290 0.004 26 2 . 167 719. 693 0 .277 0.003 27 2.250 747 . 374 0.277 0.003 28 2. 333 775 . 054 0.277 0. 003 29 2 .417 802 . 735 0. 388 0 . 005 Sum = 100 . 000 Sum= 1 .260 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- - - - - - - - - - - - - - - - - - -- - - - - -- - - - Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0. 08 0 . 07 0 .027 0. 311 0 . 024 0 . 00 2 0. 17 0 .07 0 . 027 0 .310 0.024 0 . 00 3 0 .25 0 . 07 0.027 0. 309 0. 024 0 . 00 4 0. 33 0.10 0 . 040 0 .308 0.036 0. 00 5 0.42 0 . 10 0.040 0. 306 0. 036 0.00 6 0.50 0.10 0 . 040 0 .305 0.036 0 . 00 7 0.58 0.10 0.040 0.304 0 . 036 0 . 00 8 0.67 0 . 10 0 . 040 0.303 0.036 0. 00 9 0.75 0.10 0.040 0.302 0. 036 0 . 00 10 0.83 0. 13 0. 053 0.301 0.048 0. 01 11 0. 92 0.13 0.053 0.299 0. 048 0 . 01 12 1.00 0. 13 0 . 053 0.298 0.048 0. 01 13 1.08 0.10 0.040 0.297 0. 036 0 . 00 14 1.17 0. 10 0. 040 0.296 0.036 0.00 15 1.25 0.10 0.040 0.295 0. 036 0. 00 16 1.33 0. 10 0. 040 0.293 0.036 0.00 17 1.42 0.10 0.040 0.292 0. 036 0. 00 18 1.50 0.10 0. 040 0.291 0.036 0.00 19 1.58 0.10 0.040 0 .290 0. 036 0. 00 20 1.67 0.10 0 . 040 0.289 0.036 0. 00 21 1.75 0. 10 0.040 0.288 0. 036 0.00 22 1.83 0. 13 0.053 0.287 0.048 0. 01 23 1.92 0.13 0.053 0.285 0. 048 0.01 24 2.00 0.13 0.053 0.284 0.048 0. 01 25 2 .08 0.13 0.053 0.283 0. 048 0. 01 26 2.17 0.13 0.053 0.282 0.048 0.01 27 2 .25 0.13 0. 053 0.281 0. 048 0. 01 28 2.33 0.13 0.053 0.280 0. 048 0.01 29 2.42 0.13 0 .053 0.278 0. 048 0. 01 30 2.50 0.13 0.053 0.277 0. 048 0.01 31 2.58 0.17 0.066 0.276 0.060 0.01 32 2.67 0 .17 0. 066 0.275 0. 060 0 . 01 33 2.75 0.17 0. 066 0.274 0 .060 0. 01 34 2 .83 0.17 0.066 0.273 0. 060 0. 01 35 2. 92 0.17 0. 066 0 .272 0. 060 0. 01 36 3 .00 0.17 0.066 0.271 0.060 0. 01 37 3 . 08 0.17 0.066 0.269 0. 060 0.01 38 3 . 17 0.17 0.066 0.268 0.060 0. 01 39 3 .25 0. 17 0. 066 0.267 0.060 0. 01 40 3 .33 0.17 0. 066 0.266 0.060 0 . 01 41 3 .42 0.17 0.066 0 .265 0. 060 0.01 42 3 .50 0. 17 0.066 0.264 0.060 0. 01 43 3 . 58 0.17 0. 066 0.263 0.060 0. 01 44 3 .67 0. 17 0. 066 0.262 0. 060 0 . 01 45 3 . 75 0.17 0. 066 0 .261 0.060 0. 01 46 3 .83 0.20 0.080 0.259 0.072 0.01 47 3 . 92 0.20 0 .080 0.258 0.072 0. 01 48 4 .00 0.20 0. 080 0.257 0. 072 0. 01 49 4 . 08 0.20 0. 080 0 .256 0. 072 0 . 01 • 50 4 .17 0.20 0. 080 0 .255 0 .072 0 . 01 51 4 .25 0.20 0. 080 0.254 0.072 0. 01 52 4 . 33 0.23 0. 093 0.253 0. 084 0. 01 53 4 .42 0 .23 0 . 093 0.252 0 .084 0.01 54 4 . 50 0 .23 0 . 093 0 .251 0 .084 0 .01 55 4 .58 0 .23 0 . 093 0 .250 0 . 084 0 .01 56 4 .67 0 .23 0 . 093 0.249 0 .084 0 . 01 57 4 . 75 0 .23 0 . 093 0 .248 0 .084 0 .01 58 4 .83 0.27 0. 106 0.246 0 . 096 0.01 59 4 . 92 0 .27 0 . 106 0.245 0 .096 0 . 01 60 5 .00 0.27 0. 106 0.244 0 . 096 61 5 . 08 0 .20 0. 080 0 . 01 0.243 0 . 072 0 .01 62 5. 17 0 .20 0 . 080 0.242 0.072 63 5.25 0 .20 0 . 080 0 .01 0.241 0 . 072 0 . 01 64 5. 33 0 .23 0.093 0.240 0.084 65 5.42 0 .23 0 . 093 0 .01 66 5.50 0.23 0. 093 0.239 0.084 0 .01 0 .238 0.084 0. 01 67 5.58 0 .27 0.106 0.237 0.096 68 5.67 0.27 0.106 0 .01 69 5. 75 0.27 0. 106 0.236 0.096 0.01 0.235 0.096 0. 01 70 5.83 0 .27 0.106 0.239 0.096 0. 01 71 5. 92 0.27 0 .106 0.233 0 .096 0.01 72 6. 00 0 .27 0. 106 0.232 0.096 73 6.06 0.30 0.119 0.01 74 6. 17 0.30 0.119 0.231 0.107 0. 01 0.230 0.107 0 .01 75 6.25 0 .30 0.119 0.229 0.107 0.01 76 6.33 0.30 0.119 0.228 0.107 0. 01 77 6.42 0.30 0.119 0.227 0.107 78 6.50 0 .30 0.119 0 . 01 79 6.58 0.33 0. 133 022 0.107 0 .01 80 6.67 0.33 0.133 0..2255 0.119 0 .01 81 6.75 0.33 0.133 0.224 0.119 0. 01 0.223 0.119 0. 01 82 6.83 0. 33 0.133 0.222 0.119 0. 01 83 6.92 0.33 0.133 84 7.00 0.33 0.133 0.221 0.119 0 . 01 0.220 0. 119 0.01 85 7.08 0.33 0.133 0.219 0.119 0. 01 86 7.17 0.33 0. 133 0.218 0.119 0 . 01 87 7 .25 0.33 0.133 0.217 0.119 0 .01 88 7.33 0.37 0.146 0.216 0.131 89 7.42 0.01 0.37 0.196 0.215 0.131 0.01 90 7.50 0.37 0 .146 0.214 0.131 0. 01 i 91 7 .58 0.40 0. 159 0.213 0.143 92 7 .67 0.40 0. 159 0. 02 0.212 0.143 0 . 02 93 7.75 0.40 0. 159 0.211 0.143 0 .02 94 7.83 0.43 0.172 0.210 0. 155 0.02 95 7. 92 0.43 0.172 0.209 0.155 0.02 96 8.00 0.43 .0.172 0.208 0.155 0.02 97 8.08 0.50 0.199 0.207 0.179 0.02 98 8.17 0.50 0.199 0.206 0.179 0. 02 99 8 .25 0.50 0.199 0.205 0. 179 0. 02 100 8 .33 0.50 0.199 101 8 .42 0.50 0.199 0.204 0.179 0. 02 102 8 .50 0.50 0. 199 0 .203 0.179 0. 02 0 103 8 .58 0.53 0.212 0.201 ---202 0 -- 0. 02 104 8 . 67 0.53 0.212 0.200 - 0. 01 105 8 . 75 0.53 0.2120. 01 0. 199 -- - 106 8 .83 0.57 0 .226 0. 198 0. 01 • 107 8 . 92 0.57 0 .2260. 197 __ _ 0 . 03 108 9. 00 0.57 0.226 0. 196 - - - 0. 03 109 9. 08 0. 630 .252 0 . 03 0. 195 - -- 0. 06 110 9. 17 0 . 63 0 .252 0 .195 - - - 0 . 06 111 9.25 0 . 63 0 . 252 0. 194 - - - 0 . 06 112 9. 33 0.67 0 .265 0 .193 - - 0 . 07 113 9.42 0 . 67 0.265 0. 192 - -- 0. 07 114 9.50 0 .67 0 .265 0.191 - - - 0 . 07 115 9 . 58 0. 70 0 .279 0. 190 -- - 0 .09 116 9.67 0 . 70 0 .279 0. 189 -- - 0 . 09 117 9.75 0 . 70 0 .279 0 .188 - - - 0 . 09 118 9. 83 0.73 0.292 0.187 - - - 0 . 10 119 9. 92 0 . 73 0 .292 0.186 --- 0.11 120 10 . 00 0 .73 0.292 0.185 -- - 0 . 11 121 10.08 0.50 0. 199 0. 185 -- - 0.01 122 10. 17 0 . 50 0 . 199 0 .184 -- - 0. 02 123 10 .25 0 .50 0.199 0.183 --- 0 . 02 124 10. 33 0.50 0 .199 0.182 --- 0 . 02 125 10.42 0 .50 0 .199 0 .181 --- 0. 02 126 10.50 0.50 0.199 0.180 --- 0.02 127 10.58 0.67 0 .265 0.179 --- 0. 09 128 10.67 0 .67 0.265 0.178 --- 0.09 129 10.75 0.67 0.265 0.177 --- 0 . 09 130 10.83 0.67 0.265 0.177 --- 0.09 131 10. 92 0 .67 0.265 0 .176 --- 0 . 09 132 11 .00 0.67 0 .265 0.175 --- 0.09 133 11. 08 0.63 0.252 0 .174 --- 0 .08 134 11.17 0.63 0 .252 0.173 --- 0. 08 135 11.25 0.63 0.252 0.172 --- 0 . 08 136 11 .33 0 .63 0.252 0.171 --- 0. 08 137 11.42 0.63 0.252 0.171 0. 08 138 11 .50 0. 63 0.252 0.170 0. 08 139 11.58 0 .57 0.226 0.169 --- 0.06 140 11.67 0.57 0.226 0.168 --- 0. 06 141 11 .75 0.57 0.226 0.167 --- 0.06 142 11.83 0.60 0.239 0.166 --- 0 . 07 143 11. 92 0.60 0.239 0.166 --- 0.07 144 12.00 0.60 0.239 0.165 --- 0. 07 145 12.08 0 .83 0.332 0.164 --- 0.17 146 12.17 0.83 0.332 0.163 --- 0. 17 147 12 .25 0.83 0.332 0.162 --- 0. 17 148 12.33 0.87 0.345 0.161 --- 0.16 149 12.42 0.87 0.345 0.161 --- 0. 18 150 12 .50 0.87 0 .345 0 .160 --- 0.19 151 12.58 0.93 0. 371 0.159 --- 0 .21 152 12 .67 0. 93 0.371 0.158 --- 0.21 153 12 . 75 0.93 ,0 .371 0.157 --- 0.21 154 12.83 0. 97 0. 385 0.157 --- 0.23 155 12 . 92 0. 97 0.385 0.156 --- 0.23 156 13 . 00 0.97 0 .385 0.155 --- 0.23 157 13 .06 1 .13 0.451 0.154 --- 0. 30 158 13 .17 1 .13 0.451 0. 154 -- - 0. 30 159 13 .25 1 .13 0.451 0. 153 --- 0.30 160 13 . 33 1 .13 0.451 0 .152 --- 0. 30 161 13 .42 1 . 13 0.451 0. 151 --- 0.30 162 13 .50 1 . 13 0.451 0. 150 -- - 0 . 30 163 13 . 58 0 . 77 0.305 0.150 0 . 16 164 13 . 67 0 . 77 0. 305 0 . 149 -- - 0.16 165 13 . 75 0. 77 0. 305 0. 148 -- - 0 .16 166 13 .83 0. 77 0. 305 0. 147 - - - 0 . 16 167 13 . 92 0 . 77 0. 305 0. 147 0 .16 168 14 .00 0.77 0 . 305 0 .146 -- - 0 . 16 169 14 . 08 0. 90 0 .358 0.145 - -- 0 .21 170 14 . 17 0 . 90 0 . 358 0 .144 -- - 0 . 21 171 14 .25 0 . 90 0 .358 0 . 144 --- 0 .21 172 14 . 33 0 . 87 0 . 345 0 .143 -- - 0 .20 173 14 .42 0.87 0 .345 0. 142 - -- 0 .20 174 14 .50 0. 87 0. 345 0.141 --- 0 .20 175 14 .58 0 . 87 0 . 345 0 .141 -- - 0.20 176 14 .67 0.87 0.345 0. 140 --- 0 . 20 177 14 . 75 0. 87 0. 345 0 .139 - -- 0 .21 178 14 .83 0. 83 0.332 0.139 - -- 0 . 19 179 14 .92 0.83 0.332 0. 138 --- 0. 19 180 15.00 0.83 0. 332 0 .137 --- 0 . 19 181 15.08 0 .80 0.318 0.136 --- 0. 18 182 15.17 0.80 0. 318 0.136 --- 0 .18 183 15.25 0.80 0.318 0 .15 --- 0. 18 184 15.33 0 .77 0.305 0.134 --- 0.17 185 15.42 0.77 0. 305 0.134 --- 0 . 17 186 15.50 0.77 0.305 0 .133 --- 0.17 187 15.58 0 .63 0.252 0.132 --- 0 . 12 188 15 .67 0.63 0.252 0 .132 --- 0.12 189 15.75 0.63 0.252 0.131 --- 0 .12 190 15 .83 0.63 0 .252 0.130 --- 0.12 191 15.92 0.63 0.252 0.130 --- 0 . 12 192 16.00 0 .63 0.252 0.129 --- 0.12 193 16.08 0.13 0.053 0.128 0.048 0 .01 194 16 .17 0.13 0. 053 0.128 0.048 0. 01 195 16.25 0.13 0.053 0.127 0. 048 0.01 196 16. 33 0.13 0.053 0.126 0.048 0. 01 197 16.42 0.13 0.053 0.126 0.048 0.01 198 16.50 0.13 0.053 0.125 0.048 0. 01 199 16 .58 0.10 0.040 0.124 0.036 0.00 200 16.67 0.10 0.040 0.124 0.036 0. 00 201 16.75 0.10 0 .040 0.123 0.036 0.00 202 16.83 0.10 0. 040 0.123 0.036 0.00 203 16.92 0.10 0.040 0.122 0. 036 0.00 204 17.00 0.10 0. 040 0.121 0.036 0.00 205 17.08 0.17 0.066 0.121 0.060 0. 01 206 17.17 0.17 0. 066 0.120 0.060 0.01 207 17.25 0.17 0.066 0.119 0.060 0. 01 208 17 .33 0.17 0.066 0.119 0.060 0.01 209 17.42 0.17 0. 066 0.118 0.060 0.01 210 17 .50 0.17 0.066 0.118 0.060 0. 01 211 17 .58 0. 17 0.066 0 .117 0.060 0. 01 212 17.67 0.17 0. 066 0.117 0.060 0. 01 213 17 .75 0. 17 0. 066 0.116 0.060 0. 01 214 17 .83 0. 13 0.053 0 .115 0. 048 0. 01 215 17.92 0.13 0. 053 0.115 0.048 0. 01 216 18 .00 0. 13 0.053 0.114 0.048 0 . 01 217 18 . 08 0. 13 0 .053 0.114 0. 048 0.01 218 18 .17 0.13 0 . 053 0.113 0.048 0. 01 219 16 .25 0. 13 0. 053 0 .113 0. 048 0 . 01 220 18 .33 0. 13 0 . 053 0 .112 0. 048 0. 01 221 18 .42 0. 13 0 .053 0. 111 0.048 0. 01 222 18 . 50 0 .13 0 . 053 0. 111 0.048 0 . 01 223 18 . 58 0. 10 0. 040 0. 110 0. 036 0. 00 224 18 .67 0 . 10 0 . 040 0 .110 0 . 036 0 . 00 225 18 . 75 0. 10 0 .040 0 .109 0 . 036 0 .00 226 18 . 83 0 . 07 0. 027 0. 109 0.024 0 . 00 227 18 . 92 0. 07 0 . 027 0.108 0 . 024 0 . 00 228 19. 00 0. 07 0.027 0. 108 0 .024 0 . 00 229 19. 08 0 . 10 0 . 040 0.107 0.036 0 . 00 230 19.17 0.10 0 .040 0.107 0 . 036 0 . 00 231 19. 25 0.10 0 . 040 0. 106 0 . 036 0 . 00 232 19. 33 0 . 13 0 .053 0.106 0 . 048 0 .01 233 19.42 0. 13 0.053 0. 105 0.048 0 . 01 234 19.50 0 . 13 0 . 053 0.105 0. 048 0. 01 235 19. 58 0 .10 0.040 0.104 0 . 036 0 . 00 236 19.67 0 .10 0 . 040 0.104 0.036 0.00 237 19.75 0. 10 0 .040 0.103 0.036 0 .00 238 19. 83 0 . 07 0.027 0.103 0.024 0. 00 239 19. 92 0.07 0 . 027 0.102 0.024 0.00 240 20.00 0.07 0 .027 0.102 0. 024 0 . 00 241 20. 08 0. 10 0.040 0.102 0.036 0.00 242 20.17 0 .10 0 .040 0.101 0. 036 0 . 00 243 20.25 0. 10 0.040 0.101 0 . 036 0. 00 244 20. 33 0 .10 0 . 040 0.100 0.036 0 .00 245 20.42 0.10 0.040 0 .100 0. 036 0 .00 246 20.50 0. 10 0.040 0.099 0.036 0 .00 247 20.58 0 .10 0.040 0.099 0.036 0. 00 248 20.67 0.10 0.040 0.099 0. 036 0 .00 249 20. 75 0.10 0. 040 0.098 0.036 0 . 00 250 20.83 0.07 0.027 0.098 0. 024 0 .00 251 20.92 0. 07 0.027 0.097 0.024 0. 00 252 21.00 0.07 0.027 0. 097 0.024 0.00 253 21.08 0.10 0.040 0.097 0. 036 0 . 00 254 21.17 0 .10 0.040 0.096 0. 036 0.00 255 21.25 0.10 0.040 0 .096 0. 036 0. 00 256 21 .33 0. 07 0.027 0.095 0.024 0.00 257 21 .42 0.07 0.027 0.095 0. 024 0. 00 258 21.50 0. 07 0.027 0.095 0.024 0.00 259 21.58 0.10 0. 040 0.094 0. 036 0. 00 260 21.67 0. 10 0.040 0.094 0.036 0.00 261 21.75 0.10 0.040 0.0.94 0. 036 0. 00 262 21. 83 0. 07 0.027 0.693 0.024 0.00 263 21.92 0.07 0. 027 0. 093 0. 024 0. 00 264 22 . 00 0. 07 0.027 0.093 0.024 0. 00 265 22.08 0.10 0.040 0 .092 0. 036 0.00 266 22.17 0.10 0. 040 0.092 0. 036 0. 00 267 22 .25 0. 10 .,0.040 0 .092 0.036 0 . 00 268 22.33 0.07 0 . 027 0. 092 0. 024 0.00 269 22 .42 0. 07 0. 027 0.091 0.024 0 . 00 270 22 .50 0. 07 0.027 0.091 0. 024 0. 00 271 22.58 0.07 0.027 0.091 0. 024 0. 00 272 22 .67 0. 07 0. 027 0.090 0.024 0. 00 273 22 . 75 0. 07 0. 027 0 . 090 0. 024 0 . 00 274 22.83 0.07 0.027 0. 090 0.024 0.00 275 22 . 92 0 .07 0 . 027 0.090 0. 024 0. 00 276 23 . 00 0. 07 0. 027 0. 090 0. 024 0 . 00 277 23 . 08 0. 07 0.027 0. 089 0.024 0. 00 278 23 . 17 0 .07 0.027 0.089 0 . 024 0. 00 279 23 .25 0. 07 0 . 027 0 . 089 0. 024 0 . 00 280 23 . 33 0. 07 0. 027 0. 089 0.024 0 . 00 281 23 .42 0 . 07 0 . 027 0 . 089 0 . 024 0 . 00 . 282 23 . 50 0 . 07 0 . 027 0.088 0 . 024 0 . 00 283 23 . 58 0 . 07 0 . 027 0.088 0. 024 0 . 00 284 23 .67 0 .07 0. 027 0 . 088 0 . 024 0 . 00 285 23 .75 0 . 07 0 . 027 0.068 0 . 024 0 . 00 286 23 .83 0 . 07 0 . 027 0 .088 0 .024 0 . 00 287 23 . 92 0.07 0 .027 0.088 0 . 024 0 . 00 288 24 . 00 0.07 0. 027 0.088 0. 024 0. 00 Sum = 100 . 0 Sum = 13 .3 Flood volume = Effective rainfall 1 .11 (In) times area 1 . 3 (Ac. ) / [ (In) / (Ft . ) ] = 0 .1 (Ac.Ft) Total soil loss = 2 .21 (In) Total soil loss = 0.230 (Ac.Ft) Total rainfall = 3 .32 (In) Flood volume = 5020.1 Cubic Feet Total soil loss = 10028 .2 Cubic Feet --- ----- - ------------' - ----- Peak flow rate of this hydrograph 0.337 (CFS) ---------- ------------ ---- --- ---- - ---------------- ------ ------------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ------- --------------------------------------- ---------------------- Hydrograph in 5 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7 .5 10.0 • 0+ 5 0.0000 0.00--Q 0+10 0.0000 0.00 Q 0+15 0.0000 0.00 Q 0+20 0.0000 0 . 00 Q 0+25 0.0000 0.00 Q 0+30 0. 0001 0. 00 Q 0+35 0.0001 0.00 Q 0+40 0.0001 0.00 Q I I I 0+45 0.0001 0 . 00 Q I i 0+50 0.0002 0.00 Q 0+55 0. 0002 0. 00 Q I I 1+ 0 0.0002 0.00 Q 1+ 5 0. 0003 0.01 Q 1+10 0.0003 0. 01 Q I 1+15 0. 0003 0.01 Q I I 1+20 0.0004 0. 01 Q I 1+25 0. 0004 0.00 Q 1+30 0.0004 0. 00 Q 1+35 0.0005 0. 00 Q 1+40 0. 0005 0 . 00 Q I 1+45 0.0005 0. 00 Q I I 1+50 0. 0006 0.01 Q I I 1+55 0.0006 0. 01 Q 2+ 0 0. 0006 0. 01 Q I 2+ 5 0. 0007 0. 01 Q . 2+10 0.0007 0 . 01 Q j I 2+15 0. 0008 0. 01 Q 2+20 0. 0008 0. 01 Q I 2+25 0 .0009 0 . 01 Q j 2+30 0 . 0009 0. 01 Q • 2+35 0 .0009 0 . 01 Q 2+40 0.0010 0. 01 Q 2+45 0. 0010 0 .01 Q j 2+50 0 .0011 0 . 01 Q 2+55 0 .0011 0.01 Q 3+ 0 0. 0012 0 . 01 Q 3+ 5 0 . 0012 0. 01 Q 3+10 0.0013 0.01 Q 3+15 0.0014 0 . 01 Q 3+20 0. 0014 0.01 Q 3+25 0.0015 0. 01 Q 3+30 0.0015 0 . 01 Q 3+35 0.0016 0.01 Q 3+40 0.0016 0.01 Q 3+45 0.0017 0. 01 Q 3+50 0.0018 0.01 Q 3+55 0. 0018 0. 01 Q 4+ 0 0.0019 0 . 01 Q 4+ 5 0.0019 0.01 Q 4+10 0.0020 0. 01 Q 4+15 0.0021 0.01 Q I 4+20 0.0021 0.01 Q 4+25 0.0022 0 .01 Q 4+30 0.0023 0.01 Q 4+35 0.0023 0. 01 Q 4+40 0.0024 0.01 Q 4+45 0.0025 0. 01 Q 4+50 0. 0026 0.01 Q 4+55 0.0026 0. 01 Q 5+ 0 0.0027 0.01 Q 5+ 5 0.0028 0.01 Q 5+10 0.0029 0.01 QV 5+15 0. 0030 0.01 QV 5+20 0.0030 0.01 QV 5+25 0.0031 0.01 QV 5+30 0.0032 0. 01 QV 5+35 0.0033 0.01 QV 5+40 0.0034 0.01 QV 5+45 0.0034 0. 01 QV 5+50 0.0035 0.01 QV 5+55 0.0036 0. 01 QV 6+ 0 0.0037 0.01 QV 6+ 5 0. 0038 . 0 . 01 QV 6+10 0.0039 0. 01 QV 6+15 0.0040 0.01 QV 6+20 0. 0041 0 . 01 QV 6+25 0.0042 0. 01 QV 6+30 0. 0043 0.01 QV 6+35 0. 0044 0 . 01 QV I I I 6+40 0.0045 0 . 01 QV 6+45 0. 0046 0.02 QV 6+50 0. 0047 0 . 02 QV . 6+55 0 .0048 0 . 02 QV 7+ 0 0.0049 0 . 02 QV I 7+ 5 0. 0050 0. 02 QV 7+10 0 .0051 0 . 02 QV 7+15 0 . 0052 0 . 02 Qv I . 7+20 0 . 0053 0 . 02 QV 7+25 0.0055 0 . 02 QV 7+30 0 . 0056 0 . 02 Qv 7+35 0 . 0057 0 .02 Qv i I 7+40 0 . 0058 0. 02 Q V I 7+45 0. 0059 0 . 02 Q V 7+50 0. 0061 0. 02 Q V 7+55 0.0062 0 . 02 Q V 8+ 0 0 . 0063 0 . 02 Q V 8+ 5 0. 0065 0 . 02 Q V 8+10 0.0066 0 .02 Q V I 8+15 0. 0068 0 . 02 Q v i I 8+20 0.0069 0. 02 Q V 8+25 0 . 0071 0.02 Q V 8+30 0. 0072 0 . 02 Q V 8+35 0.0074 0. 02 Q V 8+40 0.0076 0. 02 Q V I 8+45 0. 0077 0.02 Q V 8+50 0.0078 0 . 02 Q V I 8+55 0. 0080 0.02 Q V 9+ 0 0. 0081 0.02 Q V I 9+ 5 0.0083 0. 03 Q V 9+10 0.0086 0.03 Q V 9+15 0.0088 0.04 Q V 9+20 0.0092 0.05 Q V 9+25 0.0096 0 . 06 Q V • 9+30 0.0100 0.06 Q V 9+35 0.0105 0. 07 Q v 9+40 0.0110 0.08 Q V 9+45 0.0116 0.08 Q V 9+50 0.0122 0. 09 Q v 9+55 0.0129 0.10 Q v 10+ 0 0. 0136 0.10 Q v I 10+ 5 0. 0144 0.11 Q v 10+10 0.0151 0 .10 Q v 10+15 0.0157 0. 09 Q v I I 10+20 0. 0161 0. 07 Q v 10+25 0. 0165 0.05 Q v 10+30 0. 0168 0.05 Q V 10+35 0.0171 0.04 Q v 10+40 0.0174 0.05 Q V I 10+45 0.0178 0.06 Q V to+so 0.0183 10. 08 Q v i I 10+55 0.0189 0. 09 Q v I 11+ 0 0.0196 0 . 09 Q V 11+ 5 0. 0202 0.10 Q V 11+10 0. 0209 0.10 Q V 11+15 0. 0216 0.10 Q v 11+20 0. 0223 0. 10 Q v I 11+25 0. 0229 0 .10 Q V I 11+30 0. 0236 0 .10 Q v 11+35 0. 0243 0.10 Q v 11+40 0. 0250 0.10 Q v l • 11+45 0. 0256 0 .09 Q vvl 11+50 0. 0262 0 . 09 I 11+55 0 . 0268 0. 08 Q vi I 12+ 0 0 . 0274 0 . 09 Q V • 12+ 5 0 . 0280 0. 09 Q VI 12+10 0. 0267 0 . 10 Q VV 12+15 0 . 0295 0. 12 12+20 0.0306 0. 15 Q V 12+25 0 . 0317 0. 17 Q IV 12+30 0.0330 0 .18 Q IV 12+35 0 . 0343 0. 19 Q IV V 12+40 0 .0357 0.20 Q 12+45 0. 0372 0.21 Q i VV I 12+50 0 .0387 0 .23 Q 12+55 0.0404 0.24 Q V I 13+ 0 0. 0420 0.25 Q I V 13+ 5 0.0438 0.26 IQ V I 13+10 0.0457 0.27 Q I V I I 13+15 0 . 0477 0.29 IQ V 13+20 0.0498 0. 31 IQ I V 13+25 0. 0520 0.32 IQ ' I V 13+30 0.0543 0.33 IQ V 13+35 0. 0567 0.34 IQ I VI 13+40 0.0589 0.33 IQ V I 13+45 0. 0610 0.30 IQ I IV 13+50 0.0628 0.27 IQ IV I 13+55 0.0646 0.25 Q I I v 14+ 0 0.0662 0.24 Q I V 14+ 5 0.0678 0.23 Q I V 14+10 0.0694 0.23 Q I v 14+15 0. 0711 0.24 Q I V 14+20 0.0728 0.25 IQ I V 14+25 0.0746 0.26 IQ I v 14+30 0.0763 0.26 IQ I V 14+35 0. 0781 0.26 IQ I V 14+40 0.0799 0.26 IQ I v 14+45 0. 0817 0.26 IQ I V i 14+50 0.0834 0.26 IQ I I V 14+55 0.0852 0.26 IQ I I 15+ 0 0.0870 0.25 IQ I VI I 15+ 5 0.0887 0 .25 IQ i V 15+10 0. 0904 0.25 Q I I IV 15+15 0.0921 0.24 Q I IV I 15+20 0.0938 0.24 Q I I v 15+25 0.0954 0.24 Q I 1 V i 5+30 0.0970 0.23 Q I V I 15+35 0.0986 ,0.23 Q I I V 15+40 0.1001 0.22 Q I I I V I 15+45 0.1015 0.21 Q I I 15 V+50 0.1026 0.19 Q I v 15+55 0.1041 0 . 18 Q I I I 16+ 0 0. 1053 0.18 Q I V I V 16+ 5 0.1064 0 . 17 Q I V 16+10 0.1075 0. 15 Q I v 16+15 0.1084 0. 13 Q I V 16+20 0.1090 0.10 Q I I v l 16+25 0. 1095 0 . 07 Q V 16+30 0. 1100 0 . 06 Q I V 16+35 0 . 1103 0 . 05 Q I V 16+40 0 .1106 0. 04 0 I V 16+45 0. 1109 0 . 04 Q V • 16+50 0.1111 0 . 03 Q I V 16+55 0.1113 0 . 03 Q V 17+ 0 0.1115 0 . 03 Q v 17+ s 0 .1117 0 . 02 Q V 17+10 0. 1118 0 . 02 Q I V 17+15 0.1119 0 . 02 Q 17+20 0. 1120 0 . 02 Q I v j 17+25 0 . 1122 0 .02 Q I V 17+30 0. 1123 0 . 02 Q I V 17+35 0 .1124 0.01 Q I V 17+40 0.1125 0 . 01 Q I I VI 17+45 0 .1125 0.01 Q I VI 17+50 0. 1126 0.01 Q 17+55 0 .1127 0 . 01 Q I I VI 18+ 0 0.1128 0.01 Q I VI 18+ 5 0.1128 0. 01 Q VI 18+10 0.1129 0.01 Q I I vl 18+15 0.1129 0. 01 Q VI 18+20 0. 1130 0. 01 Q I VI 18+25 0.1130 0.01 Q I VI 18+30 0.1131 0 .01 Q I VI 18+35 0.1131 0. 01 Q I I VI 18+40 0.1132 0.01 Q I I VI 18+45 0.1132 0.01 Q I VI 18+50 0.1133 0.01 Q vi 16+55 0.1133 0.01 Q I I VI 19+ 0 0.1133 0 .01 Q I VI 19+ 5 0.1134 0. 00 Q VI 19+10 0.1134 0.00 Q 19+15 0.1134 0.00 Q I I VI 19+20 0.1135 0.00 Q I VI 19+25 0.1135 0.01 Q I I I VI 19+30 0.1135 0. 01 Q I I VI 19+35 0.1136 0. 01 Q I I I VI 19+40 0.1136 0.01 Q I I VI 19+45 0.1137 0.01 Q I I VI 19+50 0.1137 0. 01 Q I I VI 19+55 0.113;7 0. 01 Q I I I VI 20+ 0 0.1138 0.00 Q I VI zo+ 5 0.1138 0.00 Q I VI 20+10 0.1138 0.00 Q I I VI 20+15 0.1139 0. 00 Q I I VI 20+20 0.1139 0. 00 Q I I V 20+25 0.1139 ` 0. 00 Q I VI 20+30 0.1140 0. 00 Q VI 20+35 0.1140 0.00 Q I I VI 20+40 0.1140 0.00 Q I I VI 20+45 0.1141 0.00 Q i I VI 20+50 0.1141 0. 00 Q 20+55 0.1141 0 .00 Q VI 21+ 0 0.1142 0 . 00 Q i VI 21+ 5 0.1142 0 . 00 Q VI 21+10 0. 1142 0 . 00 Q VI 21+15 0.1142 0 . 00 Q I VI 21+20 0. 1143 0 . 00 Q I I 21+25 0.1143 0 . 00 Q I VI 21+30 0 . 1143 0.00 Q V 21+35 0. 1144 0 . 00 Q V 21+40 0 . 1144 0 . 00 Q VI 21+45 0 .1144 0 . 00 Q VI 21+50 0. 1145 0 . 00 Q VI 21+55 0.1145 0.00 Q VI 22+ 0 0 .1145 0 . 00 Q VI 22+ 5 0. 1145 0 . 00 Q I I VI 22+10 0 . 1146 0 . 00 Q I VI 22+15 0.1146 0 . 00 Q VI 22+20 0. 1146 0 . 00 Q I I VI 22+25 0.1147 0 . 00 Q VI 22+30 0.1147 0 . 00 Q I VI 22+35 0. 1147 0.00 Q I I I VI 22+40 0 . 1147 0 . 00 Q VI 22+45 0.1148 0 .00 Q I VI 22+50 0. 1148 0. 00 Q VI 22+55 0 .1148 0. 00 Q I VI 23+ 0 0.1148 0.00 Q I VI 23+ 5 0. 1149 0 . 00 Q I VI 23+10 0.1149 0.00 Q I VI 23+15 0.1149 0.00 Q VI 23+20 0. 1149 0.00 Q I I VI 23+25 0.1150 0.00 Q I VI 23+30 0. 1150 0 . 00 Q I I VI 23+35 0.1150 0.00 Q VI 23+40 0.1150 0 .00 Q I I VI 23+45 0.1150 0.00 Q I VI 23+50 0.1151 0.00 Q i I VI 23+55 0.1151 0.00 Q I VI 24+ 0 0.1151 0.00 Q I I VI 24+ 5 0.1151 0.00 Q VI 24+10 0.1152 0. 00 Q I VI 24+15 0.1152 0.00 Q VI 24+20 0.1152 0.00 Q I I I VI 24+25 0.1152 0.00 Q VI 24+30 0.1152 0 . 00 Q I I VI 24+35 0.1152 0.00 Q I VI 24+40 0. 1152 0 .00 Q I VI 24+45 0.1152 0. 00 Q I VI 24+50 0.1152 0.00 Q I VI 24+55 0.1152 0. 00 Q I VI 25+ 0 0.1152 0. 00 Q I VI 25+ 5 0.1152 0.00 Q I VI 25+10 0.1152 0. 00 Q I VI 25+15 0.1152 0.00 Q vi 25+20 0.1152 0 .00 Q VI 25+25 0.1152 0 . 00 Q I I VI 25+30 0.1152 0. 00 Q I VI 25+35 0.1152 0.00 Q VI 25+40 0.1152 0 . 00 Q I I VI 25+45 0. 1152 0. 00 Q I VI 25+50 0.1152 0. 00 Q VI 25+55 0 . 1152 0. 00 Q I VI 26+ 0 0.1152 0. 00 Q I VI 26+ 5 0. 1152 0 . 00 Q VI 26+10 0 . 1152 0 . 00 Q VI 26+15 0 . 1152 0 . 00 Q I vl . 26+20 0 . 1152 0 . 00 Q vl • 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 07/16/07 File: 100UH24100 .out ++++++++++++++++++...4..+++++i++++++i+fi++ii++++++♦+++++++++++ii+♦4++i+# - -- - -- --- -- - --- - -- - - - -- -- - -- - --- -- -- -- -- --- -- - --- - - - - ---- - - - -- -- - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 ------- ---- -------- - --- ----- - -—-—-- ----- ----- --- - --—- -- - --------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input,. Values Used English Units used in output format --------------- ---------------------------------------------------- - 4046 REDHAWK 100 YEAR 24 HOUR STORM HYDROGRAH PRE-,DEVELOPED CONDITION -------------------------------------------------------------------- Drainage Area = 1 .25 (Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 1.25 (Ac. ) = 0.002 Sq. Mi. Length along longest watercourse = 368.00 (Ft. ) . Length along longest watercourse measured to centroid = 256.00 (Ft. ) Length along longest watercourse = 0.070 Mi. Length along longest watercourse measured to centroid = 0.048 Mi. Difference in elevation = 5.50(Ft. ) Slope along watercourse = 78. 9130 Ft. /Mi. Average Manning's 'N' = 0 . 025 Lag time = 0.030 Hr. Lag time = 1 .81 Min. 25% of lag time = 0.45 Min. 40% of lag time = 0 .72 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] 1 .25 1 . 93 2 .41 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting[1*2] 1 .25 5.30 6.63 STORM EVENT (YEAR) = 100. 00 Area Averaged 2-Year Rainfall = 1 . 930 (In) Area Averaged 100-Year Rainfall = 5.300 (In) Point rain (area averaged) = 5.300 (ln) Areal adjustment factor = 100 . 00 % . Adjusted average point rain = 5. 300 (In) Sub-Area Data: Area (Ac. ) Runoff Index Impervious 8 1 .250 86 . 00 0. 000 Total Area Entered = 1 . 25 (Ac. ) RI RI Infil. Rate Impervious Adj . Infil . Rate Area% F AMC2 AMC-3 (In/Hr) (Dec. %) (In/Hr) (Dec. ) (In/Hr) 86.0 94 .4 0 .073 0 . 000 0 . 073 1 .000 0.073 = Area averaged mean soil loss (F) (In/Hr) = 0 . 073 Sum (F) 0 .073 Minimum soil loss rate ( (In/Hr) ) = 0.036 (for 24 hour storm duration) Soil low loss rate (decimal) = 0. 900 -- -------------------------- --- - ----,r--------------------- -- ------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------- --- ---------- Unit Hydrograph Data ---------------------- --------------------------------- -- ____ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 276 . 805 54 .167 0.682 . 2 0.167 553 .610 38.443 0.484 3 0.250 830 .416 7.389 0.093 Sum = 100.000 Sum= 1 .260 --------------------------------------------------------------------- -- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.042 0.129 0.038 0. 00 2 0.17 0.07 0.042 0.129 0.038 0.00 3 0.25 0.07 0.042 0.128 0.038 0.00 4 0.33 0.10 0.064 0.128 0. 057 0. 01 5 0.42 0.10 0.064 0.127 0.057 0.01 6 0.50 0 .10 0. 064 0.127 0.057 0. 01 7 0.58 0.10 0.064 0 .126 0.057 0. 01 8 0.67 0.10 0.064 0. 126 0.057 0.01 9 0.75 0. 10 _0. 064 0.125 0. 057 0. 01 10 0.83 0.13 0. 085 0.125 0.076 0. 01 11 0.92 0 .13 0.085 0. 124 0.076 0.01 12 1 . 00 0. 13 0. 085 0.124 0. 076 0. 01 13 1.08 0.10 0. 064 0.123 0.057 0. 01 14 1.17 0.10 0.064 0. 123 0.057 0.01 15 1 .25 0.10 0.064 0.122 0. 057 0. 01 16 1 .33 0. 10 0 . 064 0.122 0. 057 0. 01 17 1 .42 0. 10 0. 064 0.121 0.057 0. 01 18 1 .50 0.10 0. 064 0. 121 0.057 0. 01 19 1 .58 0.10 0.064 0.120 0. 057 0. 01 20 1 .67 0. 10 0 . 064 0.120 0.057 0. 01 21 1 . 75 0. 10 0. 064 0. 119 0 .057 0. 01 22 1 . 83 0 . 13 0. 085 0. 119 0. 076 0. 01 23 1 . 92 0 . 13 0 . 085 0.118 0 . 076 0 . 01 24 2 .00 0 . 13 0 . 085 0 .118 0 . 076 0 . 01 25 2 . 08 0 . 13 0 . 085 0 .117 0. 076 0 . 01 26 2 .17 0 . 13 0.085 0.117 0 .076 0 . 01 27 2 .25 0 . 13 0 . 085 0 .116 0 . 076 0 . 01 28 2 .33 0 . 13 0. 085 0. 116 0.076 0 . 01 29 2 .42 0 .13 0 . 085 0 .115 0 . 076 0 .01 30 2 .50 0 . 13 0 . 085 0. 115 0. 076 0. 01 31 2 . 58 0 . 17 0 .106 0.115 0 .095 0 . 01 32 2.67 0. 17 0 .106 0 . 114 0 . 095 0. 01 33 2 .75 0. 17 0. 106 0.114 0 .095 0 . 01 34 2 .83 0 .17 0 .106 0 .113 0 . 095 0 . 01 35 2 . 92 0.17 0.106 0.113 0.095 0. 01 36 3 .00 0 .17 0.106 0 .112 0. 095 0 . 01 37 3 .08 0. 17 0. 106 0.112 0.095 0 .01 38 3 .17 0.17 0.106 0.111 0.095 0. 01 39 3 .25 0 . 17 0 . 106 0.111 0.095 0. 01 40 3 .33 0.17 0.106 0 .110 0.095 0 . 01 41 3 .42 0. 17 0 .106 0.110 0. 095 0 . 01 42 3 .50 0 .17 0.106 0 .109 0.095 0 .01 43 3 .58 0 . 17 0 .106 0.109 0. 095 0. 01 44 3 .67 0.17 0.106 0.108 0.095 0 . 01 45 3 .75 0 . 17 0.106 0.108 0. 095 0 .01 46 3 .83 0.20 0 .127 0.108 - -- 0. 02 47 3 .92 0.20 0.127 0 .107 --- 0 .02 48 4 .00 0.20 0.127 0.107 --- 0.02 49 4 .08 0.20 0.127 0.106 --- 0. 02 50 4 .17 0.20 0.127 0.106 --- 0 . 02 51 4 .25 0.20 0.127 0.105 --- 0.02 52 4 .33 0.23 0.148 0.105 --- 0. 04 53 4 .42 0.23 0.148 0.104 --- 0 . 04 54 4 .50 0.23 0 .148 0.104 --- 0.04 55 4 .58 0.23 0.148 0.104 --- 0. 04 56 4 .67 0.23 0.148 0.103 --- 0.05 57 4 .75 0.23 0 .148 0.103 --- 0.05 58 4 .83 0.27 0.170 0.102 --- 0. 07 59 4 . 92 0.27 0.170 0.102 --- 0. 07 60 5.00 0.27 0.170 0.101 --- 0. 07 61 5.08 0.20 0.127 0.101 --- 0. 03 62 5.17 0.20 0.127 0. 100 --- 0. 03 63 5.25 0.20 0.127 0.100 --- 0. 03 64 5.33 0.23 0 .148 0.100 --- 65 5.42 0.23 0 .1480. 05 0. 099 --- 66 5.50 0.23 0.148 0. 099 --- 0. 05 67 5 .58 0.27 0.1700. 05 0.098 --- 68 5 .67 0.27 0. 170 0.098 --- 0. 07 69 5. 75 0.27 0.1700. 07 0.097 --- 70 5.83 0.27 0.170 0.097 --- 0. 07 71 5.92 0.27 0.1700. 07 0. 097 --- 72 6.00 0.27 0 .170 0. 096 - -- 0. 07 73 6. 08 0. 30 0. 1910. 09 0. 07 74 6.17 0. 30 0 .191 0. 0955 -- --- - 0. 10 75 6 .25 0.30 0. 1910.10 0. 095 - -- 0 . 10 76 6 .33 0. 30 0. 191 0. 094 - - - 77 6 .42 0. 30 0. 191 0 . 094 0 . 10 78 6 .50 0.30 0. 191 0 . 094 0 . 10 79 6 .580, 33 0.212 0. 10 0 . 093 - - - 0 . 12 80 6. 67 0 . 33 0 . 212 0 .093 0 . 12 81 6 . 75 0 . 33 0.212 0.092 - -- 0 .12 82 6 . 63 0 . 33 0. 212 0 .092 --- 0 . 12 83 6 . 92 0 .33 0 .212 0.091 - -- 0. 12 84 7 . 00 0 . 33 0.212 0 .091 - - - 0 . 12 85 7 . 08 0 .33 0.212 0.091 - -- 0 . 12 86 7 .17 0. 33 0.212 0 .090 - - - 0 . 12 87 7 .25 0.33 0.212 0. 090 - - - 0 .12 88 7 .33 0.37 0.233 0 .089 - -- 0 . 14 89 7.42 0 . 37 0.233 0. 089 - - - 0 . 14 90 7 .50 0. 37 0.233 0.089 - -- 0. 14 91 7 .58 0.40 0.254 0 .086 --- 0 .17 92 7 . 67 0 .40 0 .254 0. 088 - - - 0 . 17 93 7 .75 0.40 0.254 0 .087 -- - 0 .17 94 7.83 0 .43 0 .276 0.087 --- 0. 19 95 7 . 92 0.43 0.276 0.087 --- 0 . 19 96 8.00 0.43 0.276 0.086 - -- 0. 19 97 8. 08 0.50 0.318 0.086 --- 0 .23 98 8 .17 0. 50 0.318 0.085 - -- 0 .23 99 8 .25 0 .50 0.318 0. 085 - -- 0 .23 100 8 .33 0.50 0. 318 0 .085 --- 0.23 101 8.42 0.50 0.318 0.084 --- 0.23 102 8 .50 0.50 0.318 0 .084 --- 0.23 103 8.58 0.53 0.339 0.083 --- 0.26 104 8 .67 0.53 0.339 0.083 --- 0.26 105 8.75 0.53 0.339 0.083 --- 0.26 106 8 .83 0.57 0.360 0.082 --- 0.28 107 8 .92 0.57 0.360 0.082 --- 0.28 108 9.00 0.57 0.360 0.081 0.28 109 9.08 0.63 0.403 0.081 --- 0 . 32 110 9.17 0.63 0.403 0.081 --- 0.32 111 9.25 0.63 0.403 0.080 --- 0.32 112 9.33 0.67 0.424 0.080 --- 0.34 113 9.42 0.67 0.424 0.080 - -- 0.34 114 9.50 0.67 0.424 0.079 --- 0. 34 115 9.58 0.70 0.445 0.079 --- 0.37 116 9.67 0.70 0.445 0.078 --- 0. 37 117 9.75 0.70 0 .445 0.078 --- 0. 37 118 9.83 0.73 0.466 0.078 --- 0.39 119 9. 92 0.73 0.466 0.077 --- 0. 39 120 10.00 0. 73 0.466 0. 077 --- 0.39 121 10.08 0.50 0.318 0.077 --- 0.24 122 10.17 0.50 0.318 0.076 --- 0.24 123 10.25 0.50 0 .318 0.076 --- 0.24 124 10.33 0.50 0.318 0.075 --- 0.24 125 10.42 0.50 0. 318 0.075 --- 0.24 126 10.50 0.50 0.318 0. 075 --- 0.24 127 10.58 0. 67 0 .424 0. 074 --- 0. 35 128 10.67 0.67 0.424 0.074 - -- 0.35 129 10. 75 0.67 0.424 0 . 074 --- 0 .35 130 10.83 0.67 0.424 0. 073 --- 0. 35 131 10. 92 0. 67 0 .424 0. 073 --- 0. 35 132 11 , 00 0.67 0 .424 0.072 - - - 0. 35 133 11 .08 0 . 63 0 .403 0 .072 0 .33 134 11 .17 0.63 0.403 0. 072 - - - 0 . 33 135 11 .25 0. 63 0.403 0. 071 - -- 0. 33 136 21 . 33 0 . 63 0 . 403 0.071 - - - 0 . 33 137 11 .42 0 . 63 0.403 0 .071 0 .33 138 11 .50 0 . 63 0 .403 0 . 070 - - - 0 .33 139 11 .58 0 .57 0 .360 0.070 - - - 0 ,29 140 11. 67 0 . 57 0 . 360 0 . 070 - - - 0 ,29 141 11 .75 0 .57 0. 360 0. 069 - - - 0 .29 142 11 .83 0. 60 0 . 362 0 .069 - -- 0 .31 143 11 . 92 0 .60 0 . 382 0.069 - - - 0 . 31 144 12 . 00 0 .60 0.382 0.068 - - - 0 .31 145 12.08 0.83 0 . 530 0.068 - - - 0 .46 146 12 . 17 0 . 83 0 .530 0. 068 --- 0.46 147 12 .25 0.83 0. 530 0.067 - -- 0 .46 148 12 .33 0.87 0 . 551 0 .067 - -- 0 .48 149 12 .42 0 . 87 0 .551 0.067 -- - 0.48 150 12 . 50 0 .87 0.551 0.066 --- 0.48 151 12 .58 0.93 0 .594 0.066 --- 0.53 152 12.67 0 . 93 0.594 0. 066 --- 0 . 53 153 12 .75 0 . 93 0.594 0.065 --- 0.53 154 12 .83 0.97 0 .615 0.065 -- - 0.55 155 12.92 0. 97 0.615 0.065 --- 0. 55 156 13 . 00 0. 97 0.615 0.064 --- 0 .55 157 13 .08 1.13 0.721 0.064 --- 0.66 158 13 .17 1 . 13 0.721 0.064 --- 0.66 159 13 .25 1.13 0.721 0 .063 --- 0. 66 160 13 .33 1.13 0.721 0.063 --- 0.66 161 13 .42 1.13 0 .721 0.063 --- 0. 66 162 13 .50 1.13 0.721 0.062 --- 0.66 163 13 .58 0. 77 0.488 0.062 --- 0.43 164 13.67 0.77 0.488 0.062 --- 0.43 165 13 .75 0.77 0.488 0.061 0.43 166 13 .83 0.77 0.488 0.061 --- 0.43 167 13 .92 0.77 0.488 0.061 --- 0.43 168 14 .00 0.77 0.488 0.060 --- 0.43 169 14 .08 0.90 0.572 0.060 --- 0. 51 170 14 .17 0 . 90 0.572 0.060 --- 0.51 171 14 .25 0.90 0.572 0.060 --- 0. 51 172 14 .33 0. 87 0.551 0.059 --- 0.49 173 14 .42 0.87 0.551 0.059 --- 0,49 174 14 .50 0.87 0.551 0.059 --- 0.49 175 14 .58 0.87 0 .551 0.058 --- 0.49 176 14 .67 0.87 0.551 0.058 --- 0 ,49 177 14 .75 0.87 0.551 0.058 --- 0.49 178 14 .83 0.83 0.530 0.057 --- 0 ,97 179 14 .92 0. 83 0.530 0.057 --- 0.47 180 15.00 0.83 ,0 .530 0. 057 --- 0,47 181 15. 08 0.80 0.509 0.057 --- 0 .45 182 15.17 0.80 0.509 0.056 --- 0.45 183 15 .25 0.80 0 .509 0.056 --- 0.45 184 15. 33 0. 77 0.488 0.056 --- 0 .43 185 15.42 0. 77 0.488 0 .055 -- - 0.43 186 15 .50 0.77 0 .488 0. 055 --- 0 .43 187 15. 58 0.63 0.403 0.055 --- 0 . 35 188 15. 67 0. 63 0.403 0 . 055 --- 0.35 189 15 . 75 0.63 0.403 0. 054 -- - 0. 35 190 15 .83 0. 63 0 .403 0. 054 0. 35 191 15. 92 0. 63 0 .403 0 . 059 0 . 35 192 16. 00 0 . 63 0.403 0. 053 --- 0 . 35 193 16. 08 0 . 13 0 . 085 0 . 053 - - - 0. 03 194 16 . 17 0 . 13 0 . 085 0. 053 0 .03 . 195 16 . 25 0 . 13 0. 085 0 .053 - - - 0 . 03 196 16 .33 0.13 0 . 085 0. 052 - - - 0 .03 197 16.42 0 . 13 0.085 0 .052 -- - 0 . 03 198 16 .50 0.13 0 . 085 0.052 - - - 0 . 03 199 16. 58 0 . 10 0 . 064 0 .052 - - - 0 .01 200 16 .67 0 . 10 0 . 064 0. 051 - - - 0 . 01 201 16. 75 0. 10 0 .064 0 .051 - -- 0 .01 202 16 .83 0.10 0 . 064 0 .051 - - - 0 . 01 203 16.92 0. 10 0.064 0.051 - - - 0 . 01 204 17 . 00 0 . 10 0 . 064 0.050 - - - 0 .01 205 17 .06 0. 17 0.106 0 .050 -- - 0 .06 206 17 . 17 0. 17 0 . 106 0.050 - -- 0.06 207 17 .25 0 .17 0.106 0.050 - -- 0 .06 208 17.33 0.17 0.106 0.049 --- 0.06 209 17 .42 0 . 17 0 .106 0.049 --- 0 .06 210 17 .50 0.17 0.106 0 .049 --- 0. 06 211 17.58 0. 17 0 .106 0.049 --- 0 .06 212 17.67 0 .17 0.106 0 .048 --- 0. 06 213 17.75 0. 17 0 .106 0 .046 --- 0. 06 214 17 .83 0.13 0.085 0.048 --- 0 .04 215 17.92 0.13 0.085 0.048 --- 0 . 04 216 18.00 0.13 0.085 0.047 - -- 0 .04 217 16.08 0.13 0.085 0.047 --- 0. 04 218 18 .17 0.13 0. 085 0.047 --- 0 .04 219 18.25 0.13 0.085 0.047 --- 0. 04 220 18 .33 0.13 0.085 0.046 0. 04 221 18.42 0.13 0.085 0.046 --- 0. 04 222 18.50 0.13 0. 085 0 .046 0. 04 223 16.58 0.10 0.064 0.046 --- 0.02 224 18 .67 0.10 0.064 0.046 --- 0. 02 225 18 .75 0.10 0.064 0.045 --- 0 .02 226 18 .83 0.07 0.042 0 .045 0.038 0.00 227 18 .92 0.07 0.042 0.045 0.038 0. 00 228 19.00 0.07 0.042 0.045 0.038 0.00 229 19. 08 0. 10 0. 064 0.044 --- 0.02 230 19.17 0.10 0.064 0.044 --- 0. 02 231 19.25 0.10 0.064 0 . 044 , --- 0.02 232 19.33 0. 13 0. 085 0.044 --- 0.04 233 19.42 0.13 0.085 0.044 --- 0. 04 234 19.50 0.13 0.085 0 . 043 --- 0. 04 235 19.58 0.10 0 . 064 0.043 --- 0.02 236 19.67 0 .10 0.064 0.043 --- 0. 02 237 19.75 0.10 0.064 0. 043 -- - 0 . 02 238 19.83 0. 07 0.042 0. 043 0.038 0. 00 239 19. 92 0. 07 0 . 042 0.042 0. 038 0. 00 240 20.00 0.07 0. 042 0 . 042 --- 0 . 00 241 20 . 08 0. 10 0.064 0 . 042 --- 0. 02 242 20.17 0. 10 0. 064 0. 042 -- - 0. 02 243 20.25 0. 10 0 . 064 0.042 -- - 0. 02 244 20.33 0.10 0 . 064 0 .042 - -- 0 . 02 245 20 .42 0. 10 0 . 064 0. 041 -- - 0 . 02 246 20 .50 0. 10 0. 064 0. 041 - -- 0. 02 247 20 .58 0. 10 0. 064 0. 041 0. 02 248 20 . 67 0 . 10 0.064 0. 041 249 20. 75 0 . 10 0.064 0 . 093 0. 02 - - - 250 0. 02 20. 83 0.07 0 . 042 0 . 041 - - - 0 . 00 251 20. 92 0 . 07 0 . 042 0. 040 - - - 0 .00 252 21 .00 0 .07 0.042 0 .040 - - - 0 . 00 253 21 . 08 0 . 10 0 . 064 0. 040 0 .02 254 21.17 0. 10 0. 064 0 .040 - -- 0 . 02 255 21 .25 0 . 10 0 . 064 0. 040 -- - 0 . 02 256 21 .33 0.07 0. 042 0 .040 - - - 0 .00 257 21 .42 0 . 07 0 . 042 0.039 -- - 0 . 00 258 21 .50 0 .07 0 . 042 0 .039 - - - 0 .00 259 21. 58 0. 10 0 .064 0. 039 --- 0 . 02 260 21 .67 0 . 10 0. 064 0 .039 --- 0 .02 261 21.75 0. 10 0.064 0.039 - - - 0. 02 262 21 .83 0 . 07 0.042 0.039 --- 0 . 00 263 21. 92 0.07 0.042 0.039 --- 0. 00 264 22 .00 0. 07 0.042 0.038 --- 0 .00 265 22.08 0 .10 0 . 064 0.038 --- 0. 03 266 22.17 0.10 0.064 0.038 --- 0. 03 267 22.25 0.10 0 .064 0.038 --- 0. 03 268 22.33 0.07 0.042 0.038 --- 0. 00 269 22 .42 0 . 07 0 .042 0 .038 --- 0.00 270 22.50 0.07 0.042 0. 038 --- 0. 00 271 22 .58 0 . 07 0 .042 0 .038 - -- 0.00 272 22.67 0.07 0.042 0.038 --- 0. 00 273 22 .75 0. 07 0.042 0.037 --- 0.00 274 22.83 0.07 0.042 0.037 --- 0. 01 275 22 .92 0 . 07 0.042 0.037 --- 0. 01 276 23 .00 0.07 0.042 0.037 --- 0. 01 277 23 .08 0. 07 0.042 0.037 --- 0. 01 . 278 23 .17 0.07 0.042 0.037 0. 01 --- 279 23 .25 0 . 07 0.042 0.037 0. 01 280 23 .33 0.07 0. 042 0.037 --- 0.01 281 23 .42 0.07 0.042 0.037 --- 0. 01 282 23 .50 0.07 0. 042 0.037 --- 0 . 01 283 23 .58 0.07 0.042 0.037 --- 0. 01 284 23 .67 0. 07 0.042 0.037 --- 0. 01 285 23 .75 0.07 0. 042 0.036 --- 0.01 286 23 .83 0. 07 0.042 0.036 --- 0. 01 287 23 .92 0.07 0.042 0.036 --- 0. 01 288 24 . 00 0 .07 0.042 0.036 --- 0.01 Sum = 100.0 Sum = 44 . 7 Flood volume = Effective rainfall 3 .72 (In) times area 1 .3 (Ac. ) / [ (In) / (Ft. ) ] = 0.4 (AC.Ft) Total soil loss = 1.58 (In) Total soil loss = 0. 164 (Ac.Ft) Total rainfall = 5.30 (In) Flood volume = 16887.1 Cubic Feet Total soil loss = 7161.5 Cubic Feet '--------------- ----'------- -'-- Peak flow rate of this hydrograph = 0. 830 (CFS) - -- -------- - ----- - - ----- ------ - ----------------- -- - ---- +++++++++++++++++++++++++i+++++i+i++++++i+++++++++++++++++i+++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h '- - - --- -- - - -- - ---- - -- - --- ----- - - -- -- --- - --------- -- - -- --- -- Hydrograph in 5 Minute intervals ( (CFS) ) -- - - - - -- - - - - Time (h+m) Volume Ac.Ft Q(CFS) 0 2 .5 5. 0 7. 5 10 . 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0+ 5 0. 0000 0 . 00 Q 0+10 0 . 0001 0 . 00 Q 0+15 0. 0001 0.01 Q I I 0+20 0 . 0001 0 . 01 Q 0+25 0. 0002 0 . 01 Q 0+30 0 .0002 0. 01 Q I 0+35 0. 0003 0 . 01 Q I 1 0+40 0 .0004 0 . 01 Q 0+45 0 .0004 0.01 Q i I 0+50 0 .0005 0 . 01 Q 0+55 0 .0005 0. 01 Q I 1+ 0 0. 0006 0. 01 Q I I 1+ 5 0.0007 0 . 01 Q 1+10 0. 0007 0. 01 Q I I 1+15 0 .0008 0. 01 Q 1+20 0.0009 0 . 01 Q 1+25 0.0009 0.01 Q 1+30 0 .0010 0 . 01 Q 1+35 0.0010 0. 01 Q 1+40 0.0011 0.01 Q I I 1 1 1+45 0.0011 0 . 01 Q 1+50 0.0012 0 . 01 Q 1+55 0 .0013 0.01 Q I 2+ 0 0.0013 0 . 01 Q 2+ 5 0.0014 0. 01 Q I 2+10 0.0015 0.01 Q I • 2+15 0.0016 0.01 Q 2+20 0.0016 0. 01 Q 2+25 0.0017 0. 01 Q 2+30 0.0018 0.01 Q 2+35 0.0019 0 . 01 Q 2+40 0.0020 0.01 Q 2+45 0.0020 0.01 Q i I 2+50 0.0021 0.01 Q 2+55 0.0022 0. 01 Q 3+ 0 0.0023 0.01 Q 1 I I 1 3+ 5 0.0024 0.01 Q 3+10 0.0025 0.01 Q 3+15 0.0026 0. 01 Q 3+20 0.0027 0. 01 Q 3+25 0.0028 0. 01 Q 3+30 0.0029 0. 01 Q 3+35 0.0030 . 0. 01 Q 3+40 0.0031 0.01 Q 3+45 0. 0032 0. 01 Q 3+50 0. 0033 0.02 Q I I I 3+55 0. 0035 0. 02 Q i 1 4+ 0 0.0036 0. 03 Q 4+ 5 0.0038 0. 03 Q I 1 4+10 0 .0040 0 . 03 Q 4+15 0 .0042 0 . 03 Q 4+20 4+25 0 .0045 0 . 04 Q I j 0 .0048 0 . 05 Q . 4+30 0 . 0052 0 . 06 Q 1 4+35 0. 0056 0 . 06 Q 4+40 0 . 0060 0 . 06 Q I 4+45 0 . 0064 0 . 06 Q 4+50 0 .0069 0. 07 Q 4+55 0. 0075 0 . 08 Q 5+ 0 0 . 0081 0. 09 Q 1 5+ 5 0.0085 0 . 06 Q 5+10 0. 0087 0.04 Q I I 1 1 5+15 0 .0089 0 . 03 Q 5+20 0 . 0093 0 .05 Q 1 5+25 0 .0097 0. 06 QV 5+30 0.0101 0. 06 QV 5+35 0. 0107 0. 08 QV 5+40 0 .0113 0 . 09 QV 5+45 0 .0119 0.09 QV j 1 5+50 0.0125 0.09 QV 5+55 0. 0132 0 . 09 QV I I I 6+ 0 0.0138 0.09 QV I 6+ 5 0.0145 0. 11 QV 6+10 0.0153 0.12 QV 6+15 0 .0162 0. 12 QV 6+20 0.0170 0.12 QV 6+25 0.0178 0.12 QV 6+30 0.0187 0 .12 QV 6+35 0.0196 0.14 Q V 6+40 0.0207 0.15 Q V 6+45 0.0217 0.15 Q V 6+50 0.0227 0.15 Q V 6+55 0.0238 0.15 Q V 7+ 0 0.0248 0.15 Q v 7+ 5 0.0259 0.15 Q v 7+10 0.0269 0.15 Q v I I 7+15 0.0280 0.15 Q V 7+20 0.0292 0.17 Q v j I 7+25 0.0304 0.18 Q V 7+30 0.0316 0.18 Q v I I 7+35 0.0330 0.20 Q V I I 7+40 0. 0344 0.21 Q V 7+45 0.0359 0.21 Q V 7+50 0.0374 0.23 Q V 7+55 0.0391 0.24 Q v 8+ 0 0.0407 0.24 Q v I 8+ 5 0.0425 0.27 IQ V I i I 8+10 0.0495 0.29 IQ v 8+15 0. 0466 0.29 IQ V i I 8+20 0.0486 .. 0.29 IQ V 8+25 0. 0506 0.29 IQ V 8+30 0. 0526 0.29 IQ V I I 8+35 0.0548 0.31 IQ V 8+40 0. 0570 0. 32 IQ V 8+95 0.0592 0.32 IQ v I 8+50 0.0615 0 .34 IQ v 8+55 0.0639 0.35 IQ v 9+ 0 0. 0664 0. 35 IQ v 9+ 5 0.0690 0. 38 IQ v 9+10 0 .0718 0. 40 IQ v j 1 . 9+15 0. 0745 0 .41 IQ v i I 9+20 0. 0774 0 .42 IQ v 9+25 0 .0804 0.43 IQ v 9+30 0. 0834 0 .43 IQ V 9+35 0 . 0865 0 .45 IQ V 9+40 0 . 0897 0 .46 Q VI 9+45 0 .0929 0 .46 Q V 9+50 0 . 0962 0 .48 IQ VV 9+55 0. 0995 0 .49 10+ 0 0 . 1029 0 .49 IQ V 10+ 5 0 . 1056 0 .39 IQ V 10+10 0.1078 0.32 QV 10+15 0 .1099 0 . 31 IQ IV 0 10+20 . 1120 0 ,31 I 10+25 10+30 0 . 1141 0. 31 IQ IV 0 .1162 0 .31 10+35 10+40 0.1188 0.38 IQ I v I I 0.1218 0.43 IQ I 10+45 0.1248 0 .44 IQ I V 10+50 0 .1279 0.44 Q I V 10+55 0.1309 0.44 Q I V 11+ 0 0 .1340 0.44 IQ V 11+ 5 0. 1369 0.43 IQ I V 11+10 0.1398 0 .42 IQ V 11+15 0.1427 0.42 IQ I V I 11+20 0.1455 0.42 IQ V I I I 11+25 0.1484 0.42 IQ V 11+30 0. 1513 0.42 IQ I V 11+35 0.1540 0.39 IQ V 11+40 0.1566 0 .37 IQ V 11+45 0. 1591 0.37 IQ I V 11+50 0.1617 0,38 IQ V I 11+55 0.1644 0.39 Q I V 12+ 0 0. 1671 0.39 IQ I v 12+ 5 0.1705 0.50 IQ v I 12+10 0.1745 0.57 Q I V I i 12+15 0.1785 0.58 I Q V I I 12+20 0.1826 0.60 I Q 12+25 0.1868 0.61 Q i VVi i I 12+30 0.1910 0.61 I Q 12+35 0.1954 0.64 I Q V 12+40 0.2000 0. 66 I Q V 12+45 0.2045 0. 67 Q I IV 12+50 0.2092 0. 68 Q I IV 12+55 0.2140 0.69 Q I V 13+ 0 0.2188 0.69 I Q v 13+ 5 0.2240 0.77 I Q I V 13+10 0.2297 0.82 I Q I I V I 13+15 0.2354 0.83 Q I I V 13+20 0.2411 0. 83 Q I I V 13+25 0.2468 0. 83 Q I V i 13+30 0.2525 0. 83 Q V 13+35 0.2571 0. 67 Q V 13+90 0.2610 0.56 Q V 13+45 0.2647 0. 54 Q I 13+50 0 .2684 0. 54 Q V I I I I 13+55 0.2721 0. 54 Q I v I I 14+ o 0.2758 0. 54 V Q I I v 14+ 5 0.2799 0. 60 Q I I V 14+10 0.2843 0. 64 Q I VI I 14+15 0.2887 0 . 65 Q v1 1 14+20 0 .2931 0 . 63 Q V 14+25 0.2974 0 . 62 Q V 14+30 0.3017 0 .62 I Q V 14+35 0 . 3059 0 . 62 Q IV 14+40 0.3102 0 .62 Q V 14+45 0.3145 0.62 Q I V 14+50 0 . 3187 0 . 61 Q l V 14+55 0 .3228 0 .60 Q 15+ 0 0 .3269 0.60 I Q I V 15+ 5 0.3309 0 . 58 Q I V 15+10 0. 3349 0 . 57 Q V 15+15 0 . 3388 0.57 Q V 15+20 0 .3426 0.56 Q I I I V 15+25 0.3464 0 .55 Q V I 15+30 0. 3501 0.54 Q 15+35 0.3535 0.49 iQ( I i i V 15+40 0 .3566 0 .45 V I 15+45 0.3596 0 .44 Q I V 15+50 0.3626 0.44 IQ I I V 15+55 0.3656 0.44 Q V 16+ 0 0.3687 0.44 Q I V 16+ 5 0.3702 0.22 Q I V 16+10 0.3707 0. 07 Q I V 16+15 0.3710 0.04 Q 16+20 0.3713 0.04 Q I V 16+25 0.3715 0. 04 Q I I V 16+30 0.3718 0.04 Q 16+35 0.3720 0. 03 Q I V 16+40 0.3721 0.02 Q I V 16+45 0.3722 0.02 Q I V 16+50 0.3723 0.02 Q I I V 16+55 0.3725 0.02 Q 17+ 0 0.3726 0.02 Q I V 17+ 5 0.3729 0.05 Q I I V I 17+10 0.3733 0.07 Q 17+15 0.3738 0 . 07 Q I I V 17+20 0.3743 0.07 Q I V 17+25 0.3748 0.07 Q I V 17+30 0.3753 0. 07 Q V 17+35 0.3758 0 . 07 Q I I I V 17+40 0.3763 0. 07 Q V 17+45 0.3768 0.07 Q I I V 17+50 0.3772 0. 06 Q I V 17+55 0.3776 - 0.05 Q I v l 18+ 0 0.3779 0. 05 Q V 18+ 5 0.3782 0.05 Q I VI 18+10 0.3785 0.05 Q I VI 18+15 0.3789 0. 05 Q I VI 18+20 0.3792 0. 05 Q I VI 18+25 0.3795 0. 05 Q I VI 18+30 0. 3799 0. 05 Q I I VI 18+35 0.3801 0.03 Q I VI 18+40 0. 3803 0 . 02 Q I I VI 18+45 0.3804 0. 02 Q VI 18+50 0. 3805 0. 01 Q I VI 18+55 0 . 3806 0 . 01 Q I I VI 19+ 0 0 . 3806 0 . 01 Q I V 19+ 5 0 . 3607 0 . 02 Q VI 19+10 0. 3809 0 . 02 Q I V 19+15 0. 3810 0 .02 Q VI 19+20 0 . 3813 0 . 04 Q I VI 19+25 0.3816 0 .05 Q VI 19+30 0 . 3820 0 .05 Q I V 19+35 0 .3823 0. 04 Q I V 19+40 0 .3825 0. 03 Q I V 19+45 0 . 3826 0 . 03 Q I VI 19+50 0 . 3827 0 .01 Q I VI 19+55 0.3828 0. 01 Q VI 20+ 0 0. 3828 0. 00 Q I VI 20+ 5 0. 3829 0.02 Q I V 20+10 0'.3831 0 . 03 Q VI 20+15 0.3833 0.03 Q V 20+20 0.3835 0. 03 Q VI 20+25 0.3837 0. 03 Q .- V 20+30 0.3838 0.03 Q I VI 20+35 0 .3840 0 . 03 Q VI 20+40 0.3842 0.03 Q I VI 20+45 0.3844 0 . 03 Q I VI 20+50 0.3845 0 .01 Q I I VI 20+55 0.3846 0. 00 Q I VI 21+ 0 0.3846 0.00 Q I VI 21+ 5 0.3847 0.02 Q I VI 21+10 0.3849 0.03 Q I VI • 21+15 0.3851 0.03 Q I I VI 21+20 0.3852 0. 02 Q I VI 21+25 0.3853 0.01 Q i VI 21+30 0.3853 0. 00 Q 21+35 0.3854 0.02 Q I I VI 21+40 0.3856 0. 03 Q I VI 21+45 0.3858 0.03 Q i I I VI 21+50 0.3859 0 . 02 Q I VI 21+55 0.3860 0.01 Q I I VI 22+ 0 0.3860 0.00 Q I VI 22+ 5 0.3862 0.02 Q I I VI 22+10 0.3864 0.03 Q I I VI 22+15 0.3866 0. 03 Q I VI 22+20 0.3867 0.02 Q I VI 22+25 0.3868 0.01 Q I I VI 22+30 0.3868 0. 01 Q I VI 22+35 0.3868 0.01 Q I VI 22+40 0.3869 0 . 01 Q I VI 22+45 0.3869 0. 01 Q I VI 22+50 0 .3870 0.01 Q I I VI 22+55 0.3870 0.01 Q I I I VI 23+ 0 0.3871 0. 01 Q VI 23+ 5 0. 3871 0. 01 Q I I VI 23+10 0.3871 0.01 Q I I VI 23+15 0.3872 0 . 01 Q VI 23+20 0.3872 0. 01 Q VI 23+25 0.3873 0. 01 Q I I VI . 23+30 0. 3873 0 , 01 Q VI 23+35 0. 3874 0 . 01 Q VI 23+40 0. 3874 0. 01 Q I VI 23+45 0 . 3875 0 . 01 Q . 23+50 0 . 3875 0 . 01 Q I VI VI 23+55 0 . 3876 0 . 01 Q I VI 24+ 0 0 . 3876 0 . 01 Q I I VI 24+ 5 0 . 3877 0 . 00 Q VI 24+10 0. 3877 0 .00 Q I I IVI • 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 07/16/07 File: 2DH242 .out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -—-- - ------ ---- - -- ---- - --- -- ----- - ----- -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 --- -- ---- - - English (in-lb) Input Units Used English Rainfall Data (Inches) Input: Values Used English Units used in output format ------------------------------------- -------------------- ----- ------- 4046 REDHAWR .2 YEAR' STORM 24 HOUR HYDROGRAPH POST;DEVELOPED CONDITION ----------------------—-----------—-----------------—--------—-- Drainage Area = 1 .29(Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment =1.29 (AC. ) =0.002 Sq. Mi . • Length along longest watercourse = 418.00 (Ft. ) Length along longest watercourse measured to centroid = 210.00(Ft. ) Length along longest watercourse = 0.079 Mi. Length along longest watercourse measured to centroid = 0 . 040 Mi. Difference in elevation = 4 .95 (Ft. ) Slope along watercourse = 62.5263 Ft./Mi. Average Manning's 'N' = 0.150 Lag time = 0.184 Hr. Lag time = 11.03 Min. 25% of lag time = 2.76 Min. 40t of lag time = 4 .41 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] 1.29 1 .93 2 .49 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2] Weighting [1*2] 1 .29 5 . 30 6 . 84 • STORM EVENT (YEAR) = 2 . 00 Area Averaged 2-Year Rainfall = 1 . 930 (In) Area Averaged 100-Year Rainfall = 5.300 (In) • Point rain (area averaged) = 1 . 930 (In) Areal adjustment factor = 100 . 00 % Adjusted average point rain 1 .930(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 1 .290 69. 00 0. 900 Total Area Entered = 1 .29 (Ac. ) RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 69. 0 49.8 0. 574 0 . 900 0. 109 1.000 0 . 109 = Area averaged mean soil loss (F) (In/Hr) = 0.109 Sum (F) 0. 109 Minimum soil loss rate ( (In/Hr) ) = 0.055 (for 24 hour storm duration) Soil low loss rate (decimal) 0.180 ----------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve ---------------------------------------------------- ------- Unit Hydrograph Data --------------------- Unit time period Time 8 of lag Distribution Unit Hydrograph . (hrs) Graph 8 (CFS) ----- ----- --------------------------------------- 1 0.083 45.340 5.272 0. 069 2 0.167 90.680 22.215 0.289 3 0.250 136 .019 28.670 0 .373 4 0.333 181.359 14 .876 0.193 5 0.417 226. 699 7.343 0.095 6 0.500 272 .039 4 . 997 0. 065 7 0.583 317.379 3 .705 0.048 8 0.667 362. 718 2 .797 0.036 9 0.750 408 .058 2.174 0. 028 10 0.833 453 .398 1.635 0.021 11 0.917 498 . 738 1.399 0.018 12 1.000 544 . 078 1.189 0. 015 13 1 . 083 589.417 0.929 0. 012 14 1 .167 634 . 757 0.764 0.010 15 1.250 680. 097 0.600 0. 008 16 1 .333 - 725 .437 0.464 0. 006 17 1 .417 770. 777 0.453 0. 006 18 1.500 816.117 0.519 0.007 Sum 100.000 Sum= 1 .300 --------------- -- -- Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0. 08 0. 07 0. 015 0. 193 0.003 0 . 01 • 2 0. 17 0 .07 0. 015 0. 193 0 . 003 0 . 01 3 0.25 0. 07 0 . 015 0.192 0. 003 0. 01 4 0. 33 0.10 0 . 023 0 .191 0. 004 0. 02 . 5 0.42 0 . 10 0 .023 0. 190 0 . 004 0 .02 6 0 .50 0. 10 0.023 0. 190 0. 004 0 . 02 7 0. 58 0 . 10 0 . 023 0 .189 0 . 004 0 . 02 8 0.67 0 . 10 0 . 023 0.188 0.004 0 .02 9 0 .75 0.10 0.023 0. 187 0. 004 0 . 02 10 0 .83 0. 13 0 . 031 0 .187 0. 006 0. 03 11 0. 92 0 . 13 0 .031 0 .186 0 .006 0 .03 12 1 . 00 0 .13 0.031 0.185 0.006 0 . 03 13 1 .08 0.10 0 . 023 0 .184 0. 004 0 .02 14 1.17 0.10 0 . 023 0 .184 0.004 0 .02 15 1 .25 0 . 10 0.023 0. 183 0.004 0. 02 16 1 . 33 0 .10 0.023 0.182 0.004 0 .02 17 1 .42 0.10 0 . 023 0.182 0. 004 0 .02 18 1 .50 0.10 0. 023 0.181 0.004 0 . 02 19 1.58 0. 10 0.023 0.180 0.004 0. 02 20 1.67 0 . 10 0.023 0.179 0.004 0 .02 21 1 .75 0.10 0 . 023 0.179 0. 004 0.02 22 1.83 0.13 0.031 0.178 0.006 0.03 23 1 .92 0.13 0.031 0.177 0.006 0 .03 24 2.00 0.13 0 . 031 0.176 0.006 0.03 25 2 .08 0.13 0.031 0.176 0.006 0. 03 26 2 .17 0.13 0.031 0.175 0.006 0 .03 27 2.25 0. 13 0. 031 0.174 0.006 0. 03 28 2 .33 0.13 0. 031 0.174 0.006 0.03 29 2 .42 0.13 0.031 0.173 0.006 0.03 30 2.50 0.13 0.031 0.172 0.006 0. 03 31 2.58 0.17 0.039 0.172 0.007 0.03 32 2.67 0.17 0.039 0.171 0.007 0. 03 33 2 .75 0.17 0. 039 0.170 0.007 0. 03 34 2 .83 0.17 0.039 0.169 0. 007 0 .03 35 2 . 92 0.17 0. 039 0.169 0.007 0. 03 36 3 .00 0.17 0. 039 0.168 0.007 0. 03 37 3 .08 0.17 0.039 0.167 0. 007 0.03 38 3 .17 0.17 0.039 0.167 0.007 0. 03 39 3.25 0. 17 0. 039 0.166 0.007 0. 03 40 3 .33 0.17 0.039 0.165 0. 007 0. 03 41 3 .42 0.17 0. 039 0.165 0.007 0. 03 42 3 .50 0.17 0.039 0. 164 0.007 0. 03 43 3 .58 0.17 0.039 0.163 0.007 0. 03 44 3 .67 0. 17 0.039 0. 162 0.007 0 . 03 45 3 .75 0.17 0. 039 0.162 0. 007 0. 03 46 3 .83 0.20 0.046 0.161 0.008 0. 04 47 3 . 92 0.20 0. 046 0.160 0. 008 0. 04 48 4 .00 0.20 _•0.046 0.160 0.008 0 . 04 49 4 . 08 0.20 0. 046 0.159 0. 008 0. 04 50 4 .17 0.20 0.046 0.158 0.008 0. 04 51 4 .25 0.20 0. 046 0.158 0. 008 0. 04 52 4 .33 0.23 0. 054 0.157 0.010 0. 04 53 4 .42 0.23 0 . 054 0.156 0. 010 0. 04 54 4 .50 0.23 0. 054 0. 156 0.010 0. 04 55 4 .58 0.23 0.054 0.155 0. 010 0. 04 56 4 .67 0.23 0.054 0.154 0.010 0. 04 57 4 .75 0.23 0. 054 0.154 0. 010 0 . 04 58 4 .83 0 .27 0.062 0 .153 0. 011 0. 05 59 4 . 92 0.27 0. 062 0. 152 0.011 0. 05 60 5. 00 0.27 0. 062 0.152 0. 011 0 . 05 61 5 . 08 0 .20 0.046 0. 151 0 .008 0. 04 62 5. 17 0 . 20 0 . 046 0.150 0.006 0 . 04 63 5 .25 0.20 0. 046 0.150 0 . 008 0 . 04 64 5. 33 0 .23 0. 054 0. 149 0 . 010 0 .04 65 5.42 0.23 0. 054 0 .148 0 . 010 0. 04 66 5.50 0 .23 0 . 054 0.148 0 . 010 0. 04 67 5 .58 0.27 0 . 062 0.147 0.011 0 .05 68 5.67 0 .27 0.062 0 .147 0 . 011 0 . 05 69 5 .75 0 .27 0 . 062 0. 146 0 . 011 0 . 05 70 5.83 0 .27 0. 062 0 .145 0 .011 0 .05 71 5 . 92 0.27 0.062 0.145 0 . 011 0 .05 72 6. 00 0 .27 0 . 062 0.144 0.011 0. 05 73 6 .08 0. 30 0.069 0.143 0.013 0 .06 74 6. 17 0.30 0. 069 0.143 0.013 0. 06 75 6 .25 0. 30 0.069 0.142 0.013 0. 06 76 6. 33 0 .30 0 .069 0.141 0. 013 0.06 77 6.42 0.30 0.069 0 .141 0.013 0. 06 78 6.50 0.30 0.069 0.140 0. 013 0.06 79 6.58 0. 33 0 . 077 0.140 0.014 0. 06 80 6.67 0.33 0.077 0.139 0.014 0. 06 81 6.75 0.33 0 .077 0.138 0.014 0 . 06 82 6.83 0.33 0.077 0.138 0.014 0. 06 83 6.92 0 . 33 0.077 0.137 0.014 0. 06 84 7 .00 0.33 0.077 0.136 0.014 0.06 85 7.08 0.33 0.077 0.136 0. 014 0. 06 86 7.17 0. 33 0.077 0.135 0.014 0.06 87 7.25 0.33 0.077 0.135 0. 014 0.06 68 7.33 0. 37 0.085 0.134 0.015 0. 07 89 7 .42 0.37 0.085 0 .133 0.015 0. 07 90 7.50 0.37 0.085 0.133 0. 015 0.07 91 7.58 0.40 0.093 0.132 0.017 0. 08 92 7.67 0.40 0 .093 0.131 0.017 0. 08 93 7.75 0.40 0.093 0.131 0.017 94 7.83 0.08 0.43 0.100 0.130 0.018 0. 08 95 7.92 0.43 0.100 0.130 0.018 0. 08 96 8.00 0.43 0.100 0.129 0.018 0. 08 97 8 . 08 0.50 0.116 0.128 0.021 98 8. 17 0.50 0 .116 0.09 0.128 0.021 0. 09 99 8.25 0.50 0.116 0.127 0.021 0. 09 100 8 .33 0.50 0.116 0.127 0.021 0.09 101 8 .42 0.50 0.116 0. 126 0.021 0. 09 102 8.50 0.50 0.116 0.125 0. 021 0. 09 103 8.58 0.53 0 .124 0.125 0.022 0 .10 104 8.67 0.53 0.124 0.124 0.022 0. 10 105 8 .75 0.53 .0.124 0.124 0. 022 0.10 106 8 .83 0.57 0.131 0. 123 --- 107 8 .92 0.57 0.1310.01 0.123 -- 108 9.00 0.57 0.131 0.122 ___ 0.01 109 9.08 0.63 0.1470. 01 0 .121 - -- 110 9.17 0.63 0 . 197 0.121 --- 0 . 03 111 9.25 0.63 0. 1470. 03 0.120 --- 112 9.33 0 .67 0 . 159 0. 120 -- - 0. 03 113 9.420. 03 0.67 0. 159 0. 119 --- 0.09 114 9.50 0.67 0. 154 0. 119 - - - 115 9. 58 0 .70 0. 1620.04 0.118 116 9. 67 0. 70 0. 162 0 .117 _-- 0. 04 117 9. 750. 04 0. 70 0. 162 0 .117 - -- 118 9. 83 0 . 05 0. 73 0 . 170 0. 116 - - - 0 . 05 119 9. 92 0 . 73 0 . 170 0. 116 - - - 0 . 05 120 10. 00 0 .73 0 . 170 0 .115 0 . 05 121 10.08 0. 50 0. 116 0. 115 - -- 0. 00 122 10 .17 0 .50 0 . 116 0 . 114 --- 0 . 00 123 10 .25 0.50 0 .116 0.113 --- 0 . 00 124 10 . 33 0 . 50 0 . 116 0.113 -- - 0 . 00 125 10 .42 0 .50 0. 116 0 .112 - - - 0 .00 126 10.50 0.50 0 . 116 0. 112 --- 0. 00 127 10 .58 0 .67 0 .154 0 .111 --- 0 . 04 128 10.67 0.67 0.154 0.111 --- 0. 04 129 10.75 0.67 0 . 154 0.110 --- 0 .04 130 10 .83 0 .67 0 .154 0.110 --- 0 . 04 131 10.92 0.67 0 . 154 0. 109 - -- 0 .05 132 11. 00 0. 67 0 .154 0 .109 --- 0 . 05 133 11 .08 0.63 0.147 0.108 --- 0.04 134 11.17 0.63 0.147 0.108 --- 0. 04 135 11 .25 0.63 0.147 0 .1.07 --- 0.04 136 11.33 0.63 0 . 147 0.106 --- 0 . 04 137 11.42 0.63 0.147 0.106 --- 0. 04 138 11 .50 0 .63 0.147 0.105 --- 0 . 04 139 11.58 0.57 0.131 0.105 --- 0. 03 140 11.67 0. 57 0.131 0 .104 --- 0 .03 141 11.75 0 .57 0.131 0.104 --- 0. 03 142 11 .83 0.60 0.139 0.103 --- 0 .04 143 11. 92 0.60 0.139 0.103 --- 0. 04 144 12.00 0.60 0.139 0.102 --- 0 .04 145 12 .08 0.83 0 .193 0.102 0.09 • 146 12.17 0.83 0.193 0.101 --- 0. 09 147 12 .25 0.83 0 .193 0.101 --- 0. 09 148 12.33 0.87 0.201 0.100 --- 0. 10 149 12 .42 0.87 0.201 0.100 --- 0.10 150 12 .50 0.87 0.201 0.099 --- 0.10 151 12.58 0.93 0.216 0.099 --- 0.12 152 12 .67 0.93 0.216 0.098 --- 0.12 153 12 .75 0.93 0.216 0.098 --- 0.12 154 12 .83 0. 97 0.224 0.097 --- 0. 13 155 12 .92 0. 97 0 .224 0 .097 --- 0.13 156 13 .00 0. 97 0.224 0.096 --- 0. 13 157 13 . 08 1.13 0.262 0.096 --- 0.17 158 13 .17 1.13 0.262 0.095 --- 0.17 159 13 .25 1.13 0.262 0.095 --- 0.17 160 13 .33 1.13 0.262 0. 094 --- 0.17 161 13 .42 1 . 13 0.262 0.094 --- 0. 17 162 13 .50 1.13 D.262 0. 093 --- 0.17 163 13 .58 0.77 0.178 0.093 --- 0. 08 164 13 .67 0. 77 0. 178 0.092 --- 0. 09 165 13 . 75 0.77 0.178 0. 092 --- 0. 09 166 13 .83 0 .77 0 .178 0. 092 -- - 0. 09 167 13 .92 0. 77 0. 178 0.091 --- 0. 09 168 14 . 00 0.7.7 0.178 0. 091 - -- 0. 09 169 14 . 08 0 .90 0.208 0. 090 --- 0. 12 170 14 . 17 0. 90 0.208 0.090 --- 0.12 171 14 .25 0. 90 0 .208 0 . 089 --- 0. 12 . 172 14 . 33 0. 87 0. 201 0. 089 --- 0. 11 173 14 .42 0 .87 0.201 0. 088 0. 11 174 14 . 50 0.87 0. 201 0.088 - - - 0. 11 175 14 .58 0 . 87 0 .201 0. 087 - - - 0. 11 176 14 .67 0. 87 0. 201 0 . 087 . 177 14 . 75 0 . 87 0 .201 - _ _ 0 .11 0.086 0 .11 178 14 .83 0 .83 0 . 193 0. 086 - - 179 14 . 92 0 . 83 0.193 0 .11 0 .086 - -- 0 .11 180 15. 00 0 .83 0 . 193 0.085 --- 0 . 11 181 15 . 08 0 .80 0. 185 0. 085 - -- 182 15. 17 0.80 0. 185 0 .10 0.064 --- 0 .10 183 15.25 0 .80 0 . 185 0. 084 - -- 0 . 10 184 15. 33 0. 77 0. 178 0.083 _- _ 185 15.42 0 .77 0 . 178 0.083 0 .09 --- 0 .09 186 15. 50 0. 77 0. 178 0.083 -- - 0. 09 187 15 .58 0.63 0 .147 0.082 --- 0 .06 188 15.67 0.63 0. 147 0.082 --- 189 15.75 0.63 0.1470. 06 0 .081 --- 0. 07 190 15.83 0.63 0 . 147 0. 081 -- - 0 .07 191 15.92 0.63 0.147 0.080 --- 0. 07 192 16. 00 0.63 0 . 147 0.080 - -- 0. 07 193 16.08 0.13 0. 031 0 .080 0.006 0 .03 194 16. 17 0.13 0.031 0.079 0.006 0. 03 195 16.25 0.13 0 . 031 0.079 0.006 0. 03 196 16.33 0.13 0.031 0.078 0.006 0.03 197 16.42 0.13 0. 031 0.078 0.006 0. 03 198 16.50 0.13 0.031 0 .078 0.006 199 16.58 0.10 0.023 0. 03 0. 077 0. 004 0. 02 200 16.67 0.10 0.023 0.077 0.009 201 16.75 0. 10 0.023 0. 02 0.076 0.004 0 . 02 202 16.83 0.10 0.023 0.076 0. 004 203 16. 92 0.10 0 .023 0. 02 0.07 0.004 0. 02 204 17. 00 0.10 0.023 0.0755 0.004 0 . 02 205 17.08 0.17 0.039 0.075 0. 007 0. 03 206 17.17 0.17 0. 039 0.075 0.007 0. 03 207 17.25 0.17 0.039 0.074 0. 007 0. 03 208 17.33 0.17 0.039 0.074 0.007 209 17.42 0.17 0. 039 0.03 0.073 0.007 0. 03 210 17.50 0.17 0.039 0.073 0. 007 0 . 03 211 17.58 0.17 0.039 0.073 0.007 0. 03 212 17 .67 0. 17 0.039 0.072 0.007 213 17.75 0.17 0. 039 0.03 214 17.83 0.13 0. 031 0.072 0. 007 0. 03 0.072 0.006 0. 03 215 17.92 0.13 0.031 0.071 0.006 0. 03 216 18 . 00 0.13 0.031 0. 071 0.006 0.03 217 18.08 0.13 0. 031 0.071 0. 006 0.03 218 18.17 0.13 0.031 0.070 0.006 0. 03 219 18.25 0.13 0. 031 0. 070 0.006 0. 03 220 18 .33 0.13 0.031 0. 070 0.006 0. 03 221 18 .42 0.13 0.031 0. 069 0. 006 0. 03 222 18 . 50 0. 13 0.031 0. 069 0.006 223 18.58 0.10 0 .023 0. 03 224 18.67 0.10 0. 023 0.069 0.004 0.02 0. 068 0.004 0 225 18.75 0.10 0. 023 . 02 0 . 068 0.004 0. 226 18.83 0. 07 0. 015 02 0. 068 0.003 0. 01 227 18.92 0. 07 0. 015 0. 067 0.003 228 19. 00 0. 07 0. 015 0. 01 229 19. 08 0. 10 0. 023 0. 067 0. 003 0. 01 0. 067. 0.004 0. 02 230 19. 17 0. 10 0. 023 0. 066 0.004 0. 02 231 19.25 0. 10 0. 023 0.066 0.004 232 19. 33 0. 13 0.031 0. 02 0 . 066 0.006 0. 03 233 19.42 0 . 13 0 . 031 0. 065 0 .006 0 .03 234 19.50 0 . 13 0 . 031 0 .065 0 . 006 0 .03 235 19.58 0 . 10 0 . 023 0.065 0 .004 0 .02 236 19.67 0 . 10 0 . 023 0 .064 0 . 004 0 . 02 237 19.75 0 . 10 0.023 0.064 0.004 0 .02 238 19 .83 0 . 07 0 . 015 0.064 0 .003 0 .01 239 19. 92 0 .07 0. 015 0.064 0.003 0 . 01 240 20.00 0 .07 0 . 015 0.063 0 .003 0 .01 241 20. 08 0 . 10 0. 023 0.063 0.004 0 .02 242 20.17 0. 10 0.023 0 .063 0 .004 0 .02 243 20.25 0 . 10 0 . 023 0.062 0. 004 0 . 02 244 20 .33 0.10 0.023 0.062 0 .004 0. 02 245 20.42 0 . 10 0.023 0.062 0.004 0 .02 246 20.50 0.10 0. 023 0 .062 0.004 0. 02 247 20.58 0. 10 0. 023 0.061 0.004 0 .02 248 20.67 0.10 0 .023 0.061 0.004 0. 02 249 20.75 0.10 0.023 0.061 0.004 0 . 02 250 20.83 0. 07 0.015 0.061 0.003 0. 01 251 20.92 0. 07 0.015 0.060 0.003 0. 01 252 21. 00 0 . 07 0.015 0.060 0 .003 0 .01 253 21.08 0.10 0. 023 0.060 0.004 0. 02 254 21.17 0 .10 0.023 0.060 0.004 0 .02 255 21.25 0.10 0. 023 0.059 0.004 0. 02 256 21 .33 0 .07 0.015 0.059 0.003 0. 01 257 21.42 0.07 0.015 0.059 0.003 0. 01 258 21.50 0.07 0.015 0.059 0.003 0. 01 259 21.58 0. 10 0.023 0.059 0.004 0. 02 260 21 .67 0.10 0.023 0.058 0.004 0. 02 261 21.75 0. 10 0.023 0.058 0.004 0. 02 262 21 .83 0.07 0.015 0.058 0.003 0.01 263 21 .92 0.07 0.015 0.058 0.003 0. 01 264 22 .00 0.07 0. 015 0.058 0.003 0. 01 265 22.08 0.10 0.023 0.057 0.004 0. 02 266 22 .17 0.10 0.023 0.057 0.004 0. 02 267 22 .25 0 .10 0. 023 0.057 0.004 0. 02 268 22.33 0. 07 0.015 0.057 0. 003 0. 01 269 22.42 0.07 0.015 0.057 0.003 0. 01 270 22.50 0. 07 0. 015 0 .057 0.003 0. 01 271 22.56 0.07 0.015 0.056 0. 003 0. 01 272 22.67 0.07 0.015 0.056 0.003 0. 01 273 22.75 0. 07 0 .015 0.056 0. 003 0. 01 274 22.83 0.07 0. 015 0.056 0.003 0.01 275 22. 92 0.07 0. 015 0.056 0.003 0. 01 276 23 .00 0. 07 0. 015 0 .056 0.003 0. 01 277 23 . 08 0. 07 0 . 015 0. 055 0. 003 0. 01 278 23 .17 0.07 0. 015 0.055 0.003 0.01 279 23 .25 0.07 0.015 0.055 0.003 0. 01 280 23 .33 0. 07 0.015 0.055 0. 003 0 . 01 281 23 .42 0. 07 0 . 015 0. 055 0. 003 0. 01 282 23 .50 0. 07 0 . 015 0.055 0. 003 0.01 283 23 .58 0.07 0. 015 0.055 0 .003 0. 01 284 23 .67 0.07 0. 015 0 .055 0.003 0. 01 285 23 . 75 0. 07 0.015 0. 055 0. 003 0 . 01 286 23 . 83 0. 07 0 . 015 0. 055 0. 003 0 . 01 287 23 . 92 0. 07 0. 015 0. 055 0 .003 0. 01 288 24 . 00 0. 07 0. 015 0.055 0.003 0 . 01 Sum = 100. 0 Sum = 13 . 0 Flood volume = Effective rainfall 1 .08 (In) times area 1 . 3 (Ac. ) / ( (In) / (Ft . ) ] = 0 . 1 (Ac .Ft) Total soil loss = 0. 85 (In) Total soil loss = 0 .091 (Ac.Ft) Total rainfall = 1 . 93 (In) Flood volume = 5064 .6 Cubic Feet Total soil loss = 3973 . 0 Cubic Feet - - --- - - - --- - ---- -- - - - ---- --- -- --- - ----- -- - -- - ----- - -- -- -- - - - - - -- - -- - Peak flow rate of this hydrograph = 0.208 (CFS) -- ---- - --- - ---- -- - - - - - -------- --------------- --- - - -- ---- -- - -- - - - -- - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ----- --- ------- - --- - ----- ------ --------------- ----- ----- - --- ---- - -- - Hydrograph in 5 Minute intervals ( (CFS) ) Time (h+m) Volume Ac.Ft Q(CFS) 0 1 2.5 5.0 7 .5 10.0 - ----------------------- ------ ---- -------------------------- ------- 0+ 5 0.0000 0.00 Q 0+10 0. 0000 0.00 Q 0+15 0.0001 0 . 01 Q 0+20 0.0002 0.01 Q 0+25 0. 0003 0 . 02 Q 0+30 0.0004 0.02 Q 0+35 0.0006 0.02 Q I I 0+40 0.0007 0 . 02 Q 0+45 0.0009 0.02 Q 0+50 0. 0010 0 . 02 Q 0+55 0.0012 0.03 Q 1+ 0 0.0014 0.03 Q I 1+ 5 0. 0016 0.03 Q 1+10 0.0018 0.03 Q I i I 1+15 0. 0020 0. 03 Q I I I 1+20 0.0021 0.03 Q I 1+25 0.0023 0. 03 Q 1+30 0.0025 0.03 Q 1+35 0.0027 0. 03 Q 1+40 0. 0028 0.03 Q 1+45 0 .0030 0. 03 QV 1+50 0. 0032 0.03 QV I I 1+55 0.0034 0.03 QV 2+ 0 0.0036 0. 03 QV 2+ 5 0. 0038 0.03 QV 2+10 0.0040 0.03 QV 2+15 0. 0042 0. 03 QV 2+20 0.0044 0.03 QV 2+25 0.0047 0 . 03 QV 2+30 0.0049 0. 03 QV 2+35 0.0051 0.03 QV 2+40 0. 0053 0 . 03 QV 2+45 0.0056 0. 04 QV 2+50 0.0059 0.04 Q V 2+55 0. 0061 0. 04 Q V 3+ 0 0. 0064 0 . 04 Q V I I 3+ 5 0. 0067 0. 04 Q V I 3+10 0. 0070 0 .04 Q V j 3+15 0 . 0072 0 . 04 Q V . 3+20 0.0075 0 . 04 Q V 3+25 0. 0078 0. 04 Q v 3+30 0. 0081 0 . 04 Q V 3+35 0 .0084 0 . 04 Q V 3+40 0.0086 0 .04 Q V 3+45 0. 0089 0 . 04 Q v 3+50 0. 0092 0 . 04 Q V 3+55 0.0095 0. 04 Q V 4+ 0 0. 0098 0 . 05 Q V 4+ 5 0. 0102 0.05 Q V i I I 4+10 0 .0105 0.05 Q V 4+15 0.0108 0. 05 Q v 4+20 0.0111 0.05 Q v I 4+25 0. 0115 0.05 Q v 4+30 0.0119 0 . 05 Q v 4+35 0.0122 0.05 Q v rl 4+40 0.0126 0.06 Q V 4+45 0.0130 0 . 06 Q V 4+50 0.0134 0.06 Q V 4+55 0.0138 0.06 Q v 5+ 0 0. 0142 0.06 Q v 5+ 5 0.0147 0.06 Q v 5+10 0.0151 0.06 Q V 5+15 0. 0154 0. 05 Q v I I 5+20 0.0158 0.05 Q v 5+25 0.0162 0.05 Q v 5+30 0. 0166 0.06 Q v 5+35 0.0170 0.06 Q v 5+40 0.0174 0.06 Q v 5+45 0.0178 0.06 Q v 5+50 0.0182 0. 06 Q v I 5+55 0.0187 0.06 Q v I I 6+ 0 0.0191 0.06 Q v 6+ 5 0.0196 0.07 Q v 6+10 0.0200 0.07 Q v 6+15 0.0205 0.07 Q v 6+20 0.0210 0.07 Q v l I 6+25 0.0215 0.07 Q V 6+30 0. 0220 0. 07 Q v 6+35 0.0225 0.07 Q v 6+40 0. 0230 0. 08 Q v 6+45 0.0235 0.08 Q V 6+50 0. 0241 0. 08 Q v l I I 6+55 0.0246 0.08 Q v l 7+ 0 0. 0252 0.08 Q v I 7+ 5 0.0258 0. 08 Q v l I I 7+10 0.0263 0.08 Q VI 7+15 0. 0269 0. 08 Q VI 7+20 0.0274 0. 08 Q VI I 7+25 0. 0280 0.08 Q VI 7+30 0.0286 0. 09 Q vi 7+35 0.0292 0. 09 Q v 7+40 0. 0299 0. 09 Q v 7+45 0 .0305 0. 09 Q v 7+50 0.0312 0. 10 Q v 7+55 0. 0318 0 .10 Q v 8+ 0 0 .0325 0 . 10 Q Iv . 8+ 5 0 . 0333 0. 10 Q Iv 8+10 0 . 0340 0 . 11 Q V 8+15 0.0348 0. 11 Q VV 8+20 0 . 0356 0 . 12 Q 6+25 0.0364 0. 12 Q V 8+30 0 . 0372 0 . 12 Q v 8+35 0 .0381 0 .12 Q V 8+40 0.0389 0 . 12 Q v 8+45 0 . 0398 0 . 13 Q V 8+50 0.0406 0 .12 Q I v 8+55 0. 0413 0.10 Q V 9+ 0 0 . 0417 0.06 Q v 9+ 5 0.0420 0 . 05 Q I v 9+10 0. 0423 0.04 Q v 9+15 0.0426 0 . 04 Q I V 9+20 0.0429 0. 04 Q v 9+25 0 . 0432 0.04 Q . I V I I I 9+30 0.0435 0.05 Q I v 9+35 0.0439 0.05 Q V I I 9+40 0.0442 0 . 05 Q V 9+45 0.0446 0.05 Q 9+50 0.0449 0. 06 Q v 9+55 0.0454 0.06 Q V 10+ 0 0. 0458 0. 06 Q v 10+ 5 0.0462 0.06 Q I V 10+10 0. 0465 0. 05 Q V 10+15 0.0467 0.03 Q I V 10+20 0. 0469 0. 02 Q V 10+25 0.0470 0.02 Q I V 10+30 0. 0471 0.01 Q V 10+35 0.0472 0.01 Q I v 10+40 0.0473 0.02 Q v 10+45 0.0476 0.04 Q I V 10+50 0. 0479 0.05 Q V 10+55 0.0482 0. 05 Q I v 11+ 0 0.0486 0.05 Q V 11+ 5 0.0490 0.05 Q I V I 11+10 0. 0493 0. 05 Q V 11+15 0.0497 0.05 Q I v 11+20 0.0500 0. 05 Q v l I 11+25 0. 0504 0.05 Q V 11+30 0.0507 0.05 Q V 11+35 0.0511 0.05 Q 11+40 0. 0514 0. 05 Qv 11+45 0.0517 0.04 Q I 11+50 0.0520 0.04 Q I V I I VV 11+55 0. 0522 0 . 04 Q I V 12+ 0 0.0526 0. 04 Q I 12+ 5 0.0529 0.05 Q V 12+10 0.0534 0.07 Q 12+15 0. 0540 0.09 Q I V 12+20 0. 0546 0 . 10 Q V 12+25 0.0554 0. 11 Q VI I 12+30 0.0562 0. 11 Q VI 12+35 0. 0570 0. 12 Q I VI 12+90 0. 0579 0 .13 Q VI 12+45 0 .0588 0 . 14 Q V • 12+50 0. 0598 0 . 14 Q V 12+55 0 .0608 0 . 15 Q V 13+ 0 0. 0618 0 . 15 Q IV 13+ 5 0 .0629 0 . 16 Q IV 13+10 0. 0641 0 . 17 Q V 13+15 0 .0654 0 . 19 Q 13+200. 0668 0.20 Q V 13+25 0 .0682 0 .20 Q I I V 13+300.0696 0 .21 Q V 13+35 0 . 0710 0 .20 Q I V 13+400. 0723 0.18 Q V I I v 13+45 0 . 0733 0 . 15 Q V 13+50 0.0743 0.14 Q I V I 13+55 0 . 0752 0 .13 Q V 14+ 0 0.0761 0.13 Q I V 14+ 5 0. 0769 0 .13 Q v 14+10 0.0779 0.13 Q I V 19+15 0. 0788 0.14 Q v 14+20 0.0799 0 . 15 Q 14+25 0. 0809 0.15 Q I I V 14+30 0.0819 0. 15 QV 14+35 0. 0829 0.15 Q I I V 14+40 0.0839 0.15 Qv I 14+45 0. 0849 0.15 Q I V I 14+50 0.0859 0.15 QI VI 14+55 0. 0869 0. 14 Q I VI I . 15+ 0 0.0879 0.14 QI VI 15+ 5 0.0889 0.14 Q I I V I 15+10 0.0898 0.14 Q V i 15+15 0.0908 0.14 QV 15+20 0.0917 0.13 Q I IV I 15+25 0.0926 0.13 QI IV I 15+30 0.0935 0.13 Q I IV 15+35 0.0943 0. 13 QI I V I 15+40 0.0951 0.12 Q I V I 15+45 0.0959 0.10 Q I I V 15+50 0.0965 0.10 Q I I v I 15+55 0.0972 0.09 Qv I 16+ 0 0.0978 0.09 Q I V I 16+ 5I I v 0.0984 0.09 Q I I V I 16+10 0.0989 0. 08 Q I I V 16+15 0.0994 0. 06 Q 16+20 0.099710. 05 Q I I v 16+25 0.1000 0.05 Q I I V 16+30 0.1003 0.04 Q I I I v 16+35 0.1006 0. 04 Q I V I 16+40 0.1009 0. 04 Q I V 16+45 0.1011 0. 03 Q I I 16+50 0.1013 0. 03 Q v i I v 16+55 0.1015 0.03 Q I v 17+ o 0. 1017 0.03 Q I V I 17+ 5 0. 1019 0.03 Q V 17+10 0. 1021 0 . 03 Q. v 17+15 0. 1023 0 . 04 Q I V I 17+20 0.1026 0 . 04 Q I I V 17+25 0 .1029 0. 04 Q V 17+30 0 . 1031 0 . 04 Q V 17+35 0.1034 0 .04 Q V I 17+40 0 . 1037 0 . 04 Q I I V 17+45 0 . 1040 0 . 04 Q V 17+50 0 . 1042 0 . 04 Q I I V 17+55 0.1045 0 . 04 Q V 18+ 0 0 . 1047 0 . 04 Q V 18+ 5 0 . 1050 0 .03 Q I I v 18+10 0 . 1052 0.03 Q v 18+15 0 .1054 0 . 03 Q I I V 18+20 0.1057 0.03 Q I v 18+25 0.1059 0 . 03 Q I v 18+30 0. 1061 0.03 Q I v 18+35 0 .1064 0 . 03 Q I I v I 18+40 0.1066 0.03 Q I v 18+45 0 .1068 0 . 03 Q I v 18+50 0.1070 0.03 Q I v I 18+55 0. 1071 0. 02 Q I I I v 19+ 0 0.1073 0.02 Q I v I 19+ 5 0.1074 0.02 Q I I I V 19+10 0.1076 0.02 Q v l 19+15 0. 1077 0.02 Q I I I v 19+20 0.1079 0. 02 Q v l 19+25 0.1081 0.03 Q I I v 19+30 0.1083 0. 03 Q I v l 19+35 0.1085 0.03 Q I I v 19+40 0.1087 0.03 Q I v l 19+45 0.1089 0.03 Q I I I v 19+50 0.1090 0.03 Q I v 19+55 0.1092 0. 02 Q I v ' I 20+ 0 0.1093 0.02 Q I v l 20+ 5 0.1095 0. 02 Q I v l 20+10 0.1096 0.02 Q I I v 20+15 0.1098 0.02 Q v l 20+20 0.1099 0. 02 Q I I I v 20+25 0.1101 0.02 Q I I v l 20+30 0.1103 0.02 Q I v l 20+35 0.1104 0. 02 Q I I I V 20+40 0.1106 0. 02 Q I v l 20+45 0.1108 0.02 Q i i I V 20+50 0.1109 0.02 Q 20+55 0.1111 0. 02 Q i V 21+ 0 0.1112 0. 02 Q 21+ 5 0.1114 0.02 Q I v l 21+10 0.1115 0.02 Q I I I v l 21+15 0.1117 0. 02 Q I v l 21+20 0.1118 0. 02 Q 21+25 0.1120 0. 02 Q I I v l 21+30 0.1121 0. 02 Q V 21+35 0.1122 0.02 Q 21+40 0.1124 0.02 Q I V 21+45 0.1125 0. 02 Q I I I v 21+50 0.1127 0. 02 Q . 21+55 0. 1128 0. 02 Q 22+ 0 0. 1130 0. 02 22+ 5 0.1131 0. 02 Q I V 22+10 0 .1132 0. 02 Q I V • 22+15 0 .1134 0 . 02 Q I VI 22+20 0 . 1135 0 . 02 Q I I I vl 22+25 0 . 1137 0 . 02 Q IVI 22+30 0 . 1138 0.02 Q I VI 22+35 0 .1139 0 . 02 Q I VI 22+40 0 . 1140 0 . 02 Q 22+450 .1142 0 . 02 Q I VI 22+50 0. 1143 0 . 02 Q I I IV 22+55 0.1144 0 .02 Q VI 23+ 0 0.1145 0 . 02 Q I I V 23+ 5 0.1146 0 .02 Q I VI 23+10 0. 1148 0 . 02 Q I VI 23+15 0.1149 0.02 Q I VI 23+20 0. 1150 0 . 02 Q I VI 23+25 0.1151 0.02 Q I VI 23+30 0. 1152 0 . 02 Q I I VI 23+35 0.1153 0.02 Q .�) I VI 23+40 0. 1154 0.02 Q I VI 23+45 0.1156 0. 02 Q I I VI 23+50 0. 1157 0.02 Q VI 23+55 0.1158 0 . 02 Q I I I VI 24+ 0 0. 1159 0.02 Q VI 24+ 5 0.1160 0.02 Q I I I VI 24+10 0. 1161 0. 01 Q I I VI 24+15 0.1161 0.01 Q I VI 24+20 0.1162 0. 00 Q I I VI 24+25 0.1162 0.00 Q VI • 24+30 0.1162 0.00 Q I I VI 24+35 0.1162 0. 00 Q I I I VI 24+40 0.1162 0.00 Q I VI 24+45 0. 1162 0.00 Q I I VI 24+50 0.1162 0.00 Q I I VI 24+55 0.1163 0.00 Q I I VI 25+ 0 0.1163 0.00 Q I I VI 25+ 5 0.1163 0.00 Q I I VI 25+10 0.1163 0.00 Q VI 25+15 0.1163 0.00 Q I I I VI 25+20 0.1163 0.00 Q I I VI 25+25 0.1163 0.00 Q I I I VI ------------- --------------------------------------------- • 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 07/16/07 File: 1ODH2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ - - -- --- - ---- - -- - ---- - - -- ----- ---- -- - --- -- --- -- - --- - - -- - -- -- -- - ---- -- - -- - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 '---------- --'—-- ' ----'------ '----- English (in-lb) Input Units Used English Rainfall Data (Inches) Input- values Used English Units used in output format -------------------------------------------------- ---------- -------- - 4046 REDHAWK 10 YEAR 24 HOUR STORM HYDROGRAPH POST ,DEVELOPED CONDITION -----—--------------------------------------'------------ Drainage Area = 1 .29 (Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment =1.29(Ac. ) =0 .002 Sq. Mi. Length along longest watercourse = 418 .00 (Ft. ) Length along longest watercourse measured to centroid = 210.00 (Ft. ) Length along longest watercourse = 0.079 Mi. Length along longest watercourse measured to centroid = 0.040 Mi. Difference in elevation = 4 .95 (Ft. ) Slope along watercourse = 62 .5263 Ft./Mi . Average Manning's 'N' = 0.150 Lag time = 0.184 Hr. Lag time = 11.03 Min. 256 of lag time = 2 .76 Min. 40% of lag time = 4 .41 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) 1.29 1 . 93 2.49 100 YEAR Area rainfall data: Area (Ac. )-[1) Rainfall (In) [21 Weighting [1*2) 1.29 5.30 6. 69 STORM EVENT (YEAR) = 10 . 00 Area Averaged 2-Year Rainfall = 1 . 930 (In) Area Averaged 100-Year Rainfall = 5 . 300 (In) Point rain (area averaged) = 3 . 316 (In) Areal adjustment factor = 100 . 00 % Adjusted average point rain 3 . 316 (In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 1 .290 69. 00 0. 900 Total Area Entered = 1 .29 (Ac. ) RI RI Infil . Rate Impervious Adj . Infil , Rate Areat F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 69. 0 69.0 0.373 0 . 900 0 .071 1 . 000 0. 071 = Area averaged mean soil loss (F) (In/Hr) = 0 .071 Sum (F) 0.071 Minimum soil loss rate ( (In/Hr) ) = 0. 035 (for 24 hour storm duration) Soil low loss rate (decimal) = 0 .180 ------------------ ------ -- U n i t H y d r o g r a p h VALLEY S-Curve __________ _______________ ___________________________ ____________ Unit Hydrograph Data ------- ------------- ----- ------------------------------- ____ Unit time period Time t of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) '------------------ -'----------------------------------------_ 1 0.083 45.340 5.272 0.069 2 0 .167 90 .680 22.215 0.289 3 0.250 136.019 28.670 0 .373 4 0.333 181.359 14 .876 0. 193 5 0.417 226.699 7.343 0.095 6 0.500 272.039 4 .997 0. 065 7 0.583 317 .379 3 .705 0.048 8 0.667 362.718 2.797 0 .036 9 0.750 408. 058 2.174 0.028 10 0.833 453 .398 1.635 0 .021 11 0.917 498.738 1 .399 0.018 12 1.000 544 . 078 1. 189 0.015 13 1.083 589.417 0.929 0.012 14 1. 167 634 .757 0.764 0.010 15 1.250 680. 097 0.600 0.008 16 1.333 725.437 0.464 0 . 006 17 1.417 „ 770.777 0.453 0 . 006 18 1.500 - 816. 117 0.519 0.007 Sum 100 .000 Sum= 1 .300 - -------'--'----------- Unit Time Pattern Storm Rain Loss rate (In./Hr) Effective (Hr. ) Percent (In/Hr) Max I Low (In/Hr) 1 0 .08 0. 07 0. 027 0. 126 0.005 0. 02 2 0 .17 0. 07 0.027 0.125 0.005 0. 02 3 0 .25 0 .07 0. 027 0 .125 0. 005 0. 02 . 4 0 . 33 0. 10 0.040 0 . 124 0. 007 0.03 5 0.42 0. 10 0 . 040 0. 124 0. 007 0 . 03 6 0, 50 0. 10 0 . 040 0. 123 0 .007 0 . 03 7 0 . 58 0 . 10 0 . 040 0. 123 0 . 007 0 .03 8 0.67 0 . 10 0 . 040 0 .122 0 .007 0 . 03 9 0.75 0 .10 0 . 040 0. 122 0 . 007 0 . 03 10 0. 83 0 . 13 0.053 0 .121 0.010 0 .04 11 0 . 92 0. 13 0 . 053 0. 121 0 . 010 0 . 04 12 1 . 00 0 .13 0. 053 0 .120 0.010 0.04 13 1 . 08 0 . 10 0 . 040 0. 120 0 .007 0 .03 14 1 . 17 0 .10 0 . 040 0. 119 0.007 0 .03 15 1 .25 0.10 0 .040 0. 119 0 .007 0.03 16 1 .33 0.10 0. 040 0 .118 0 . 007 0 . 03 17 1 .42 0 .10 0.040 0.118 0 .007 0.03 18 1 .50 0 . 10 0. 040 0 .117 0. 007 0. 03 19 1. 58 0.10 0. 040 0. 117 0 .007 0.03 20 1 .67 0. 10 0. 040 0 .117 0.007 0 . 03 21 1.75 0 .10 0 .040 0. 116 0 .007 0.03 22 1.83 0. 13 0. 053 0.116 0.010 0. 04 23 1.92 0 .13 0.053 0.115 0 .010 0 . 04 24 2 . 00 0.13 0. 053 0.115 0.010 0. 04 25 2.08 0 .13 0.053 0.114 0.010 0.04 26 2 . 17 0.13 0. 053 0.114 0.010 0.04 27 2.25 0 . 13 0.053 0.113 0.010 0. 04 28 2. 33 0.13 0. 053 0.113 0.010 0 . 04 29 2 .42 0 .13 0.053 0.112 0. 010 0. 04 30 2.50 0.13 0.053 0.112 0.010 0. 04 31 2 .58 0.17 0.066 0.111 0. 012 0. 05 32 2.67 0.17 0. 066 0.111 0.012 0. 05 33 2 .75 0.17 0.066 0.110 0. 012 0.05 34 2.83 0.17 0. 066 0.110 0.012 0. 05 35 2 .92 0.17 0.066 0.110 0. 012 0. 05 36 3 .00 0.17 0.066 0.109 0. 012 0. 05 37 3 .08 0.17 0.066 0.109 0.012 0 . 05 38 3 .17 0.17 0.066 0.108 0. 012 0.05 39 3 .25 0.17 0.066 0.108 0.012 0. 05 40 3 .33 0.17 0.066 0.107 0.012 0. 05 41 3 .42 0.17 0.066 0.107 0.012 0. 05 42 3 .50 0.17 0. 066 0.106 0. 012 0. 05 43 3 .58 0.17 0.066 0.106 0.012 0.05 44 3 .67 0.17 0.066 0.106 0 .012 0. 05 451 3 .75 0. 17 0. 066 0.105 0. 012 0. 05 46 3 .83 0.20 0.080 0.105 0.014 0.07 47 3 .92 0.20 0.080 0.104 0.014 0. 07 48 4 .00 0.20 0. 080 0.104 0. 014 0. 07 49 4 . 08 0.20 0. 080 0.103 0.014 0. 07 50 4 . 17 0.20 .0.080 0. 103 0.014 0. 07 51 4 .25 0.20 0.080 0.102 0. 014 0. 07 52 4 .33 0.23 0. 093 0.102 0.017 0. 08 53 4 .42 0.23 0.093 0. 102 0.017 0 . 08 54 4 . 50 0 .23 0.093 0.101 0.017 0. 08 55 4 .58 0.23 0. 093 0.101 0. 017 0. 08 56 4 .67 0.23 0. 093 0 .100 0. 017 0. 08 57 4 .75 0.23 0. 093 0. 100 0 .017 0. 08 58 4 . 83 0.27 0. 106 0. 099 - -- 0 . 01 59 4 . 92 0.27 0. 106 0. 099 --- 0 . 01 60 5. 00 0 .27 0. 106 0 . 099 0 . 01 61 5. 08 0.20 0. 080 0. 096 0 .014 0. 07 62 5. 17 0.20 0 .080 0. 098 0. 014 0 . 07 63 5 .25 0.20 0 . 080 0. 097 0. 014 0 . 07 64 5 . 33 0 .23 0 . 093 0.097 0. 017 0 .08 65 5 .42 0 .23 0. 093 0 .096 0 .017 0 . 08 66 5 .50 0 .23 0 . 093 0 .096 0. 017 0 .08 67 5. 58 0 .27 0. 106 0.096 -- - 0 . 01 68 5 .67 0 .27 0 . 106 0 .095 - -- 0 . 01 69 5 . 75 0 .27 0. 106 0.095 - -- 0 .01 70 5 .83 0 .27 0 . 106 0 .094 - - - 0 . 01 71 5. 92 0 .27 0 . 106 0. 094 - - - 0 . 01 72 6 .00 0 .27 0 .106 0 .093 -- - 0 .01 73 6 . 08 0 .30 0 . 119 0.093 --- 0 . 03 74 6 . 17 0 . 30 0.119 0.093 -- - 0 .03 75 6.25 0.30 0 . 119 0.092 --- 0 .03 76 6 .33 0.30 0.119 0.092 --- 0 . 03 77 6.42 0.30 0. 119 0.091 --- 0 . 03 78 6.50 0.30 0.119 0.091 --- 0 . 03 79 6.58 0.33 0 .133 0.091 --- 0 .04 80 6 .67 0. 33 0. 133 0.090 --- 0 . 04 81 6.75 0.33 0.133 0.090 --- 0 . 04 82 6 .83 0. 33 0 . 133 0.089 --- 0 .04 83 6.92 0.33 0.133 0.089 --- 84 7 . 00 0. 04 0.33 0.133 0. 089 --- 0. 04 85 7.08 0.33 0. 133 0.088 --- 0 .04 86 7 .17 0.33 0.133 0.088 --- 0. 04 87 7.25 0.33 0 . 133 0.087 --- 0 .05 88 7 .33 0.37 0.146 0.087 --- 0. 05 89 7 .42 0.37 0.146 0.087 --- 0. 06 90 7.50 0.37 0.146 0.086 --- 0.06 • 91 7 .58 0.40 0.159 0.086 --- 0.07 92 7.67 0.40 0 . 159 0.085 0. 07 93 7.75 0.40 0.159 0. 085 --- 0. 07 94 7.83 0.43 0.172 0.085 --- 0.09 95 7 . 92 0.43 0 . 172 0.084 --- 0. 09 96 8 .00 0.43 0.172 0.084 --- 0. 09 97 8.08 0.50 0.199 0.083 --- 0.12 98 8.17 0.50 0.199 0. 083 --- 0. 12 99 8 .25 0.50 0.199 0.083 --- 0. 12 100 8.33 0.50 0.199 0.082 --- 0.12 101 8.42 0.50 0. 199 0. 082 --- 102 8 .50 0.50 0.1990.12 0.082 --- 103 8.58 0.53 0.212 0.081 --- 0. 12 104 8.67 0.53 0.2120. 13 0. 081 --- 105 8 .75 0.53 0.212 0.080 --- 0. 13 106 8 .83 0.57 0.2260.13 0.080 --- 107 8.92 0.57 .0.226 0 .060 --- 0. 15 108 9.00 0.57 0.2260. 15 0. 079 --- 109 9.08 0.63 0.252 0. 079 --_ 0. 15 110 9.17 0.63 0.2520.17 0.078 --- 111 9.25 0.63 0 .252 0.078 -__ 0. 17 112 9. 33 0.67 0.2650. 17 0 . 078 --- 113 9.42 0.67 0.265 0. 077 --- 0 . 19 114 9. 50 0.67 0. 2650. 19 0. 077 --- 115 9.58 0. 70 0.279 0. 077 ___ 0. 19 116 9.67 0. 70 0.2790.20 0 .076 - - - 117 9. 75 0. 70 0 .279 0 .076 0.20 • 118 9.83 0. 73 0 .2920 . 076 - -- 0 . 20 119 9. 92 0 . 73 0 .292 0 . 075 - - - 0 .22 120 10. 000.73 0 .292 0 .22 0 . 075 - - - 0 .22 121 10. 08 0 . 50 0 . 199 0 .074 0.12 . 122 10. 17 0 . 50 0 . 199 0. 074 - -- 0 . 12 123 10 .25 0 . 50 0. 199 0 ,074 - - - 0. 13 124 10.33 0 . 50 0. 199 0. 073 - -- 0 .13 125 10 .42 0 .50 0. 199 0 .073 -- - 0 . 13 126 10.50 0 .50 0 . 199 0.073 - - - 0 . 13 127 10.58 0.67 0.265 0.072 --- 0.19 128 10.67 0 .67 0 .265 0.072 -- - 0 . 19 129 10 .75 0 . 67 0.265 0. 072 --- 0.19 130 10.83 0 .67 0.265 0 ,071 --- 0.19 131 10 . 92 0. 67 0.265 0.071 --- 0 . 19 132 11.00 0.67 0.265 0,071 --- 0 .19 133 11 .08 0 .63 0.252 0.070 --- 0 .18 134 11.17 0 .63 0.252 0.070 -- - 0 .18 135 11 .25 0. 63 0.252 0.069 --- 0.18 136 11.33 0.63 0.252 0.069 --- 0 . 18 137 11.42 0.63 0.252 0.069 --- 0.18 138 11.50 0.63 0.252 0.'068 --- 0. 18 139 11.58 0.57 0.226 0.068 --- 0 .16 140 11.67 0.57 0.226 0.068 --- 141 11.75 0.16 0.57 0.226 0.067 --- 0 . 16 142 11.83 0 .60 0.239 0.067 --- 0 .17 143 11 .92 0.60 0.239 0.067 --- 0 .17 144 12.00 0.60 0.239 0.066 --- 145 12.08 0 .17 0.83 0.332 0.066 --- 0 ,27 146 12.17 0.83 0.332 0.066 --- 0,27 147 12.25 0.83 0.332 0 .065 --- 0.27 148 12.33 0.87 0.345 0.065 0.28 149 12.42 0.87 0.345 0.0650.28 150 12.50 0.87 0.345 0.064 --- 0 .28 151 12.58 0.93 0.371 0.064 --- 0.31 152 12.67 0. 93 0.371 0.064 --- 0.31 153 12. 75 0.93 0.371 0.064 --- 0 .31 154 12.83 0.97 0.385 0.063 --- 0.32 155 12 . 92 0. 97 0.385 0.063 --- 156 13 .00 0.97 0.3850.32 0.063 --- 157 13 .08 1.13 0.951 0.062 ___ 0 . 320 39 158 13 .17 1 . 13 0.451 0.062 --- 0.39 159 13 .25 1.13 0.451 0. 062 --- 0. 39 160 13 .33 1.13 0.451 0.061 --- 161 13.42 1.13 0.4510.39 0.061 --- 0.39 162 13.50 1 . 13 0.451 0. 061 --- 0.39 163 13 .58 0.77 0.305 0.060 --- 0.24 164 13 .67 0.77 ,0.305 0.060 --- 165 13 .75 0.77 0.3050.25 0.060 --- 0.25 166 13 .83 0. 77 0.305 0. 059 --- 167 13 . 92 0. 77 0.305 0.059 0.25 --- 168 19 . 00 0.77 0. 305 0.059 --- 0.25 169 14 .08 0.90 0.3580.25 0.059 --- 170 14 .17 0. 90 0. 358 0.058 --- 0. 30 171 14 .25 0. 90 0. 3580 . 30 0. 058 - -- 172 14 .33 0.87 0. 345 0. 056 --- 0. 30 173 14 .42 0. 87 0.3450. 29 0. 057 - -- 174 14 .50 0. 67 0 .345 0. 057 0. 29 • 175 14 .58 0. 87 0 .3450.057 _ - - 0.29 176 14 .67 0. 87 0 . 345 0 .056 -- - 0.29 177 14 . 75 0. 870 . 395 0 . 056 0 .29 -- 0 .29 178 14 .83 0 .83 0 . 332 0 . 056 • 179 14 . 92 0 . 83 0 . 332 - _ - 0. 28 0 .056 180 15. 00 0 .83 0 . 332 0.055 -- - 0 .280 . 28 181 15 .08 0 . 80 0 . 318 0.055 -- - 182 15. 17 0 .80 0. 3180. 26 0 .055 - - - 0.26 183 15 .25 0 . 60 0 . 318 0.054 - -- 0 .26 184 15. 33 0. 77 0. 305 0 .054 --- 0. 25 185 15. 42 0 .77 0.305 0.054 -- - 0.25 186 15.50 0.77 0 . 305 0.054 -- - 0 .25 167 15.58 0 .63 0.252 0 .053 - - - 188 15.67 0 .63 0 .2520.20 0. 053 --- 0. 20 189 15.75 0 .63 0.252 0 .053 --- 190 15.83 0.63 0 .252 0 .20 0. 053 - -- 0. 20 191 15.92 0 .63 0.252 0.052 --- 192 16.00 0 .63 0.2520.20 0.052 0.20 193 16.08 0.13 0 .053 0.052 - -- 0. 00 194 16.17 0 . 13 0.053 0.0,51 --- 195 16.25 0.13 0.0530. 00 0.051 --- 0. 00 196 16.33 0. 13 0 . 053 0.051 --- 197 16.42 0.13 0.053 0.051 -- 0. 00 - 0. 00 198 16.50 0.13 0.053 0.050 --- 199 16 .58 0. 10 0. 040 0. 00 0.050 0.007 0.03 200 16.67 0.10 0.040 0.050 0.007 0. 03 201 16.75 0. 10 0 .040 0.050 0.007 0 . 03 202 16.83 0.10 0.040 0.049 0. 007 203 16.92 0.10 0.040 0.03 0.049 0.007 0.03 204 17 .00 0. 10 0.040 0.049 0.007 205 17.08 0.17 0.066 0 . 03 . 0.049 206 17.17 0.17 0.066 0.048 --- 0.02 207 17 .25 0.17 0. 0660.02 0.048 --- 208 17.33 0.17 0.066 0.098 --- 0 .02 209 17.42 0.17 0.0660.02 0.048 --- 210 17.50 0.17 0.066 0.047 --- 0.02 211 17.58 0.17 0. 0660.02 0.047 --- 212 17.67 0.17 0.066 0.047 --- 0 . 02 213 17.75 0.17 0.0660.02 0. 047 --- 214 17.83 0.13 0. 053 0.047 --_ 0.02 215 17.92 0.13 0.0530.01 0.046 --- E 216 18.00 0. 13 0.053 0.046 --- 0 . 01 217 18 . 08 0.13 0.0530.01 0. 046 --- 218 18.17 0.13 0.053 0.046 --- 0.01 219 18.250. 13 0. 053 0.01 0.045 --- 0. 01 220 18.33 0.13 0. 053 0.045 --- 221 18 .42 0.13 0. 0530 .01 0. 045 --- 222 18.50 0.13 0. 053 0.095 --- 0. 01 223 18.58 010 0.040 0.01 . 224 18.67 0.10 0.040 0.045 0.007 0.03 0.044 0.007 0. 03 225 18.75 0.10 0. 040 0 .049 0.007 0. 03 226 18.83 0. 07 0. 027 0.044 0. 005 0. 02 227 18.92 0. 07 0 . 027 0. 044 0. 005 0. 02 228 19.00 0. 07 0. 027 229 19. 08 0. 10 0. 040 0. 043 0.005 0. 02 0. 043 0.007 0. 03 230 19.17 0.10 0. 040 0. 043 0.007 231 19.25 0.10 0. 040 0. 03 0. 043 0 -- 0. 03 232 19.33 0.13 0. 053 0.093 233 19.420. 01 0.13 0. 053 0.042 - -- 0. 01 234 19.50 0.13 0. 053 0 . 042 - - - 0. 01 235 19 . 58 0 . 10 0. 040 0.042 0 . 007 0 . 03 • 236 19.67 0 . 10 0 . 040 0 . 042 0 .007 0 .03 237 19. 75 0 . 10 0. 040 0.042 0 . 007 0 . 03 238 19.83 0.07 0 . 027 0.041 0 .005 0 . 02 239 19. 92 0 . 07 0. 027 0.041 0 . 005 0.02 240 20. 00 0 .07 0. 027 0.041 0 .005 0 . 02 241 20.08 0 . 10 0. 040 0.041 0 . 007 0 .03 242 20. 17 0.10 0. 040 0.041 0 .007 0 . 03 243 20.25 0 . 10 0. 040 0.041 0 .007 0 . 03 244 20. 33 0 .10 0.040 0.040 0. 007 0.03 245 20 .42 0 .10 0. 040 0.040 0 .007 0. 03 246 20.50 0 . 10 0.040 0.040 0.007 0 .03 247 20.56 0.10 0. 040 0.040 0 .007 0. 03 248 20 .67 0 . 10 0 .040 0.040 --- 0.00 249 20. 75 0.10 0. 040 0. 040 --- 0. 00 250 20.83 0. 07 0.027 0.039 0.005 0.02 251 20.92 0.07 0. 027 0.039 0 . 005 0.02 252 21 . 00 0 .07 0.027 0.039 0.005 0.02 253 21.08 0. 10 0. 040 0.039 --- 0.00 254 21 .17 0.10 0. 040 0 .039 --- 0. 00 255 21.25 0. 10 0.040 0.039 --- 0.00 256 21. 33 0.07 0.027 0 .038 0.005 0. 02 257 21.42 0 . 07 0.027 0.038 0.005 0.02 258 21 . 50 0.07 0.027 0 .038 0.005 0. 02 259 21.58 0.10 0. 040 0.038 --- 0. 00 260 21.67 0.10 0.040 0.038 --- 0.00 261 21.75 0. 10 0. 040 0.038 --- 0. 00 262 21.83 0.07 0.027 0.038 0.005 0.02 263 21.92 0 . 07 0 .027 0.038 0.005 0. 02 264 22 .00 0.07 0.027 0.037 0. 005 0 . 02 265 22.08 0.10 0.040 0.037 --- 0.00 266 22 .17 0.10 0. 040 0.037 --- 0. 00 267 22.25 0.10 0.040 0.037 --- 0.00 268 22.33 0.07 0. 027 0.037 0. 005 0. 02 269 22 .42 0.07 0.027 0.037 0.005 0 . 02 270 22.50 0. 07 0.027 0.037 0. 005 0.02 271 22.58 0.07 0. 027 0.037 0.005 0. 02 272 22.67 0.07 0.027 0.036 0.005 0 .02 273 22.75 0. 07 0 .027 0.036 0. 005 0. 02 274 22 .83 0.07 0. 027 0.036 0. 005 0. 02 275 22 .92 0. 07 0.027 0. 036 0.005 0 .02 276 23 .00 0. 07 0.027 0.036 0. 005 0.02 277 23 . 08 0.07 0. 027 0. 036 0.005 0. 02 278 23 . 17 0. 07 0.027 0. 036 0. 005 0 . 02 279 23 .25 0. 07 0.027 0.036 0. 005 0. 02 280 23 .33 0. 07 0.027 0. 036 0.005 0. 02 281 23 .42 0.07 0 . 027 0. 036 0.005 0. 02 282 23 .50 0. 07 0. 027 0.036 0. 005 0 . 02 283 23 . 58 0. 07 0. 027 0.036 0. 005 0.02 284 23 .67 0. 07 0. 027 0. 036 0.005 0. 02 285 23 .75 0.07 0 .027 0. 036 0.005 0 . 02 286 23 .83 0.07 0. 027 0. 035 0. 005 0 . 02 287 23 .92 0. 07 0. 027 0.035 0. 005 0. 02 288 24 . 00 0. 07 0. 027 0.035 0.005 0. 02 Sum = 100 .0 Sum = 27 . 7 Flood volume = Effective rainfall 2 . 31 (In) times area 1 . 3 (Ac. ) / [ (In) / (Ft . ) ] = 0.2 (Ac.Ft) Total soil loss = 1 . 01 (In) . Total soil loss = 0. 109 (Ac.Ft) Total rainfall = 3 . 32 (In) Flood volume = 10802.0 Cubic Feet Total soil loss = 4727 . 9 Cubic Feet '-- -- -- - - -- - - - - - - - - -- - Peak flow rate of this hydrograph = 0.489(CFS) - - --- - -- -- -- --- - - - - -- -- -- - - - - -- -- - - -- ----- -- -- - - - - - - - - - - - -- - - - -- --- - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O UR S T O R M R u n o f f H y d r o g r a p h --- ------- ---- -- - -------- - - - -- - -- -- -- --------- --- -- -- ---- - - -- - -- - --- Hydrograph in 5 Minute intervals ( (CFS) ) ------------------- -------- ------------------__- -- ---- ------- - --- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5. 0 7 .5 10.0 0+ 5 0. 0000 0. 00 Q 0+10 0.0001 0.01 Q 0+15 0. 0002 0.02 Q 0+20 0.0003 0 . 02 Q 0+25 0.0005 0.03 Q I 0+30 0. 0007 0.03 Q 0+35 0.0010 0. 03 Q I I 0+40 0.0012 0.04 Q 0+45 0.0015 0.04 Q 0+50 0. 0017 0.04 Q o+ss 0.0020 0.04 Q 1+ 0 0.0024 0.05 Q 1+ 5 0. 0027 0. 05 Q I I I 1+10 0.0030 0.05 Q 1+15 0.0034 0.05 Q 1+20 0. 0037 0. 04 Q 1+25 0.0040 0.04 Q 1+30 0. 0043 0.04 Q 1+35 0.0046 0. 04 Q 1+40 0.0049 0.04 Q 1+45 0.0052 0.04 Q 1+50 0. 0055 0.04 Q 1+55 0.0058 0. 05 Q 2+ 0 0.0061 0.05 Q 2+ s 0.0065 0.05 QV 2+10 0.0069 0.05 QV 2+15 0.0072 ' 0.05 QV z+zo 0.0076 0. 05 QV I I 2+25 0.0080 0. 06 QV I I I 2+30 0.0084 0.06 QV 2+35 0. 0088 0.06 QV 2+40 0. 0092 0.06 QV 2+95 0. 0096 0.06 QV 2+50 0.0101 0.07 QV 2+55 0 .0105 0.07 QV 3+ 0 0.0110 0.07 QV I i 3+ s 0. 0115 0 . 07 QV 3+10 0. 0120 0 . 07 QV 3+15 0. 0124 0 . 07 Q V 3+20 0. 0129 0 . 07 Q V j 3+25 0 . 0134 0 . 07 Q V 3+30 0. 0139 0 . 07 Q V 3+35 0 .0144 0.07 Q V 3+40 0. 0149 0 . 07 Q V 3+45 0 . 0153 0 . 07 Q V 3+50 0 . 0158 0 . 07 Q v 3+55 0. 0163 0 . 07 Q V I 4+ 0 0 .0169 0 . 08 Q v 4+ 5 0. 0174 0.08 Q v 4+10 0 . 0180 0 . 08 Q V 4+15 0.0186 0. 08 Q v 4+20 0. 0192 0 . 08 Q V 4+25 0.0198 0. 09 Q V 4+30 0 .0204 0 .09 Q V 4+35 0. 0210 0 . 09 Q v 4+40 0.0217 0. 10 Q V 4+45 0. 0224 0 . 10 Q V 4+50 0. 0230 0.09 Q V 4+55 0.0235 0 . 07 Q V 5+ 0 0. 0238 0.05 Q V I 5+ 5 0.0241 0. 04 Q V 5+10 0. 0244 0.05 Q V I 5+15 0.0249 0. 07 Q v 5+20 0.0254 0.07 Q v I I I 5+25 0.0259 0. 08 Q v 5+30 0.0265 0.09 Q v I I 5+35 0.0271 0. 09 Q v 5+40 0.0276 0.07 Q v I I I 5+45 0.0279 0. 05 Q v 5+50 0.0282 0.03 Q v I I 5+55 0. 0284 0. 03 Q V 6+ 0 0.0286 0.03 Q v I I 6+ 5 0.0287 0. 03 Q V 6+10 0.0289 0.03 Q v 6+15 0.0291 0.03 Q v 6+20 0.0294 0.03 Q v 6+25 0. 0296 0.03 Q v 6+30 0.0298 0. 04 Q v I 6+35 0.0301 0.04 Q v I I 6+40 0.0304 0.04 Q v 6+45 0.0307 0. 05 Q V I I 6+50 0.0310 0.05 Q v 6+55 0.0314 0.05 Q v 7+ 0 0.0318 10. 05 Q v I I 7+ 5 0.0321 0. 05 Q v I I 7+10 0.0325 0.05 Q v 7+15 0.0329 0. 06 Q v 7+20 0.0333 0. 06 Q v 7+25 0. 0337 0. 06 Q v 7+30 0.0342 0.07 Q v 7+35 0.0347 0.07 Q v 7+40 0. 0352 0. 08 Q v 7+45 0.0358 0. 08 Q v 7+50 0.0364 0. 09 Q V 7+55 0.0370 0. 09 Q v 8+ 0 0.0377 0 .10 Q v 84 5 0. 0385 0 . 11 Q V 8+10 0 . 0393 0 . 12 Q v 8+15 0.0402 0 . 13 Q V 8+20 0 . 0411 0.14 Q v 8+25 0 . 0421 0 .14 Q V I I 8+30 0 . 0431 0 . 14 Q V I I I 8+35 0 .0441 0 . 15 Q V I 8+40 0 . 0451 0. 15 Q V I 8+45 0 .0462 0 . 16 Q V 6+50 0 .0474 0 . 16 Q V I I I 8+55 0 . 0485 0 . 17 Q VV 9+ 0 0. 0497 0 . 18 9+ 5 0.0510 0.18 I 9+10 0 . 0523 0.19 Q V 9+15 0. 0537 0 .20 Q V 9+20 0.0552 0.21 Q VV � 9+25 0 . 0567 0.22 I I 9+30 0.0583 0 .23 Q VI 9+35 0.0599 0 .23 9+90 0. 0615 0.24 Q VV I 9+45 0. 0633 0.25 9+50 0.0650 0 .25 IQ V 9+55 0.0668 0 .26 IQ V I I 10+ 0 0. 0686 0.27 IQ Iv I I I 10+ 5 0.0705 0.27 IQ IV i I 10+10 0.0721 0.24 10+15 0.0736 0.21 Q IV I I 10+20 0.0749 0. 19 Q. I V i I 10+25 0.0762 0.19 Q I V i I 10+30 0.0774 0.18 Q I V I 10+35 0.0787 0.18 Q i V 10+40 0.0800 0.20 Q V II 10+45 0.0816 0.22 Q V 10+50 0.0832 0.23 Q V 10+55 0.0848 0.24 Q I V 11+ 0 0.0865 0.24 Q I V I I 11+ 5 0.0881 0.24 Q I v i I 11+10 0.0898 0.24 Q V I 11+15 0.0914 0.24 Q V 11+20 0.0931 0.24 Q I V 11+25 0.0947 0.24 Q V 11+30 0.0963 0.24 Q I V I 11+35 0.0980 0.24 Q I V I 11+40 0. 0995 0.23 Q I V 11+45 0.1011 . 0.22 Q I V I 11+50 0.1025 ~ 0.22 Q I V 11+55 0. 1040 0.22 Q I V 12+ 0 0.1056 0.22 Q I V I 12+ 5 0.1071 0.23 Q I V I 12+10 0.1089 0.26 IQ I V i I 12+1s 0. 1109 0.29 IQ I V I I I 12+20 0.1131 0.31 IQ I V I I 12+25 0.1153 0.32 IQ I V I I 12+30 0. 1176 0. 34 IQ I V 12+35 0. 1200 0. 34 IQ I• V 12+40 0. 1224 0. 36 IQ i VI 12+45 0. 1250 0. 37 IQ 12+50 0. 1276 0 .38 IQ I V 12+55 0. 1303 0. 39 Q V . 13+ 0 0 .1331 0.40 Q IV 0. 13+ 5 1359 0 .41 Q V 13+10 0.1388 0. 43 IQ 13+15 0 . 1420 0.46 IQ I V 13+20 V 0.1453 0 .47 IQ I 13+25 V 0 .1486 0. 48 IQ 13+30 0.1520 0 .49 IQI V 13+35 0.1553 0 .48 IQ I IV 13+40 0. 1584 0.44 IQ V 13+45 0.1611 0 . 39 IQ I I V 13+50 0. 1636 0. 37 IQ V 13+55 0.1660 0.35 IQV 14+ 0 0. 1684 0 . 35 IQ I I V 14+ 5 0.1708 0.35 IQV 14+10 0.1733 0.36 IQ I I V I i 14+15 0.1758 0.37 IQ V 14+20 0.1784 0.38 IQ I V I 14+25 0. 1810 0.38V Q i V 14+30 0.1836 0.38 IQ I I I 14+35 0.1862 0.37 IQ VI I 14+40 0.1888 0.37Q I V 14+45 0.1914 0.37 IQ I V I 14+50 0.1940 0.37 IQ I IV 14+55 0.1965 0.37 IQ I IV 15+ 0 0.1990 0.36 IQ I I V i 15+ 5 0.2015 0.36 IQ I• I I V I 15+10 0.2040 0.36 IQ I I V 15+15 0.2064 0.35 IQ I I V I 15+20 0.2088 0.35 IQ I I I V I 15+25 0.2112 0.34 IQ I V 15+30 0.2135 0.34 IQ I I 15+35 0.2158 0.33 IQ I I I V I 15+40 0.2179 0.31 IQ I IV I 15+45 0.2199 0.29 IQ I I V I 15+50 0.2219 0.28 IQ i V I 15+55 0.2238 0.28 IQ I 16+ 0 0.2257 0.27IQ i i V I 16+ 5 0.2274 0.26 IQ I V 16+10 0.2288 0.20 Q i V I 16+15 0.2296 0.12 Q i 16+200.2302 0.08 Q V 16+25 0.2306 0.06 Q IV 16+30 0.2309 _0.05 Q IV 16+35 0.2312 0.04 Q i I V 16+40 0.2315 0.04 Q I V 16+45 0.2318 0. 05 Q V I 16+50 0.2322 0.05 Q I V 16+55 0.2325 0. 05 Q I I V 17+ 0 0.2328 0. 05 Q 17+ 5 0.2331 0.04 Q I V 17+10 0.2334 0.04 Q 17+15 0.2336 0.03 Q I V 17+20 0.2338 0. 03 Q . 17+25 0 .2340 0. 03 Q I V 0 . 17+30 2341 0. 03 Q I I V 17+35 0 .2343 0. 03 Q I V • 17+40 0 .2345 0 . 03 Q v 17+45 0.2347 0 . 03 Q I I V 17+50 0.2348 0. 02 Q v 17+55 0.2350 0 . 02 Q I I I v l 18+ 0 0.2351 0. 02 Q I v l 18+ 5 0.2352 0 . 01 Q v l 18+10 0.2353 0.01 Q I I v l 18+15 0.2354 0 . 01 Q I v l 18+20 0.2354 0.01 Q I V 18+25 0.2355 0 . 01 Q I I v 18+30 0.2356 0. 01 Q I v 18+35 0.2357 0. 01 Q I I v 18+40 0.2358 0. 02 Q I V 18+45 0.2360 0. 03 Q I I v 18+50 0.2362 0. 03 Q I v 18+55 0.2365 0. 03 Q I I v 19+ 0 0.2367 0.03 Q I 19+ 5 0.2369 0.03 Q ' I V V 19+10 0.2371 0. 03 Q I I V 19+15 0.2373 0.04 Q I V 19+20 0.2376 0. 04 Q 19+25 0.2378 0.03 Q I V 19+30 0.2380 0. 02 Q 19+35 0.2381 0.02 Q I I I V 19+40 0.2383 0.03 Q i i i V 19+45 0.2385 0. 03 Q 19+50 0.2388 0.04 Q I v l 19+55 0.2390 0. 03 Q 20+ 0 0.2392 0.03 Q I I I v 20+ 5 0.2395 0. 03 Q I I I V °I 20+10 0.2397 0. 03 Q 20+15 0.2399 0.04 Q I V 20+20 0.2402 0. 04 Q I I v l 20+25 0.2405 0.04 Q I v 20+30 0.2408 0.04 Q 20+35 0.2410 0.04 Q I I V 20+40 0.2413 0.04 Q I v 20+45 0.2415 0.03 Q I I I V 20+50 0.2417 0. 02 Q I v l 20+55 0.2418 0.02 Q VI 21+ 0 0.2420 0.02 Q I I I VI 21+ 5 0.2421 0.03 Q I VI 21+10 0.2423 0. 02 Q VI 21+15 0.2424 , 0. 01 Q I I VI 21+20 0.2424 0.01 Q I I I VI 21+25 0.2425 0.01 Q I I VI 21+30 0.2427 0. 02 Q VI 21+35 0.2428 0. 02 Q I I VI 21+40 0.2429 0. 02 Q I I I VI 21+45 0.2430 0.01 Q I I I VI 21+50 0.2431 0.01 Q I I VI 21+55 0.2432 0.01 Q I VI 22+ 0 0.2433 0 .02 Q I I VI 22+ 5 0.2435 0. 02 Q I I VI • 22+10 0.2436 0. 02 Q I V 22+15 0.2437 0. 01 Q I VI 22+20 0 .2437 0. 01 Q j vi • 22+25 0 .2438 0 . 01 Q V 22+30 0. 2440 0 . 02 Q V 22+35 0 .2441 0 . 02 Q V 22+90 0 .2443 0. 02 Q I VI 22+45 0 .2445 0 . 03 Q V 22+50 0 .2447 0 . 03 Q I V 22+55 0 .2448 0 .03 Q VI 23+ 0 0 .2450 0 . 03 Q I I V 23+ 5 0.2452 0 .03 Q VI 23+10 0 .2454 0 . 03 Q I I V 23+15 0 .2456 0 .03 Q VI 23+20 0.2458 0 . 03 Q I VI 23+25 0 .2460 0 . 03 Q I VI 23+30 0.2462 0.03 Q V 23+35 0 .2464 0. 03 Q I I VI 23+40 0.2466 0.03 Q VI 23+45 0.2467 0 . 03 Q cl I VI 23+50 0 .2469 0.03 Q I VI 23+55 0.2471 0 . 03 Q I I VI 24+ 0 0.2473 0.03 Q IVI 24+ 5 0.2475 0 . 03 Q I VI 24+10 0.2477 0.02 Q I VI 24+15 0.2477 0. 01 Q II VI 24+20 0.2478 0.01 Q I I VI 24+25 0.2478 0 . 01 Q II I VI 24+30 0.2479 0.00 Q I I VI 24+35 0.2479 0.00 Q II VI 24+40 0.2479 0.00 Q VI 24+45 0.2479 0.00 Q I VI 24+50 0.2479 0. 00 Q I I I V'I 24+55 0.2480 0.00 Q I VI 25+ 0 0.2480 0. 00 Q I I VI 25+ 5 0.2480 0.00 Q VI 25+10 0.2480 0 . 00 Q I VI 25+15 0.2480 0. 00 Q I VI 25+20 0.2480 0.00 Q 25+25 0.2480 0. 00 Q I I Vv --------------------------------------------------------------- U n i t H y d r 0 g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 , Version 7. 0 Study date 07/16/07 File: 100DH24100 .out Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 5016 ----------------------- ---- ------------------— - - ----- --- ---- ----- - English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------- --------------------—---------------------------- ---- ------ 4046 REDHAWR 100 YEAR 24 HOUR STORM HYDROGRAPH POST-DEVELOPED CONDITION --------------------------------------------------------- ----------- Drainage Area = 1.29(Ac. ) = 0.002 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 1.29(Ac. ) = 0.002 Sq. Mi. Length along longest watercourse = 418.00(Ft. ) Length along longest watercourse measured to centroid = 210.00 (Ft. ) Length along longest watercourse = 0.079 Mi. Length along longest watercourse measured to centroid = 0.040 Mi. Difference in elevation = 4 .95 (Ft. ) Slope along watercourse = 62.5263 Ft./Mi. Average Mannings W = 0.150 Lag time = 0.184 Hr. Lag time = 11.03 Min. 25W of lag time = 2.76 Min. 40% of lag time = 4 .41 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] 1.29 1. 93 2.49 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2) Weighting [1*2) 1 .29 5.30 6 .84 STORM EVENT (YEAR) = 100 .00 Area Averaged 2-Year Rainfall = 1 .930 (In) Area Averaged 100-Year Rainfall. = 5. 300 (In) Point rain (area averaged) = 5.300 (In) Areal adjustment factor = 100 . 00 % 0 Adjusted average point rain 5. 300 (In) Sub-Area Data: Area (Ac. ) Runoff Index Impervious % 1 .290 69. 00 0. 900 Total Area Entered = 1 .29 (Ac. ) RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 69. 0 84 .4 0. 194 0. 900 0 .037 1 . 000 0 .037 = Area averaged mean soil loss (F) (In/Hr) = 0. 037 Sum (F) 0.037 Minimum soil loss rate ( (In/Hr) ) = 0 .018 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.180 -------- --------- ------------.----------------------- -------- U n i t H y d r 0 g r a p h VALLEY S-Curve Unit Hydrograph Data ---------------------------------------- Unit time period Time t of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ------------------------------------------------------------ 1 0.083 45.340 5.272 0. 069 2 0.167 90.680 22.215 0.269 3 0.250 136 .019 28 .670 0.373 4 0.333 181.359 14 .876 0.193 5 0.417 226 .699 7 .343 0. 095 6 0.500 272 .039 4 .997 0.065 7 0.583 317 .379 3 .705 0.048 8 0.667 362 .718 2.797 0.036 9 0.750 408. 058 2 .174 0. 028 10 0.833 453 .398 1.635 0.021 11 0.917 498 .738 1 .399 0.016 12 1.000 544 . 078 1.189 0.015 13 1.083 589.417 0.929 0.012 14 1 .167 634 .757 0.764 0.010 15 1.250 680 . 097 0.600 0 .008 16 1.333 725.437 0.464 0.006 17 1 .417 770.777 0.453 0.006 18 1.500 ,816 .117 0 .519 0 . 007 Sum = 100.000 Sum= 1 . 300 ----- --------------- --- Unit Time Pattern Storm Rain Loss rate (In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0. 08 0.07 0. 042 0.065 0.006 0. 03 2 0.17 0.07 0. 042 0. 065 0.008 0 . 03 3 0.25 0.07 0.042 0. 065 0.008 0. 03 4 0 .33 0.10 0.064 0 .065 0. 011 0. 05 5 0 .42 0.10 0 . 064 0 . 064 0 .011 0. 05 6 0. 50 0. 10 0 . 064 0. 064 0.011 0. 05 7 0. 58 0 . 10 0. 064 0. 064 0. 011 0. 05 8 0.67 0 . 10 0.064 0. 064 0 . 00 9 0.75 0.10 0 . 064 0 .063 0 . 00 10 0 . 83 0 . 13 0. 085 0. 063 - - - 0 .02 11 0 . 92 0.13 0 . 085 0 .063 -- - 0 . 02 12 1 . 00 0 . 13 0. 085 0. 063 -- - 0 .02 13 1 .08 0 .10 0 . 064 0.062 - - - 0. 00 14 1.17 0. 10 0. 064 0.062 -- - 0 . 00 15 1 .25 0 . 10 0 . 064 0.062 -- - 0 .00 16 1 .33 0.10 0. 064 0.062 - -- 0 . 00 17 1 .42 0 . 10 0 . 064 0.061 - -- 0 .00 18 1 .50 0 .10 0.064 0 .061 - -- 0 . 00 19 1 .58 0. 10 0.064 0.061 -- - 0 .00 20 1 .67 0 . 10 0.064 0.061 --- 0. 00 21 1.75 0.10 0 . 064 0. 060 - -- 0 .00 22 1.83 0 . 13 0.085 0 .060 --- 0.02 23 1.92 0.13 0 . 085 0.060 --- 0 . 02 24 2 .00 0.13 0.085 0.060 --- 0.03 25 2 .08 0.13 0.085 0.059 --- 0. 03 26 2.17 0.13 0.085 0.059 --- 0.03 27 2 .25 0 .13 0. 085 0.059 --- 0. 03 28 2.33 0.13 0.085 0.059 --- 0 .03 29 2.42 0.13 0 . 085 0.058 --- 0. 03 30 2.50 0.13 0.085 0.058 --- 0 .03 31 2.58 0.17 0.106 0.058 --- 0.05 32 2.67 0.17 0.106 0.058 --- 0. 05 33 2.75 0.17 0.106 0.057 --- 0 .05 34 2.83 0.17 0.106 0.057 0. 05 . 35 2.92 0.17 0.106 0.057 0 .05 --- 36 3.00 0.17 0.106 0.057 0. 05 37 3 . 08 0.17 0.106 0.057 --- 0 . 05 38 3 .17 0.17 0.106 0.056 --- 0. 05 39 3 .25 0. 17 0.106 0.056 --- 0. 05 40 3 .33 0.17 0.106 0.056 --- 0.05 41 3 .42 0.17 0.106 0.056 --- 0. 05 42 3 .50 0.17 0.106 0.055 --- 0.05 43 3 .58 0.17 0.106 0.055 --- 0. 05 44 3 .67 0.17 0.106 0.055 --- 0. 05 45 3 .75 0.17 0.106 0.055 --- 0.05 46 3 .83 0.20 0.127 0.054 --- 0. 07 47 3 .92 0.20 0.127 0.054 --- 0. 07 48 4 .00 0.20 0.127 0.054 --- 0.07 49 4 . 08 0.20 0.127 0.054 --- 0. 07 50 4 .17 0.20 0.127 0.054 --- 0. 07 51 4 .25 0.20 .0.127 0. 053 --- 0, 07 52 4 .33 0.23 0.148 0.053 --- 0.10 53 4 .42 0.23 0. 148 0.053 --- 0.10 54 4 .50 0.23 0.148 0. 053 --- 0. 10 55 4 .58 0.23 0.148 0.052 --- 0.10 56 4 .67 0.23 0.148 0.052 --- 0.10 57 4 . 75 0.23 0. 148 0. 052 - -- 0.10 58 4 .83 0.27 0.170 0. 052 -- - 0 . 12 59 4 . 92 0.27 0.170 0.051 --- 0 . 12 60 5 .00 0.27 0.170 0 .051 -- - 0. 12 . 61 5 . 08 0.20 0 .127 0 .051 0. 08 62 5. 17 0.20 0 . 127 0. 0510. 08 63 5. 25 0.20 0. 127 0. 051 -- - 0 . 08 64 5. 33 0.23 0. 148 0. 050 - - - 0. 10 65 5 .42 0 . 23 0. 148 0.050 0 . 10 66 5. 50 0 .23 0 . 148 0 .050 0 . 10 67 5 . 58 0.27 0. 170 0.050 - - - 0 . 12 68 5.67 0 .27 0 . 170 0, 049 --- 0 . 12 69 5 .75 0.27 0.170 0.049 - -- 0 . 12 70 5. 83 0 .27 0 .170 0.049 - - - 0 .12 71 5 . 92 0.27 0. 170 0 .049 --- 0 . 12 72 6. 00 0 .27 0 .170 0. 049 - -- 0 .12 73 6 .08 0.30 0. 191 0.048 - -- 0 . 14 74 6.17 0 . 30 0 .191 0.048 - - - 0 . 14 75 6 .25 0.30 0. 191 0.048 - -- 0 . 14 76 6. 33 0 . 30 0 . 191 0.048 --- 0. 14 77 6 .42 0.30 0.191 0.048 - -- 0 .14 78 6.50 0. 30 0 .191 0.047 --- 0. 14 79 6.58 0 .33 0.212 0,047 --- 0 . 16 80 6.67 0.33 0 .212 0.047 --- 0. 17 81 6. 75 0 .33 0.212 0.0,47 - -- 0 . 17 82 6.83 0.33 0.212 0 .646 --- 0 .17 83 6.92 0.33 0.212 0.046 --- 0. 17 84 7 .00 0.33 0.212 0.046 --- 0.17 85 7.08 0 . 33 0.212 0.046 --- 0. 17 86 7 . 17 0.33 0.212 0 .046 --- 0 . 17 87 7.25 0. 33 0.212 0.045 --- 0. 17 88 7.33 0.37 0.233 0.045 --- 0 . 19 89 7.42 0.37 0.233 0.045 --- 0.19 90 7.50 0.37 0.233 0.045 --- 0. 19 91 7.58 0.40 0.254 0.045 0.21 . 92 7.67 0.40 0.254 0.044 0.21 --- 93 7.75 0.40 0.254 0.044 0.21 94 7 .83 0.43 0.276 0.044 --- 0.23 95 7.92 0.43 0.276 0.044 --- 0.23 96 8. 00 0.43 0.276 0.044 --- 0.23 97 8.08 0.50 0.318 0.043 --- 0.27 98 8.17 0.50 0.318 0.043 --- 0,27 99 8.25 0.50 0.318 0.043 --- 0.28 100 8.33 0.50 0.318 0.043 --- 0.28 101 8.42 0.50 0.318 0.043 --- 0,28 102 8.50 0.50 0.318 0.042 --- 0.28 103 8.58 0.53 0.339 0.042 --- 0. 30 104 8 .67 0.53 0.339 0.042 --- 0.30 105 8.75 0.53 0.339 0.042 --- 0.30 106 8.83 0.57 0.360 0.042 --- 0.32 107 8 .92 0,57 0.360 0.041 --- 0.32 108 9. 00 0.57 0.360 0. 041 --- 0.32 109 9.08 0. 63 0.403 0.041 --- 0.36 110 9,17 0.63 0.403 0.041 --- 0.36 111 9.25 0.63 0.403 0. 041 --- 0. 36 112 9.33 0.67 0.424 0. 040 --- 0.36 113 9.42 0.67 0.424 0. 040 --- 0.38 114 9.50 0.67 0.424 0.040 -- - 0.38 115 9.58 0.70 0 .445 0.040 --- 0.41 116 9.67 0.70 0 .445 0. 040 --- 0.41 117 9, 75 0.70 0 .445 0. 039 --- 0. 41 • 118 9. 83 0. 73 0.466 0. 039 --- 0.039 119 9. 92 0. 73 0.966 0.43 120 10.00 0. 73 0 .966 0 . 039 - - - 0.43 121 10 . 080 . 50 0.318 0. 039 - - 0.43 0.28 . 122 10 .17 0.50 0. 318 0 . 039 - - - 0 .26 123 10.25 0 . 50 0 . 318 0 .038 0 . 28 124 10 .33 0 .50 0.318 0. 038 - -- 0.26 125 10.42 0. 50 0 . 318 0.038 --- 0 .28 126 10. 50 0 .50 0 .318 0 .038 -- - 0.26 127 10 .58 0. 67 0 .424 0.038 - - - 0 . 39 128 10.67 0 . 67 0 .424 0 .037 -- - 0. 39 129 10.75 0 .67 0.424 0.037 - -- 0 . 39 130 10.83 0. 67 0 .424 0 .037 - -- 0.39 131 10. 92 0 .67 0.424 0.037 - -- 0.39 132 11.00 0.67 0 .424 0.037 --- 0.39 133 11.08 0 .63 0.403 0 .036 --- 0 . 37 134 11. 17 0 .63 0.403 0.036 --- 0.37 135 11.25 0.63 0 .403 0 .036 -- - 0 . 37 136 11.33 0 .63 0.403 0.036 --- 0.37 137 11.42 0.63 0.403 0.036 --- 0. 37 138 11.50 0.63 0.403 0.036 --- 0.37 139 11.58 0.57 0.360 0.035 --- 0. 32 140 11.67 0.57 0.360 0 .035 --- 0.33 141 11.75 0. 57 0.360 0.035 --- 0.33 142 11.83 0.60 0.382 0.035 --- 0.35 143 11 . 92 0.60 0.382 0.035 --- 0.35 144 12.00 0.60 0.382 0.035 --- 0.35 145 12.08 0.83 0.530 0.034 --- 0. 50 146 12.17 0.83 0.530 0.034 --- 0.50 147 12 .25 0.83 0.530 0.034 --- 0. 50 148 12.33 0.87 0.551 0.034 0.52 149 12 .42 0.87 0.551 0.034 0.52 150 12.50 0.87 0 .551 0.034 0.52 151 12.58 0. 93 0.594 0.033 --- 0.56 152 12.67 0.93 0.594 0.033 --- 0.56 153 12.75 0.93 0.594 0.033 --- 0.56 154 12.83 0.97 0.615 0.033 --- 0.58 155 12.92 0. 97 0.615 0.033 --- 0.58 156 13.00 0.97 0.615 0.033 --- 0.58 157 13 . 08 1.13 0.721 0.032 --- 0.69 158 13 .17 1.13 0.721 0.032 --- 0.69 159 13 .25 1 . 13 0.721 0.032 --- 0.69 160 13 .33 1.13 0.721 0.032 --- 0.69 161 13 .42 1. 13 0.721 0.032 --- 0.69 162 13 .50 1.13 0.721 0.032 --- 0.69 163 13 .58 0.77 0.488 0.031 --- 0.46 164 13 .67 0.77 0.488 0. 031 --- 0 .46 165 13 .75 0.77 0.488 0.031 --- 0.46 166 13 .83 0.77 0.488 0.031 --- 0.46 167 13 . 92 0. 77 0 .488 0. 031 --- 0 .46 168 14 .00 0.77 0.488 0.031 --- 0 .46 169 14 .08 0. 90 0.572 0.030 - -- 0 .54 170 14 .17 0.90 0 .572 0. 030 --- 0 .54 171 14 .25 0.90 0.572 0.030 -- - 0. 54 172 14 .33 0.87 0.551 0.030 --- 0.52 173 14 .42 0.87 0 .551 0. 030 --- 0 .52 174 14 .50 0.87 0 .551 0. 030 - -- 0 . 52 • 175 14 . 58 0.87 0.551 0.030 0 .52 176 14 . 67 0.87 0. 551 0. 029 0.52 177 14 .75 0. 87 0.551 0. 029 - -- 0.52 178 14 .83 0. 83 0 .530 0. 029 - - - 0 . 50 179 14 92 0 . 83 0 .530 0. 029 0 .50 180 15. 00 0 . 83 0 . 530 0.029 - - - 0 .50 181 15 .08 0 . 80 0 .509 0. 029 - -- 0 .48 182 15. 17 0.80 0 . 509 0.028 --- 0 .48 183 15.25 0 . 80 0.509 0. 028 -- - 0 .48 184 15 .33 0.77 0 .488 0 .028 -- - 0 .46 185 15.42 0 . 77 0 .488 0. 028 --- 0 .46 186 15 .50 0.77 0 .488 0.028 - -- 0 .46 187 15.58 0 . 63 0.403 0.028 - -- 0 . 38 188 15.67 0 .63 0 .403 0.028 --- 0 .38 189 15.75 0. 63 0.403 0.027 --- 0 . 38 190 15.83 0 .63 0 .403 0.027 -- - 0 .38 191 15.92 0.63 0 .403 0 .027 -- - 0. 38 192 16. 00 0 .63 0.403 0.027 - -- 0 .38 193 16.08 0. 13 0 .085 0 .027 --- 0 . 06 194 16.17 0.13 0.085 0. 027 -- - 0. 06 195 16.25 0 .13 0.085 0.027 --- 0 . 06 196 16 .33 0.13 0. 085 0.026 - - - 0. 06 197 16.42 0. 13 0.085 0.026 --- 0 . 06 198 16.50 0 .13 0.085 0.026 --- 0. 06 199 16.58 0.10 0.064 0.026 --- 0 . 04 200 16.67 0.10 0.064 0.026 --- 0. 04 201 16.75 0.10 0.064 0.026 --- 0 . 04 202 16 .83 0.10 0.064 0.026 --- 0. 04 203 16.92 0. 10 0.064 0.026 --- 0. 04 204 17 .00 0.10 0.064 0.025 --- 0 . 04 205 17.08 0.17 0.106 0.025 --- 0. 08 206 17.17 0.17 0 .106 0.025 --- 0. 08 207 17.25 0.17 0.106 0.025 0. 08 208 17 .33 0.17 0.106 0.025 --- 0. 08 209 17 .42 0.17 0.106 0.025 --- 0. 08 210 17 .50 0.17 0 .106 0.025 --- 0. 08 211 17 .58 0.17 0.106 0.025 --- 0. 08 212 17.67 0.17 0.106 0.024 --- 0. 08 213 17 .75 0.17 0.106 0.024 --- 0. 08 214 17.83 0.13 0.085 0. 024 --- 0. 06 215 17 .92 0.13 0 .085 0.024 --- 0. 06 216 18 .00 0.13 0.085 0.024 --- 0. 06 217 18.08 0.13 0.085 0.024 --- 0. 06 218 18 .17 0.13 0. 085 0.024 --- 0. 06 219 18 .25 0.13 0.085 0.024 --- 0. 06 220 18.33 0.13 0.085 0.023 --- 0. 06 221 18.42 0.13 0.085 0.023 --- 0. 06 222 18.50 0. 13 .0. 085 0. 023 --- 0. 06 223 18 .58 0.10 0.064 0.023 --- 0. 04 224 18.67 0.10 0.064 0.023 --- 0. 04 225 18.75 0.10 0. 064 0. 023 --- 0. 04 226 18 .83 0.07 0. 042 0. 023 --- 0. 02 227 18 . 92 0.07 0. 042 0. 023 -- - 0.02 228 19.00 0.07 0. 042 0. 023 -- - 0. 02 229 19.08 0. 10 0.064 0. 022 --- 0. 04 230 19.17 0. 10 0. 064 0. 022 --- 0. 04 231 19.25 0. 10 0. 064 0.022 --- 0. 04 232 19. 33 0.13 0 . 085 0 . 022 • 233 19.42 0.13 0 . 085 0 . 022 -- - 0. 060. 06 234 19. 50 0. 13 0 . 085 0. 022 - -- 0. 06 235 19. 58 0. 10 0. 064 0. 022 - -- 0. 04 236 19.67 0 . 10 0 . 064 0 ,022 0 . 04 237 19. 75 0 . 10 0.064 0.022 - - - 0 . 04 236 19.83 0. 07 0 . 042 0 .022 - -- 0 .02 239 19. 92 0 . 07 0. 042 0, 021 - - - 0 . 02 240 20. 00 0 . 07 0 . 042 0 .021 - - - 0 . 02 241 20.08 0 . 10 0 . 064 0,021 - -- 0 .04 242 20. 17 0 . 10 0 .064 0 . 021 - -- 0 .04 243 20 .25 0 . 10 0 . 064 0 .021 - -- 0 .04 244 20 . 33 0 . 10 0 .064 0. 021 - -- 0 .04 245 20.42 0 . 10 0 . 064 0 .021 --- 0 . 04 246 20.50 0.10 0 .064 0. 021 --- 0 .04 247 20 .58 0 . 10 0 . 064 0.021 - -- 0 .04 248 20.67 0 . 10 0.064 0. 021 --- 0 . 04 249 20 .75 0.10 0 .064 0 .021 --- 0 .04 250 20. 83 0.07 0.042 0. 020 --- 0. 02 251 20.92 0.07 0.042 0 .020 --- 0 .02 252 21.00 0 .07 0. 042 0.020 --- 0. 02 253 21 .08 0.10 0.064 0.020 - -- 0. 04 254 21.17 0 .10 0.064 0. 020 --- 0 . 04 255 21 .25 0.10 0.064 0.020 --- 0. 04 256 21.33 0 . 07 0 .042 0.020 --- 0 .02 257 21.42 0.07 0.042 0 .020 --- 0. 02 258 21.50 0.07 0 . 042 0.020 --- 0. 02 259 21.58 0. 10 0.064 0.020 --- 0. 04 260 21 .67 0.10 0.064 0.020 --- 261 21.75 0. 04 0.10 0. 064 0.020 --- 0. 04 262 21.83 0.07 0.042 0.020 --- 0. 02 263 21.92 0. 07 0. 042 0.020 0. 02 --- 264 22 .00 0.07 0.042 0.019 0. 02 265 22.08 0.10 0.064 0.019 --- 0. 04 266 22.17 0.10 0.064 0.019 --- 0. 04 267 22 .25 0.10 0.064 0.019 --- 0. 04 268 22.33 0.07 0 . 042 0.019 --- 0. 02 269 22 .42 0.07 0.042 0.019 --- 0. 02 270 22.50 0. 07 0.042 0.019 --- 0. 02 271 22 .58 0.07 0. 042 0.019 --- 0. 02 272 22 .67 0.07 0.042 0.019 --- 0. 02 273 22.75 0. 07 0.042 0.019 --- 0. 02 274 22.83 0.07 0 . 042 0.019 --- 0. 02 275 22 . 92 0.07 0. 042 0.019 --- 0. 02 276 23 .00 0. 07 0. 042 0.019 --- 0. 02 277 23 .08 0. 07 0.042 0.019 --- 0. 02 278 23 .17 0.07 0. 042 0 .019 --- 279 23 .25 0 .07 0. 042 0. 02 0. 019 --- 0. 02 280 23 .33 0. 07 -0. 042 0.019 --- 0. 02 281 23 .42 0. 07 0. 042 0.019 --- 282 23 .50 0.07 0. 0420. 02 0. 019 -- - 283 23 .56 0.07 0. 042 0. 019 --- 0. 020 . 02 284 23 .67 0 .07 0. 042 0.018 --- 285 23 . 750. 07 0. 042 0. 02 0.018 --- 0. 02 286 23 .83 0. 07 0. 042 0.018 --- 287 23 . 92 0. 07 0. 0420. 02 0. 018 - -- 0. 02 288 24 .00 0.07 0. 042 0. 018 - -- 0. 02 Sum = 100. 0 Sum = 53 .4 Flood volume = Effective rainfall 4 .45 (In) times area 1 . 3 (Ac. ) / [ (In) / (Ft . ) ] = 0, 5 (Ac.Ft) Total soil loss = 0 . 85 (In) Total soil loss = 0 . 092 (Ac. Ft) Total rainfall = 5. 30 (In) Flood volume = 20826.8 Cubic Feet Total soil loss = 3991 .5 Cubic Feet - - - - - - -- - - --- - -' -- - - - -- - -- - ' - - - ' -- -- ' - Peak flow rate of this hydrograph = 0 .868 (CFS) - - - - - - - - -- -- - - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -- -- - - -- -- - --- - - ---- -- - - ------ - -- ---------- ------ --- -- -- - - - - ------ - - Hydrograph in 5 Minute intervals ( (CFS) ) ' ------ -- ------- - ----- _ --------- - Time(h+m) Volume Ac.Ft Q(CFS) 0 "-_2.5---'--'5 . 0-' - -'-'7 . 5 10. 0 --------- ------------ ------------ ---------------------------- --- ------- 0+ 5 0. 0000 0. 00 Q 0+10 0.0001 0. 01 Q 0+15 0.0003 0.03 Q 0+20 0.0005 0 . 03 Q 0+25 0.0008 0.04 Q I I 0+30 0.0011 0. 05 Q I 0+35 0. 0015 0.06 Q 0+40 0.0019 0.05 Q 0+45 0.0022 0.04 Q 0+50 0.0024 0.03 Q 0+55 0.0025 0. 02 Q 1+ 0 0.0027 0.03 Q 1+ 5 0.0029 0.03 Q 1+10 0.0031 0. 02 Q i 1 1+15 0.0031 0.01 Q 1+20 0.0032 0.01 Q 1+25 0.0033 0.01 Q 1+30 0. 0033 0.01 Q 1+35 0.0034 0.01 Q 1+40 0.0034 0. 01 Q 1+45 0. 0035 0.01 Q 1+50 0.0035 0.01 Q 1+55 0.0036 0. 01 Q 2+ 0 0. 0037 0.02 Q I I 2+ 5 0.0039 0.02 Q 2+10 0.0041 0.03 Q j 2+15 0.0043 0. 03 Q 2+20 0. 0045 0. 03 Q 2+25 0.0047 0. 03 Q 2+30 0.0049 0.03 Q 2+35 0.0052 0.03 Q 2+40 0. 0054 0. 04 Q 2+45 0.0058 0. 05 Q 2+50 0.0061 0. 05 Q 2+55 0.0065 0. 06 Q I j 3+ 0 0.0069 0. 06 Q 3+ s 0. 0073 0. 06 Q I 3+10 0. 0078 0.06 Q 3+15 0. 0082 0. 06 Q 3+20 0. 0086 0 .06 Q 3+25 0 . 0090 0 . 06 Q . 3+30 0.0095 0 .06 Q 3+35 0 . 0099 0 . 06 Q I 3+40 0 .0104 0 . 06 Q 3+45 0.0108 0 . 07 Q 3+50 0. 0113 0 . 07 Q 3+55 0 . 0118 0 . 07 Q 4+ 0 0 .0124 0 . 08 QV 4+ 5 0 .0130 0.09 QV 4+10 0.0136 0 . 09 QV 4+15 0.0142 0. 09 QV 4+20 0.0148 0 . 09 QV 4+25 0.0155 0.10 QV I 4+30 0.0163 0 . 11 Qv I 4+35 0. 0171 0.11 QV 4+40 0.0179 0. 12 QV I 4+45 0. 0187 0. 12 QV 4+50 0.0195 0.12 QV 4+55 0.0204 0. 13 QV I 5+ 0 0.0214 0.14 QV 5+ 5 0.0223 0. 14 QV I I 5+10 0.0232 0.13 QV 5+15 0.0241 0.12 Q V 5+20 0.0248 0.11 Q V I I 5+25 0.0256 0.12 Q V 5+30 0.0265 0.12 Q V I I 5+35 0.0273 0.13 Q v 5+40 0.0282 0 .13 Q V 5+45 0.0292 0.14 Q V 5+50 0.0302 0.15 Q V 5+55 0.0313 0.15 Q V 6+ 0 0.0323 0.15 Q V 6+ 5 0.0334 0.15 Q v I 6+10 0.0345 0.16 Q V 6+15 0.0357 0.17 Q V 6+20 0.0369 0.18 Q v 6+25 0.0381 0. 18 Q v 6+30 0.0393 0.18 Q V 6+35 0.0406 0.18 Q V 6+40 0.0419 0.19 Q v I 6+45 0.0433 0.20 Q V 6+50 0.0447 0.20 Q V I 6+55 0.0461 0.21 Q V I I I I 7+ 0 0.0475 0.21 Q V I I I 7+ 5 0.0490 0.21 Q v 7+10 0.0505 0.21 Q v 7+15 0.0519 0.21 Q V I 7+20 0. 0534 0.22 Q V I I I 7+25 0 .0549 0 .22 Q v 7+30 0.0565 0 .23 Q v 7+35 0.0582 0 .24 Q v I I I 7+40 0.0599 0.25 Q v 7+45 0. 0616 0.26 IQ v 7+50 0. 0634 0.26 IQ V • 7+55 0. 0653 0.27 IQ V 8+ 0 0. 0672 0 .28 IQ V 8+ 5 0. 0692 0 .29 IQ V 8+10 0 .0714 0 .31 IQ V I 8+15 0 . 0736 0 . 32 Q V . 6+20 0.0759 0 . 34 Q V 8+25 0 .0782 0 . 34 IQ V 8+30 0. 0806 0.34 Q V 8+35 0.0830 0 . 35 Q V 8+40 0 . 0855 0. 36 Q V 8+45 0 . 0880 0 . 37 IQ V 8+50 0.0906 0 .38 IQ V 8+55 0 . 0933 0. 38 Q V 9+ 0 0. 0960 0 .40 IQ V 9+ 5 0 .0988 0 .40 IQ V 9+10 0 . 1017 0.42 Q V i I 9+15 0. 1047 0 .44 Q V 9+20 0.1078 0.45 IQ VI 9+25 0.1110 0.46 IQ VI 9+30 0.1142 0.47 Q V 9+35 0.1176 0.48 IQ V I 9+40 0.1209 0.49 IQ "V 9+45 0.1244 0.50 Q V 9+50 0.1280 0 .51 I Q V . Q V I 9+55 01316 0.52 I I 10+ 0 0.1352 0.53 Q V 10+ 5 0.1389 0.53 Q IV 10+10 0.1423 0.49 IQ IV 10+15 0.1453 0.44 IQ I V 10+20 0.1481 0.41 IQ I V I 10+25 0.1509 0.40 IQ V I I 10+30 0.1536 0.39 10 I V I 10+35 0.1563 0. 39 IQ I V 10+40 0.1592 0.42 IQ V I 10+45 0.1623 0.46 IQ I V 10+50 0.1656 0.47 IQ I V I 10+55 11+ 0 0.1689 0.48 IQ V I I I 0.1723 0.49 IQ V 11+ 5 0.1756 0.49 IQ I V 11+10 0.1790 0.49 IQ I V 11+15 0.1823 0 .48 IQ V 11+20 0.1856 0.48 IQ V 11+25 0.1889 0.48 IQ I V I 11+30 0.1921 0.48 IQ I V 11+35 0.1954 0.47 IQ I V 11+40 0.1986 0.46 IQ I V 11+45 0.2017 0.45 IQ I V I I 11+50 0.2047 ., 0.44 IQ V 11+55 0.2077 0.44 IQ V 12+ 0 0.2108 0.45 IQ I V 12+ 5 0.2140 0.46 IQ I V 12+10 0.2175 0.50 I Q I V 12+15 0.2213 0.56 I Q I 12+20 0.2254 0.59 I Q I V 12+25 0.2296 0.61 I Q I VI 12+30 0.2339 0.63 I Q I VI 12+35 0.2364 0.64 I Q I VI I I 12+40 0.2429 0. 66 Q I V 12+95 0.2476 0. 68 Q I V 12+50 0.2524 0. 70 Q IV I 12+55 0.2573 0. 71 Q IV 13+ 0 0.2623 0 . 73 Q V • 13+ 5 0 .2675 0 . 74 I Q I V 13+10 0.2728 0 . 78 Q V 13+15 0 .2785 0.82 I Q V 13+20 0.2843 0 .85 I Q I I V 13+25 0 .2902 0 .86 Q V 13+30 0.2962 0 .87 I Q I I V 13+35 0 .3021 0 .86 Q 13+400. 3076 0.80 Q I V 13+45 V 0 .3125 0.71 I Q I 13+50 0. 3171 0 . 67 Q I V 13+5503216 0.65 I Q V . 14+ 0 0. 3260 0 .64 Q I I V 14+ 5 0.3304 0.63 I Q I V 14+10 0.3349 0.65 Q I V 14+15 0.3395 0 .68 QV 14+20 0. 3443 0.69 I Q I V I I 14+25 0.3490 0 .69 QV 14+30 0. 3537 0.68 I Q I VI 1 14+35 0.3584 0 .68 QI VI 14+40 0. 3631 0.68 I Q I VI 14+45 0.3678 0.68 I Q I V 14+50 0.3724 0.68 QV 14+55 0.3770 0.67 I Q I IV 1 15+ 0 0.3816 0 .66 I QI IV I 15+ 5 0.3861 0. 66 I Q I IV 15+10 0.3906 0.65 I QV 15+15 0.3950 0 .64 I I I v Q 15+20 0.3994 0.63 I Q I V I 15+25 0.4037 0.63 I Q I I V �1 15+30 0.4079 0.62 Q 1 I I V I 15+35 0.4121 0.61I Q i i i V 15+40 0.4161 0.58 I Q I I 15+45 0.4198 0.54 Q V 1 15+50 0.42340.53 I Q i i i V 15+55 0.4270 0.52 I Q I I V 16+ 0 0.4305 0.51 Q V 16+ 5 0.4338 0.48 IQ I I I V 16+10 0.4365 0.39 IQ I I I 16+15 0.4383 0.27 IQ VV 1 16+20 0.4397 0.20 Q I V 16+25 0.4409 0.17 Q I I I V 16+30 0.4420 0.15 Q I I V 16+35 0.4429 .- 0. 13 Q I V 16+40 0.4436 0.11 Q I V 16+45 0.4443 0.10 Q 1 I I V 16+50 0.4449 0.08 Q I I V 16+55 0.4454 0. 08 Q I I V 17+ 0 0.4459 0 . 07 Q I I V 17+ 5 0.4463 0. 07 Q 17+10 0.4468 0. 08 Q I 17+15 0.4475 0. 09 Q I I V 17+20 0.4481 0. 09 Q i v 17+25 0.4488 0. 10 0 I V 1 17+30 0.4494 0. 10 Q I 1 V 17+35 0.4501 0. 10 Q I I I V 17+40 0.4508 0.10 Q I V 17+45 0. 4515 0 . 10 Q v • 17+50 0 .4522 0 . 10 Q I I v 17+55 0.4529 0 . 10 Q v 18+ 0 0 .4535 0 . 09 Q I v l 18+ 5 0.4541. 0.09 Q v l 18+10 0 .4546 0 . 08 Q I I v 18+15 0 .4552 0 . 08 Q v l 18+20 0.4558 0 . 08 Q I v 18+25 0 .4564 0 .08 Q I I v l 18+30 0.4569 0 . 08 Q I v 18+35 0 .4575 0 .08 Q I I v 18+40 0.4580 0 . 07 Q v 18+45 0.4584 0.07 Q I I v l 18+50 0 .4588 0. 06 Q I v 18+55 0.4592 0. 05 Q I I v l 19+ 0 0.4595 0. 04 Q I v 19+ 5 0.4597 0.04 Q ;I I V 19+10 0.4600 0.04 Q I v 19+15 0.4604 0 .05 Q I v l 19+20 0.4607 0. 05 Q I I v 19+25 0.4611 0.06 Q I v l 19+30 0.4616 0.07 Q I I v 19+35 0.4621 0.07 Q I v 19+40 0.4626 0.07 Q I I v 19+45 0.4630 0.06 Q I I v l 19+50 0.4634 0. 06 Q I I v 19+55 0.4637 0.05 Q I I v l 20+ 0 0.4640 0. 04 Q I v l 20+ 5 0.4642 0.04 Q 20+10 0.4645 0.04 Q I I v 20+15 0.4649 0.05 Q I I v 20+20 0.4652 0.05 Q I I v 20+25 0.4656 0. 05 Q I v 20+30 0.4659 0.05 Q I I v l 20+35 0.4663 0. 05 Q I I I VI 20+40 0.4667 0.05 Q VI 20+45 0.4671 0.05 Q I I I VI 20+50 0.4674 0. 05 Q I I VI 20+55 0.4678 0.05 Q I vi 21+ 0 0.4680 0.04 Q I I VI 21+ 5 0.4683 0. 04 Q I VI 21+10 0.4686 0. 04 Q I I vi 21+15 0.4689 0.05 Q 21+20 0.4693 10. 05 Q I VI 21+25 0.4696 0. 05 Q I I VI 21+30 0.4698 0. 04 Q I I I VI 21+35 0.4701 0.04 Q I VI 21+40 0.4704 0.04 Q I I vi 21+45 0.4707 0. 05 Q I I VI 21+50 0 .4711 0. 05 Q VI 21+55 0.4714 0.05 Q I VI 22+ 0 0.4716 0.04 Q I I I VI 22+ 5 0.4719 0. 04 Q I I I VI 22+10 0 .4722 0 . 04 Q VI 22+15 0.4725 0. 05 Q VI 22+20 0.4729 0. 05 Q I I I VI 22+25 0.4732 0. 05 Q I I VI 22+30 0 .4734 0 . 04 Q I I VI 22+35 0 .4737 0 . 04 Q i V 22+90 0 .4739 0 . 03 Q 22+45 0 .4742 0 . 03 Q I I VI 22+50 0 .4744 0.03 Q V 22+55 0.4746 0.03 Q I V 23+ 0 0 .4748 0 . 03 Q I vI 23+ 5 0.4750 0. 03 Q VI 23+10 0.4753 0.03 Q 23+15 0.4755 0 . 03 Q I VI 23+20 0.4757 0. 03 Q I VI 23+25 0.4759 0 . 03 Q I I V 23+30 0.4761 0 .03 Q V 23+35 0.4763 0 .03 Q 23+40v 1 0.4765 0 . 03 Q I I VI 23+45 0.4768 0.03 Q I I VI 23+50 0.4770 0.03 Q I VI 23+55 0.4772 0. 03 Q I I VI 24+ 0 0.4774 0.03 Q I I I VI 24+ 5 0.4776 0.03 Q i VI 24+10 0.4778 0 . 02 Q VI 24+15 0.4779 0.01 Q I I VI 24+20 0.4779 0.01 Q VI 24+25 0.4780 0 . 01 Q I I VI 24+30 0.4780 0.01 Q I I VI 24+35 0.4780 0 .00 Q I I I VI 24+40 0.4781 0 . 00 Q I VI 24+45 0.4781 0. 00 Q VI 24+50 0.4781 0.00 Q I I I VI 24+55 0.4781 0. 00 Q I I I VI 25+ o 0.4781 0. 00 Q I l 25+ 5 0.4781 0.00 Q v I I VI 25+10VI 0.4781 0.00 Q I I vi 25+15 0.4781 0. 00 Q i i I VI 25+20 0.4781 0.00 Q 25+25 0.4781 0.00 Q I I VI -------------------------------------- ----------- Water Quality Management Plan (WQMP) Redhawk Tire Store S Appendix D Educational Materials The educational materials will be provided to the owner/operator. The materials shall be provided to the employees through the training materials. These materials shall also be posted in the office. • 05/22/07 Water Quality Management Plan (WQMP) Redhawk Tire Store - YEE11 Name" '� 'Date1WQINP ,max 9 �'Qj=� ' t fi �Mo/Day/A1fr) A-19 05/22/07 WIN � b yoo!196w:. . . where the water should go? LOCAL SEWERING AGENCIES �,t�� - Is. x 6 rt• e x„a d Riverside County has two drainage systems-sanitary IN RIVERSIDE COUNTY: What tat youSMOUldlI(nOWj`if Or• S�= - _ sewers and storm drains. The storm drain system is Cit of Beaumont ' l assigned to prevent flooding Cry carrying excess Y (909 789-8520 Belair Homeowners Association (909)277-1414 1I1IIIIII11IIIII5'I7 `I1',1t�1 rI"tlt-rlll' nLp�pl IL1;I1'Ir1I,�� ralnwa[erawayfrom streets_.il's not designed to bed City of Banning (909)922-3130 BUT0681®®®YO YYLL�pt'Y�YYW Yy /y waste disposal system. Since the storm drain system City of Blythe (760)922-6161 LSW y' /! does not provide for water treatment It often serves City of Coachella (760)391-5008pp r� the unintended function of transporting pollutants Coachella Valley Water District (760)398-2651 MIp� directly to ourwaterways. City of Corona 909)736-2259 LLlI LLLL �.� Desert Center,CSA#51 (760)227-3203 A•d Eastern Municipal Water District (909)928-3777 101111-STORRIWATER DISCHARGES d: !"'z. +8`,e. Unlike sanitary sewers, storm drains are not Elsinore Valley MWD (909)674-31465, connected to a treatment plant-they flow directly Farm Mutual Water Company (909)2444198 H.„ - Id llwild Water District r .. to our local streams,rivers and lakes. Y (909)659-2143 _ � fr Jumps Community Services Dist. (909)685-7434 I . SCJ '_� ' Non-stormwater discharges such as Lake Hemet MWD (909)658-3241 - washwater generated from outdoor Lee Lake Water District (909) cleaning 277-1414 ` Soaps,degreasers,automotive fluids,litter,and a host Marco Air Force Base 909656-7000 ng protects often transport harmful of other materials washed off buildings, sidewalks, Springs Water District Mission S ( ) �� pollutants into storm drains and our local 9 P g (760)329-6448 ,�"' 1 plazas,parking areas.vehicles.and equipment can all Cit of Palm hero s f/� waterways. Polluted runoff contaminates Y P (760)323-8242 _ / - local waterways and poses a threat to �` Pollute our waterways. Rancho Caballero (909)780-4101 L_ ' ;} roundwaterre ources Rancho California Water Dist. (909)676-4101 9f Ripley,CSA#62 (760)922-4909 Rubidoux Community Services Dist. (909)684-7580 City of Riverside (909)782-5341 Silent Valley Club.Inc - (909)849A501 '"`�°'' Valley Sanitary District (760)347-2356 -.yy v 4 �< rhe BUies,and County of Riverside Western Municipal Water District (909)780-4170 mr yr v a •n �. �E . � 3 emftter/foamy RaterProteedooProgram r SPILL RESPONSE AGENCY: Since preventing pollution Is much easier, and less costly than cleaning up"after the fact,”the Hqz-MqT: (909)358-5055m>a,-t�.- Cities and County of Riverside Sto"Water/CleanWater Protection Program informs residents and HA ROOUS WASTE DISPOSAL: (909)358-5055 �pnO�®�LSIIW� ""* ; �. '. businesses of pollution prevention activities such as those described in this pamphlet. TO REPORT ILLEGAL DUMPING OR A CLOGGED 11QQ111WW1 LSIIW y,, t �- STORM DRAIN: 1-800-506-2555 �{ I7�I(� I� t@"b �({pn rtt„(,�. Y� °{FK,•r•7 y" The Cities and County of Riverside have adopted ordinances for stormwater management and II®Il UII��(Ju®�@ Ulll discharge control. In accordance with state and federal law,these local stormwater ordinances Prohibit the discharge ofwastes into the storm drain system or local surface waters. Thisincludes � � °t ay'{fit non-stormwater discharges containing oil,grease,detergents,degreasers,trash,orother waste 1 StormWa_ter � d � materials. Sidewalk, i Vehicle l' i 111 PROTECTION PROGRAM washing b• BuildingtudeAoroleani J Waterproofing; i E ul ment cleankl or c gmaDulg y VJ ��m 11l Riverside County gratefully acknowledges the Bay Area 4 p 0 Snrmvener Management Agencies Association antl " �r: PLEASE NOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways - thn Cleaning Equipment Trade Association forwithouta Re ional Water Qualit Control Boartl ermit or waiver-is strict/information provided in this brochure 9 Y P yp/ohibited by local ordinances 10, W antl state and federal law. kkii-,�... x..e.* Use These Guidelines For Outdoor Cleaning Activities and Washwater Disposal DO . . . Dispose of small amounts of washwater from cleaning DO . . . Understand that mobile auto detailers should divert OTHER TIPS TO HELP building exteriors, sidewalks, or plazas onto landscaped or unpaved washwater to landscaped or dirt areas. Note: Be aware that soapy surfaces provided you have the owner's permission and the discharge will washwater may adversely affect landscaping; consult with the property PROTECT OUR WATER . . . not cause flooding or nuisance problems,or flow into a storm drain. owner. Residual washwater may remain on paved surfaces to evaporate: DO NOT . . .Discharge large amounts of these types of washwater sweep up any remaining residue. If there is sufficient water volume to reach onto landscaped areas or soil where water may nm to a street or storm the storm drain,collect the runoff and obtain permission to pump it intothe SCREENING WASH WATER drain. Wastewater from exterior cleaning may pumped to a sewer line sanitarysewer. Follow local sewering agency's requirements for disposal. A thorough dry cleanup before washing (without with specifir,permission from the local sewering 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 DO . Check with your local sewering agency's policies and debris (solids)could enter storm drains or remain in requirements concerning waste water disposal. Water from many -- the gutter or street after cleaning,washwater should outdoor cleaning activities may be acceptable for disposal to the sewer first pass through a"20 mesh"or finer screen to catch system. See the list on the back of this flyer for phone numbers of the Regarding Clean Ing Agents: the solid material,which should then be disposed of sewering agencies in yourarea. in the trash. DO NOT . . . Pourhazardous wastes or toxic materials into the If you must use soap,use biodegratlable/phosphate free cleaners. Avoid use storm drain or sewer system... properly dispose of it instead. When in of petroleum based cleaning products. Although the use of nontoxic cleaning doubt,contact the local sewering agency! The agency will tell you what products is strongly encouraged,do understand that these products can still DRAIN INLET PROTECTION/ types of liquid wastes can be accepted. degrade water quality and,therefore,the discharge of these products into CONTAINING & COLLECTING WASH WATER uw • Sand bags can be used to create a barrier around DO . . . Understand that water(without soap)used to remove dust - tppa - _ storm drain inlets. from clean vehicles may be discharged to a street or storm drain. .r}a 1 e e • Plugs or rubber mats can he used to temporarily Washwater from sidewalk, plaza,and building surface cleaning may ® +. _ seal storm drain openings. go into astreet orstorm drain if ALL ofthe following conditions are met C. i^ _ • You can also use vacuum booms, containment 4_ - - 1) The surface being washed is free of residual oil stains, debris and pads, or temporary berms to keep wash water _ �f�� m- similar pollutants by using dry cleanup methods (sweeping, and _ away from the street,gutter,or storm dram. cleaning any oil or chemical spills with rags or other absorbent materials the street. gutters, storm drain before using gisdo ewit r system, or waterways is prohibited EQUIPMENT AND SUPPLIES 2) Washing�s done with water only soap or other cleaning materials. - �; ( by local ordinances and the State Special materials such as absorbents, storm drain 3) You nave not used the water to remove paint from surfaces during 'C___., Water Code. plugs and seals, small sump pumps, and vacuum cleaning. 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),Lab Safely Supply(800-356-0783),C$H state and/or local regulations. Because wastewater from cleaning Note: When cleaning surfaces with a high pressure washer or steam (800-558-9966),and W.W.Grainger(800-994-9174); parking areas or roadways normally contains metallic brake pad dust,oil cleaning methods. additional precautions should be taken to prevent the or call the Cleaning Equipment Trade Association and other automotive fluids,ushould never be discharged to a street,gutter, discharge of pollutants into the storm drain system. These two methods of (g00-441-0111) or the Power Washers of North orstorm drain. surface cleaning, as compared to the use of a low pressure nose, can remove additional materials that can contaminate local waterways. America(800-393-PWNA). i s yx ap �3f 5 11 pII ' orrisa 0billubon . . . What You Should Know � �ionr '{$(r I�IJ ,SIJ nrl� �,�. �� � ; } For information on"closed-loop'suppliers �U�II tl;� Il Riverside County has two drainage systems-sanitary sewers and storm drains. The storm and recycling/disposal vendors,contact: r - p m *"o drain system is designed to help prevent flooding by carrying excess rainwater away from Count of Riverside f s; streets. Since the storm drains stem does not provide for water treatment,it also serves the County What you shouldtknow�for� _> y Health Services Agencyp unintended function of transporting pollutants directly to ourwaterways. Department of Environmental Health r C r .. at(909)358-5055. fl'FlFl7� h1� "p'�R •' Unlike sanitary sewers, storm drains WILL tl m udI T Ate: are not connected to a treatment y plant-they flow directly to our UVIlIfUO� l!LG W W W UDIL local streams, rivers and lakes. _ SPILL RESPONSE AGENCY: n �p HAZ-MAT: - (909)358-5055 CAR up�RE Rain and water runoff from automotive shops and AFTER 5:00 P.M.: (909)358-5245 OR 911 businessescan carrypollutant material intostorm RECYCLING AND HAZARDOUS WASTE ",; drains.Examples of pollutants include oil and grease DISPOSAL: (909)358-5055 `— - from cars,copperand asbestos from worn brake TO REPORT ILLEGAL DUMPING ORA linings,zincfrom tires,and toxics from spilled fluids. i I CLOGGED STORM DRAIN: 1-800-506-2555 ` r: Stormwaterpollution causes as much as 60%ofour r g- water pollution problem. tt jeopardizes the quality of ��..«-' To order additional brochures or to obtain information r �. on other pollution prevention activities, [ our waterways and poses a threat to groundwater r c call:(909)955-1111. r-^{ resources if pollutants percolate through soil. " The Cities antiCounty of Riverside e s s at4 t . ,r _LL p 0 ���h"Fraer Pyelec an Froguiam Storm Water/clean Water Protection Program "` Ara`ak --- - 1-800-506-2555 amt t Since preventing pollution is mucheasier,and less costly,than cleaning up"after the fact;'the Cities ,rte , -• _s, ,, .,,d: s and County of Riverside Storm Water/Clean Water Protection Program informs residents and c} �'1`�,�]} Y� �y�Q�p��� �,�; businesses on pollution prevention activities such as the Best Management Practices (BMPs) S hurl Y Y CL l er •'ry�+r''7�r'= y^��t, described in this pamphlet. C 0� a +.� � '` �•_' The Cities and County of Riverside have adopted ordinances for stormwater management and U®U: s fi rpt discharge control. In accordance with state and federal law,these local stormwater ordinances PROTECTION PROGRAM _ P,l'txw prohibit the discharge of wastes into the storm drain system or local surface waters. This inc uit s �Auto BOd�l�$5�1ho}psVII,�o- `3 m discharges containing oil,antifreeze,gasoline and otherwaSte materials. i*iAuto Repale.Shops + Y PLEASE NOTE: A common stormwater pollution problem associated with Riverside County gratefully acknowledges the Santa Clara j Car Dealershl ' v`_. automotive shops and businesses is the hosing down of service bays,parking and valley NonnoTrt Source Pollution Control program and the City :, r y£ �W„ s. other areas. Often,this activity flushes pollutants into the storm drain system. The of Las Angolas stormwater Management Division for ,Gas Stations . 11,r.�', discharges of pollutants is strictly prohibited by local ordinances and state and information provided in this brochure,. J federal regulations Fleet Service OpeiatiClris,. �� � .� K�ep�your�s� � � � �� -� � �� � ti p� �� oe � `�o� ucl + preuentstormwaterpollution 1. Changing Automotive Fluids • Keep dry absorbent materials and/or a 8. Cleaning Parts `h<`.. 12.Outdoor Parking and Auto • Designate an area away from storm or wet/dry vacuum deaneron hand for mid-sized • Clean parts in a self- �'.""�J`° Maintenance sanitary drains to change automotive fluids. spills. contained unit,solvent sink. `�{_ • Treat outdoor areas as an extension of your o Collect, separate, and recycle motor oil, • Contain large spills immediately;blockorshut or parts washer to prevent service bays or avoid using altogether. antifreeze,transmission fluid,and gearoil. off door and parking lot drains and notify the solvents and grease from • Sweep-up trash and dirt from outdoor parking • Drain brake fluid and other non-recyclables authorities. entering a sewer or storm _u- and maintenance areas. Do not hose down into a proper container and handle • Train employees to be familiarwith hazardous drain connection. j areas. All non-storm water discharges are as a hazardous waste, spill response plans and emergency " prohibited. • Use a radiator e procedures. _ _tom• '..._. • Drain work areas to a sanitary drain rather Flushing fluid that �----- can be recycled, g. Metal Grinding and Finishing than a storm drain. Contact the local sower y authority to determine if pretreatment is and add it to the $, Identifyand Control Wastewater • Catch metal frequired. filings in an enclosed unit or on a waste antifreezetarpaulin. Discharges • Sweep filing area to prevent washing metals • Ensure that shop sinks and floor drains are into floordmins. 13.Washing Vehicles, Cleaning Engines, connected to the sanitary sewer. Check with and Other Steam Cleaning 2. Working on Transmissions, Engines, the local sewer authority regarding permitting • For occasional car exterior cleaning,minimize and Miscellaneous Repairs or other requirements. the waterusedand divert runoff to landscaped 10.Storing and Disposing of Waste e Keep a dun pan hi l wide low-rimmed • Post intosagnsy drainent disposal of liquid wastes • Store recyclable and non-recyclable waste areas, keeping rout ofthe storm iodeg a container under vehicles to catch fluids into sanitary drains. • Wash vehicles with biodegradable, separately. whenever you unclip hoses,unscrew filters,or phosphate-free detergent. • Place liquid waste (hazardous or otherwise) change parts,to contain unexpected leaks. • Makesure no wasteteam cleaning is discharged oriparts hanged 6. FuelingVehicles within a bermed or secondary containment cleaning a steam cleaning u discharged area. • Clean-up minor spills,with a where it may flow to a street,gutter,or storm dry absorbent, rather than ' • Cover outdoor storage areas to prevent drain. 3. Preventing Leaks and and allowing them to evaporate. UNLEADED contact with rain water. • Avoid spills by emptying and wining drip pans • Collect used parts for delivery to a scrap metal Dispose of the absorbent as 14.Cleaning Work Areas when you move [hem to another vehicle or dealer. 9 a dry hazardous waste. • Sweep orvacuum the shop floor frequently. when they areck equipment • Use a damp cloth and a ,!'� • Routinely check equipment to wipe up spills ( • Damp mop work areas - do not hose down and repair leaks. damp mop to keep the area i workareas into the street orgutter. • Place large pans or an inflatable clean ratherthan a hose or a 11.Selecting and Controlling Inventory g r portable wet mop. �� • Purchase recyclable or non-toxic materials. w Do not pour mop water into the parking lot, bora underwrecked cars. y street,gutlerorstorm drain. • Select"closed-loop"suppliers and purchase • Use non-toxic cleaning products whenever o Drain all Fluids from wrecked vehicles or "parts"cars you keep on site. 7. Removing and Storing Batteries supplies in bulk. possible. • Store batteries indoors,on an open rack. 4. Cleaning up Spills o.'.'- - • Return used batteries to a battery vendor, • Clean u all spills • Contain cracked batteries to prevent Please remember: P smP '4" hazardous spills. immediately using shop li ; �, o rags. r i r ONLY RAIN °r't"'t1 ,.,! /N THE DRAIN n� � x DID YOU" ` ` ,. x � < � ��,b ��'� `��'�� r P�o�!lugion�. . . What you should know For more information on the General Industrial Riverside County has two drainage systems -sanitary sewers and storm drains. Storm Water Permit contact - ` b x ` The storm drain system is designed to help prevent flooding by carrying excess YOUR FACILITY'tMAY, Shote Water Resources Control Board(SWRCB) -�=rex_; '�1-r,�j 1. `-*.: rainwater away from streets. Since the storm drain system does not provide for (916)657-1146 or www.swmb.ca.govt or,at your NEED A STORM WATER `' water treatment, it also serves the Regional Water Quality Control Board(RWQCB), PERMIT? unintended function of transporting Santa Ana Region(8) -y _ ,r n - pollutants directly to our waterways / California Tower 3737 Main Street,Ste.500 Unlike sanitary sewers, storm Riverside,CA 92501-3339 " (909)782.4130 , r ct = drains are not connected to a treatment plant-they flow directly Sen Diego Region(s) 2- to our local streams, rivers and 9771 Diego, CA 9 Mesa Blvd.,Ste.A - m Q San Diego,CA 92124 '�5: lakes. (619)467-2952 7 Colorado River Basin Region(7) In recent years, awareness of the need 73-720 Fred Waring Dr.,Ste. 100 rC' to protect water quality has increased. Palm Desert,CA 92260 r ``, As a result, federal, state, and local t (760)349-7491 programs have been established to _ reduce polluted stormwater discharges to SPILL RESPONSE AGENCY: _ our waterways. The emphasis of these I I 4 HAZ-MAT. (969)358-5056 - - e.;4 programs is to prevent stormwater HAZARDOUS WASTE DISPOSAL: (909)35MO55 f e pollution since its much easier, and less RECYCLING INFORMATION: 1-800-366-SAVE COSlIy, than Cleaning up "after the fact." TO REPORT ILLEGAL DUMPING OR A CLOGGED t' ;=e STORM DRAW: 1-800-506-2555 a - c W, fi enter atidihonef brochures or to obtain information -^� y ;> $s a 1 ~ on other Pollution revention activities,call'. .i ! (909)955-1111. Manyindu hf ' �- aaharge Elimination System (NPDES) and manuf wts, :y- 7c must obtain'cbverage under tip ,=+ -° StormWater ' x Industrial Activ�lti esjStotrypf mer, , In 1987, the Federal Clean Water Act was amended to establish a framework for Genie IrW Perm regulating industrial stormwater discharges under the NPDES permit program. In 1z,r 4r California, NPDES permits are issued by the State Water Resources Control Board �Vll PROTECTION PROGRAMS (SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). In FIND OUTS "a general, certain industrial facilities and manufacturing operations must obtain Riverside County gratefully acknowledges the state /F YOUR FARC/L-t-CITY coverage under the Industrial Activities Storm Water General Permit if the type of Mater Duality Control Board and the American Public ;` e x r facilities or operations falls into one of the several categories described in this Works Association,storm Water Quality Task Force for MUST OBTA/N A>IPERMlT brochure. the information provided in this brochure. fit�rt "f How DO-�/ KrioW If /�'NeeaF A Permit? lndusbial Activities Storm Water General Permit? Follovring 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 facilityloperation requires coverage underthe Permit. discharge associated with the landfill; 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; Steam electric power generating facilities, Quality Task Force calledthe California Storm Water-Best Management Practice Handbook. facilities that generate steam for electric power by ^+ 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 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. prvducts); petroleum and coal products; leather cleaning operations,or airport deicing operations. prtrducikm and products; stone, Gay and glass 4. The facility must submit to the Regional Board,eve Ju 1, pradUcts; prima metal industries; fabricated This includes school bus maintenance facilities Y 9 every ty an annual report that includes the results of 7 operated by a school district; its monitoring program, sinactuml metal; ship and boat building and repairing; -� Sewage treatment facilities; -r Active or inactive mining operations and oil and gas exploration,production,processing,or -i Facilities that have areas where material A Noll-Storm Water Discharge is... any A BMP Is . . . a technique, process, activity, treatmentoperations; handling equipment or activities, raw materials, discharge to a storm drain system that is not orstructure used to reduce the pollutant content of intermediate products, final products, waste composed entirely ofstorm water. Thefollowing a storm water discharge. BMPs may include -f Hacardous 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, BMPs may include the operation,maintenance, or testing of potable structural modifications such as the installation of water systems; drinking fountain water; berms,canopies or treatment content(e.g.setting How do I obtain coverage under the atmospheric condensates including refrigeration, basins,oil/waterseparators,etc.) air conditioning, and compressor condensate; Industrial Activities Storm Water General Permit? irrigation drainage;landscape watering;spnogs; non-contaminated ground water, foundation or Obtain a permit application package from yourlocal Regional Water Quality Control Board listed on the back footing drainage;and sea water infiltration where a ` •+l _. 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 (NOI)form,site map and the appropriate fee($250 or$500)to the SWRCB. Facilities must submit an NOI watersource. ihiri 30 days rior to beginning operation. Once you submit the NOI,the State Board will send you a letter ..o Y( ) P 9 9 P Y Y acknowledging receipt of your NOI and will assign your facility a waste discharge identification number(WDID 'aftlk:L*�'� �; No.). Yuu will also receive an annual fee billing.These billings should roughly coincide with the date the Slate WARNING: There are significant penalties for non-compliance:a minimum fine of$5.000 for railing to obtain permit Board processed your original NOI submittal, coverage,and,up to$10.000 perday,perviolation plus$10pergallon ofdischarge In excess of 1.000gallons. Non-Stormwater Discharges SC- 10 . Objectives i i t r Contain trSe ■ Educate a Reduce/Minimize f i .Hr, � no ... .._ _. (rt,lni�'0 Ferilihi Graphic by. Margie Winter Description Targeted Constituents Non-stormwater discharges are those flows that do not consist Sediment entirely of stormwater. For municipalities non-stormwater Nutrients ✓ discharges present themselves in two situations. One is from Trash ✓ fixed facilities owned and/or operated by the municipality. The Metals ✓ other situation is non-stormwater discharges that are discovered ✓ during the normal operation of a field program. Some non- Bactera stormwater discharges do not include pollutants and may be Oil and Grease ✓ discharged to the storm drain. These include uncontaminated Organics ✓ groundwater and natural springs. There are also some non- Oxygen Demanding ✓ stormwater discharges that typically do not contain pollutants and may be discharged to the storm drain with conditions. These include car washing, and surface cleaning. However, there are certain non-stormwater 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. 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. Approach The municipality must address non-stormwater discharges from its C A $ OA fixed facilities by assessing the types of non-stormwater discharges California and implementing BAIPs for the discharges determined to pose stormwater environmental concern. For field programs the field staff must be Quality Association ]anuary 2003 California stormwater BMP Handhook ]. of li M;Jniapal ;vrn w.cabrr,Ftiandbooks.corzi SC- 10 Non -Stormwater Discharges trained to now what to Ioek for regarding non-stormwater discharges and the proced��res to follow in investigating the detected discharges. Suggested Protocols Fixed Faellity General ■ Post"No Dumping" signs with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. ■ Stencil 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 next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. ■ Landscaping and beautification efforts of hot spots might 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. Illicit Connections ■ Locate discharges from the fixed facility drainage system to the municipal storm drain system through review of"as-built" piping schematics. ■ Use techniques such as smoke testing, dye testing and television camera inspection (as noted below)to verify physical connections. ■ Isolate problem areas and plug illicit discharge points. 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 several days following the end of a storm and groundwater may infiltrate the underground stormwater collection system. Also, non-storrnwater discharges are often intermittent and may require periodic inspections, Review Infield Piping ■ Review the "as-built'piping schematic as 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 storrnwater collection systems is used to detect connections between the two systems. 2 or n Califon nla Stormdater SMP Handbook 9anuary 2003 Mur,!cipal AV11W clbmp�.a pdbcol<s.com Non -Stormwater Discharges SC- 10 • 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 Storm Sewer ■ TV Cameras can be employed to visually identify illicit connections to the fixed facility storm drain system. Illegal Dumping ■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. ■ Clean up spills on paved surfaces 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. • 0 Never hose down or bury 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. ■ See fact sheet SC-it Spill Prevention, Control, and Clean Up. Field Program General ■ Develop clear protocols and lines of communication for effectively prohibiting non- stormwater discharges, especially ones that involve more than one jurisdiction and those that are not classified as hazardous, which are often not responded to as effectively as they need to be. ■ Stencil 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 next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. • See SC-71 Stormwater Drainage System Maintenance for additional information. • January Kos r-Vorm;a stormwater 77F Handbook 3 of II Municipal :aw�h.cau T:ninandbook .com I SC- 10 Non -Stormwater Discharges F'ieId lnsoectior r . • Regularly insect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. • During routine field program maintenance field staff should look for evidence of illegal discharges or illicit connection; - Is there evidence of spills such as paints, discoloring, etc. - Are there any odors associated with the drainage system - Record locations of apparent illegal discharges/illicit connections and notify appropriate investigating agency. ■ If trained, conduct field investigation of non-storrnwater discharges to determine whether they pose a threat to water quality. Recommended Complaint Investigation Equipment • Field Screening Analysis - pI-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 porins • �f ll Carforn[a Scopmwar. - BMF 'da chock J✓ �ary 2003 Municloal tiav�^a.:=6 mpt;anu books.�cm Non-Stormwater Discharges SC- 10 Educational materials Reporting ■ A database is useful for defining and tracking the magnitude and location of the problem. • Report prohibited non-Stormwater 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, dates of testing, and any onsite drainage points observed. ■ Maintain documentation of illicit connection and illegal dumping incidents, including significant conditionally exempt discharges that are not properly managed. Enforcement ■ Educate the responsible party if identified on the impacts of their actions, explain the stormwater requirements, and provide information regarding Best Management Practices (BMP), as appropriate. Initiate follow-up and/or enforcement procedures. • If an illegal discharge is traced to a commercial, residential or industrial source, conduct the following activities or coordinate the following activities with the appropriate agency: - Contact the responsible party to discuss methods of eliminating the non-stormwater • discharge, including disposal options, recycling, and possible discharge to the sanitary sewer(if within POTW limits). - Provide information regarding BMPs to the responsible party, where appropriate. - Begin enforcement procedures, if appropriate. - Continue inspection and follow-up activities until the illicit discharge activity has ceased. ■ If an illegal discharge is traced to a commercial or industrial activity, coordinate information on the discharge with the jurisdiction's commercial and industrial facility inspection program. Training ■ Train technical staff to identify and document illegal dumping incidents. • 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 if one should occur. Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. • Train employees to identify non-Stormwater discharges and report them to the appropriate departments. • • Train staff who have the authority to conduct surveillance and inspections, and write citations for those caught illegally dumping. 7anuary 2no< California Stormwater BMP Handbook 5 of 11 Municipal v,,ww.cabmphandbool(,.corn SC- 10 Non -Stormwater Discharges ■ Train ;numclpal staff responsible for Sur--/eiilance and inspection in the toiloyring: . OSHA-required Health and Safety Training (29 CFR L910,120) plus annual refresher training (as needed). OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and federal OSHA 29 CFR 1910.146). Procedural training (field screening, sampling, smoke/dye testing, TV inspection) • Educate the identified responsible party on the impacts of his or her actions. Spill Response and F'r•evention ■ See SC-11 Spill Prevention Control and Clean Up Other Considerations ■ The elimination of illegal dumping is dependent on the availability, convenience, and cost of alternative means of disposal. The cost of fees for dumping at a proper waste disposal facility are often more than the fine for an illegal dumping offense, thereby discouraging people from complying with the law. The absence of routine or affordable pickup service for trash and recyclables in some communities also encourages illegal dumping. A lack of understanding regarding applicable laws or the inadequacy of existing laws may also contribute to the problem. ■ Municipal codes should include sections prohibiting the discharge of soil, debris, refuse, • hazardous wastes, and other pollutants into the storm drain system. ■ Many facilities do not have accurate, up-to-date schematic drawings. ■ Can be difficult to locate illicit connections especially if there is groundwater infiltration. Requirements Costs ■ Eliminating illicit connections can be expensive especially if structural modifications are required such re-plumbing cross connections under an existing slab. ■ Minor cost to train field crews regarding the identification of non-stormwater discharges. The primary cost is for a fully integrated program to identify and eliminate illicit connections and illegal dumping. However, by combining with other municipal programs (i.e. pretreatment program) cost may be lowered. ■ Municipal cost for containment and disposal maybe borne by the discharger. Alai rtenonce Not applicable 5 of 11 californ,a storrwater BM? Handbook 7anuary ?Ops Municipal r*;phsndi:col:=,com Non -Stormwater Discharges SC- 10 Supplemental Information Further Detail of the BATP What constitutes a "non-stormwater"discharge? ■ Non-stormwater discharges are discharges not made up entirely of stormwater and include 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, landscape irrigation, sink and drinking fountain wastewater, sanitarywastes, or other wastewaters. Permit Requirements IN Current municipal NPDES permits require municipalities to effectively prohibit non- stormwater discharges unless authorized by a separate NPDES permit or allowed in accordance with the current NPDES permit conditions. Typically the current permits allow certain non-stormwater discharges in the storm drain system as long as the discharges are not significant sources of pollutants. In this context the following non-stormwater discharges are typically allowed: - Diverted stream flows; - Rising found waters; - Uncontaminated ground water infiltration (as defined at 40 CFR 35.2005(20)); . - Uncontaminated pumped ground water; - Foundation drains; - Springs; - Water from crawl space pumps; - Footing drains; - Air conditioning condensation; - Flows from riparian habitats and wetlands; - Water line and hydrant flushing ; - Landscape irrigation; - Planned and unplanned discharges from potable water sources; - Irrigation water; - Individual residential car washing; and - Lawn watering. January 2003 California stcr7wa-t-er BMP Handbook 7 of i 1 M umic1pal Mtied.cabmphandbooks.cocn SC- 10 Non -Stormwater Discharges Municipal ra ih ,es u iect mdustnal general permit r- qui=ents must include a ticalicn that t}i storrn,hjater collet ion system has beer ested or -Valuated for the presence, o€non.-stormwater discharges. The state's Genera Industrial Stormwater Permit requires that non-stormwater discharges be eliminated prior to implementation of the facility's SWPPP. Illegal Dumping • Establish a system for tracking incidents. The system should.be designed to identify the following; - Illegal dumping hot spots - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties Outreach One of the keys to success of reducing or eliminating illegal dumping is increasing the number of people on the street who are aware of the problem and who have the tools to at least identify the incident, if not correct it. There we a number of ways of accomplishing this; • Train municipal staff from all departments (public works, utilities, street cleaning, parks and recreation, industrial waste inspection, hazardous waste inspection, sewer maintenance) to recognize and report the incidents. ■ Deputize mu.nicipaI staff who may come into contact with illegal dumping with the authority to write illegal dumping tickets for offenders caught in the act (see below). • Educate the public. As many as 3 out of 4 people do not understand that in most communities the storm drain does not go to the wastewater treatment plant Unfortunately, with the heavy emphasis in recent years on public education about solid waste management, including recycling and household hazardous waste, the sewer system (both storm and sanitary)has been the likely recipient of cross-med.ia transfers of waste. • Provide the public with a mechanism for reporting incidents such as a hot line and/or door hanger (see below), • Help areas where incidents occur more frequently set up environmental watch programs (like crime watch programs). ■ Train volunteers to notice and report the presence and suspected source of an observed pollutant to the appropriate public agency. n of 11 �ifnrr 7torrinN r-r HMP H7ndbaok I�7unfripg! Non -Stormwater Discharges SC- 10 What constitutes a "non-stormwater"discharge? ■ Non-stormwater discharges are discharges not made up entirely of storrnwater and include 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, landscape irrigation, sink and drinking fountain wastewater, sanitary wastes, or other wastewaters. Permit Requirements ■ Current municipal NPDES permits require municipalities to effectively prohibit non- stormwater discharges unless authorized by a separate NPDES permit or allowed in accordance with the current NPDES permit conditions. Typically the current permits allow certain non-stormwater discharges in the storm drain system as long as the discharges are not significant sources of pollutants. In this context the following non-stormwater discharges are typically allowed: - Diverted stream flows; - Rising found waters; - Uncontaminated ground water infiltration (as defined at 40 CFR 35.2005(20)); - Uncontaminated pumped ground water; - Foundation drains; - Springs; - Water from crawl space pumps; - Footing drains; - Air conditioning condensation; - Flows from riparian habitats and wetlands; - Water line and hydrant flushing ; - Landscape irrigation; - Planned and unplanned discharges from potable water sources; - Irrigation water; - Individual residential car washing; and - Lawn watering. 'ar. � �-.03 rala �- water BMP Hsnc�cou � cf l_ Moridcai www.cabrrpha❑dbool<s,co, SC- 10 Nan -Stormwater Discharges Municipal fa..-,41C' es �uo;eci to industrial general permit reqs' cements must include a t ePtlflCat on that the StormWa�e1 COIteCti0n sysieni has been tested of evshiated for the presence of non-Stormwater discharges. The state's General Industrial Stormwater Permit requires that non-stormwater discharges be eliminated prior m implementation of the facility's SWPPP. Storm Drain Stenciling • Stencil storm drain inlets with a message to prohibit illegal dumpings, especially in areas with waste handling facilities. ■ Encourage public reporting of improper waste disposal by a HOTLINE number stenciled onto the storm drain inlet. ■ See Supplemental Information section of this fact sheet for further detail on stenciling program approach. Oil Recycling ■ Contract collection and hauling of used oil to a private licensed used oil hauler/recycler. ■ Comply with all applicable state and federal regulations regarding storage, handling, and transport of petroleum products. ■ Create procedures for collection such as; collection locations and schedule, acceptable containers, and maximum amounts accepted. ■ The California Integrated Waste Management Board has a Recycling Hotline, (800) 553- 2962, that provides information and recycling locations for used oil. Household Ztazardous Waste ■ Prirvide household hazardous waste (HHW) collection facilities. Several types of collection approaches are available including permanent, periodic, or mobile centers, curbside collection, or a combination of these systems. Training • Train municipal employees and contractors in proper and consistent methods for waste disposal. • Train municipal employees to recognize and report illegal dumping. ■ Train employees and subcontractors in proper hazardous waste management. Spill Response and prevention. ■ Refer to SC-1i, Spill Prevention, Control & Cleanup ■ Have spill cleanup materials readily available and in a known location. • Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. '..0 ori_ ".aiirorn a Starm,,,ter Hznt':look ]arr.lary ih onicrcal '.v ww.caurttp,andbooks.com Non -Stormwater Discharges SC- 10 Other Considerations ■ Federal Regulations (RCRA, SARA., CERCLA) and state regulations exist regarding the disposal of hazardous waste. ■ Municipalities are required to have a used oil recycling and a HHW element within their integrate waste management plan. ■ Significant liability issues are involved with the collection, handling, and disposal of HHW. Examples The City of Palo Alto has developed a public participation program for reporting dumping violations. When a concerned citizen or public employee encounters evidence of illegal dumping, a door hanger (similar in format to hotel "D(xNot Disturb" signs) is placed on the front doors in the neighborhood. The door hanger notes that a violation has occurred in the neighborhood, informs the reader why illegal dumping is a problem, and notes that illegal dumping carries a significant financial penalty. Information is also provided on what citizens can do as well as contact numbers for more information or to report a violation. The Port of Long Beach has a state of the art database incorporating storm drain infrastructure, potential pollutant sources, facility management practices, and a pollutant tracking system. The State Department of Fish and Game has a hotline for reporting violations called Ca1TIP (1- 800-952-5400). The phone number may be used to report any violation of a Fish and Game code (illegal dumping,poaching, etc.). The California Department of Toxic Substances Control's Waste Alert Hotline, 1-800-69TOXIC, can be used to report hazardous waste violations. References and Resources http://www.stormwatereenter.net/ California's Nonpoint Source Program Plan htLP://www.co.clark.wa.us/pubworks/bmpman.pdf King County Stormwater Pollution Control Manual -http://dnr.metrokc.gov/wlr/dss/spcm htm Orange County Stormwater Program, http://Www.oewatersheds,com/stormwater/swp--introduction.asp San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program Chttp_Z/www.projectcleanwater.org) Santa Clara Valley Urban Runoff Pollution Prevention Program http:Z/www.scvllrppl2-w2k.com/pdf%2odociimentsZPS ICID.PDF ] 7ry 2003 California stormwater EW Handbook I i of 11 m.w��.cabmpnandbooks.com Spill Prevention, Control & Cleanup SC- 11 k � Objectives .i . ■ Cover �" ■ Contain 1. ■ Educate ■ Reduce/Minimize ■ Product Substitution Description Spills and leaks, if not properly controlled, can adversely impact Targeted Constituents the storm drain system and receiving waters. Due to the type of Sediment work or the materials involved, many activities that occur either Nutrients at a municipal facility or as a part of municipal field programs Trash have the potential for accidental spills and leaks. Proper spill response planning and preparation can enable municipal Metals / employees to effectively respond to problems when they occur Bacteria and minimize the discharge of pollutants to the environment. Oil and Grease Organics Approach Oxygen Demanding J ■. An effective spill response and control plan should include: - Spill/leak prevention measures; - Spill response procedures; - Spill cleanup procedures; - Reporting; and - Training • A well thought out and implemented plan can prevent pollutants from entering the storm drainage system and can be used as a tool for training personnel to prevent and control future spills as well. Pollution Prevention ■ Develop and implement a Spill Prevention Control and C A S Q A Response Plan. The plan should include: JEL.J California WASM - Stormwater IM Quality in Association Januy 273 California Stormwater HMP Handbook I of 7 ar Munidpal Nww.cabmphandbooks.com SC- 11 Spill Prevention, Control & Cleanup A description of the facility, the address, activities and materials involved - Identification ofkey-spill response personnel - Identification of the potential spill areas or operations prone to spills/leaks - Identification of which areas should be or are bermed to contain spills/leaks - Facility map identifying the key locations of areas, activities, materials, structural BMPs, etc. - Material handling procedures Spill response procedures including: - Assessment of the site and potential impacts - Containment of the material - Notification of the proper personnel and evacuation procedures - Clean up of the site - Disposal of the waste material and - Proper record keeping ■ Product substitution - use less toxic materials (i.e, use water based paints instead of oil based paints) • Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of materials that are brought into the facility or into the field. Suggested Protocols SpOlLeak,Prevention Measures ■ If possible, move material handling indoors, under cover, or away from storm drains or sensitive water bodies. • Properly label all containers so that the contents are easily identifiable. ■ Berm storage areas so that if a spill or leak occurs, the material is contained. ■ Cover outside storage areas either with a permanent structure or with a seasonal one such as a tarp so that rain can not come into contact with the materials. • Check containers (and any containment sumps) often for leaks and spills. Replace containers that are leaking, corroded, or otherwise deteriorating with containers in good condition. Collect all spilled liquids and properly dispose of them. 7 of 7 ;'aifo� ;a torsi nearer BNIF ndt;ock h,i zry 70G� M ll rdcipel wwsv.c=cM'-Jhar)OtOOks.corn, Spill Prevention, Control & Cleanup SC- 11 • ■ Store, contain and transfer liquid materials in such a manner that if the container is ruptured or the contents spilled, they will not discharge, flow or be washed into the storm drainage system, surface waters, or groundwater. r Place drip pans or absorbent materials beneath all mounted taps and at all potential drip and spill locations during the filling and unloading of containers. Any collected liquids or soiled absorbent materials should be reused/recycled or properly disposed of. ■ For field programs, only transport the minimum amount of material needed for the daily activities and transfer materials between containers at a municipal yard where leaks and spill are easier to control. r If paved, sweep and clean storage areas monthly, do not use water to hose down the area unless all of the water will be collected and disposed of properly. ■ Install a spill control device (such as a tee section) in any catch basins that collect runoff from any storage areas if the materials stored are oil, gas, or other materials that separate from and float on water. This will allow for easier cleanup if a spill occurs. ■ If necessary, protect catch basins while conducting field activities so that if a spill occurs, the material will be contained. Training ■ Educate employees about spill prevention, spill response and cleanup on a routine basis. i ■ Well-trained employees can reduce human errors that lead to accidental releases or spills: - The employees should have the tools and knowledge to immediately begin cleaning up a spill if one should occur. - Employees should be familiar with the Spill Prevention Control and Countermeasure Plan if one is available. ■ Training of staff from all municipal departments should focus on recognizing and reporting potential or current spills/leaks and who they should contact. • Employees responsible for aboveground storage tanks and liquid transfers for large bulk containers should be thoroughly familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be readily available. Spill Response and Prevention ■ Identify key spill response personnel and train employees on who they are. ■ Store and maintain appropriate spill cleanup materials in a clearly marked location near storage areas; and train employees to ensure familiarity with the site's spill control plan and/or proper spill cleanup procedures. ■ Locate spill cleanup materials, such as absorbents,where they will be readily accessible (e.g. near storage and maintenance areas, on field trucks). 37771 2003 _aIifcr aka stormwater BMP Handbook 3 of 7 Mu rkipaa1 www.cabmpha r.db^oks.cem SC- 11 Spill Prevention, Control & Cleanup • Follow fine Spill Frevencon Control and Countermeasure Plan if one is available. • If a spill occurs, notify the key spill rasponse personnel imrnediatelp. If the material is unknown or hazardous, the local fire department may also need to be contacted. ■ If safe to do so, attempt to contain the material and block the nearby storm drains so that the area impacted is minimized. If the material is unknown or hazardous wait for properly trained.personnel to contain the materials. • Perform an assessment of the area where the spill occurred and the downstream area that it could impact. Relay this information to the key spill response and clean up personnel. Spill Cleanup Procedures • Small non-hazardous spills - Use a rag, damp cloth or absorbent materials for general clean up of liquids - Use brooms or shovels for the general clean up of dry materials - If water is used, it must be collected and properly disposed of. The wash water can not be allowed to enter the storm drain. - Dispose of any waste materials properly - Clean or dispose of any equipment used to clean up the spill properly • Large non-hazardous spills - Use absorbent materials for general clean up of liquids - Use brooms, shovels or street sweepers for the general clean up of dry materials - If water is used, it must be collected and properly disposed of. The wash water can not be allowed to enter the storm drain. Dispose of any waste materials properly Clean or dispose of any equipment used to clean up the spill properly ■ For hazardous or very large spills, a private cleanup company or Hazmat team may need to be contacted to assess the situation and conduct the cleanup and disposal of the materials. • Chemical cleanups of material can be achieved with the use of absorbents, gels, and foarns. Remove the adsorbent materials promptly and dispose of according to regulations. ■ If the spilled material is hazardous, then he used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. Reporting • Report any spills immediately to the identified key municipal spill response personnel. 4 `' rsliFo:- 3MP H �,cbca'< n�i ry 7003 Ww,v.cabrr.,rF�zn�b�oks,com Spill Prevention, Control & Cleanup SC- 11 . ■ Report spills in accordance with applicable reporting laws. Spills that pose an immediate threat to human health or the environment must be reported immediately to the Office of Emergency Service (OES) ■ Spills that pose an immediate threat to human health or the environment may also need to be reported within 24 hours 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) ■ After the spill has been contained and cleaned up, a detailed report about the incident should be generated and kept on file (see the section on Reporting below). The incident may also be used in briefing staff about proper procedures Other Considerations ■ State regulations exist for facilities with a storage capacity of ro,000 gallons or more of petroleum to prepare a Spill Prevention Control and Countermeasure Plan (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, if permitted to do so, prohibiting any hard connections to the storm drain. Requirements Costs ■ 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 wastes, contaminated soil and water is very expensive Maintenance ■ This BMP 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 Supplemental Information Further Detail of the BMP Reporting Record keeping and internal reporting represent good operating practices because they can increase the efficiency of the response and containment of a spill. A good record keeping system helps the municipality minimize incident recurrence, correctly respond with appropriate containment and cleanup activities, and comply with legal requirements. 77, 2003 Califcmia Stcrnr',n,ater BMP Handbook Muniapal W1n11Af.cabmphandbooks.ccm SC- 11 Spill Prevention, Control & Cleanup A record keeping and reporting system should be set up for documenting spills,leaks, and other discharges,including discriarges of hazardous substances in reportable quantities. Incidem records describe the quality and quantity of non-stormwater discharges to the storm drain. 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. Excunples The City of Palo Alto includes spill prevention and control as a major element of its highly effective program for municipal vehicle maintenance shops. References and Resources Ding County Stormwater Pollution Control Manual -http://dnnmetrokc.gov/wlr dss span. t.m Orange County Stormwater Program htto:(/www.ocwatersheds.comstormwat��wp introduct on.asp of 7 caiifcmla Siormwater BMP Handoco,< Januar! 200; �liur.icipa! ,uwwa.rabrnpha ed'000ks.cc:r Spill Prevention, Control & Cleanup SC- 11 . San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) http://www p,rojecteleanwater.ore/ dpdf/f _Model%2oProgram%2oMunicinal%2oFacilities pdf January 2003 California Scorm'water BMF Handbook 7 of 7 Mun!cipal ww,fi.cabmphandbooks.cem i • Outdoor Loading/ Unloading SC-30 G� Objectives a "over `f a Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution 4.A'4C Description u_. ...._.. ._ .,,...._...._.. The loading/unloading of materials usually takes place outside Targeted Constituents on docks or terminals; therefore, materials spilled,leaked, or lost Sediment during loading/unloading may collect in the soil or on other Nutrients ✓ surfaces and have the potential to be carried away by stormwater runoff or when the area is cleaned. Additionally, rainfall may Trash wash pollutants from machinery used to unload or move Metals ✓ materials. Loading and unloading of material may include Bacteria package products,barrels, and bulk products. Implementation Oil and Grease ✓ of the following protocols will prevent or reduce the discharge of Organics ✓ pollutants to stormwater from outdoor loading/unloading of Oxygen Demanding ✓ materials. Approach Pollution Prevention ■ Keep accurate maintenance Iogs to evaluate materials removed and improvements made. ■ Park tank trucks or delivery vehicles in designated areas so that spills or leaks can be contained. • Limit exposure of materials with the potential to contaminate stormwater. ■ Prevent stormwater runon. • Regularly check equipment for leaks. CASaA CartforNa Stormwater Quallty Assocradon January 2003 California stormwater BMP Handbook 1 of 4 Municipal www,cahmphan(lbooks.com SC-30 Outdoor Loading / Unloading Suggested F'rotncols Leading and Unloading — General Guidelines • Develop an operations plan that describes procedures for loading and/or unloading. • Do not conduct fading and unloading during wet weather, whenever possible. • Cover designated loading/unloading areas to reduce exposure of materials to rain. • A seal or door skirt between delivery vehicles and building can reduce or prevent exposure to rain. + Design loading/unloading area to prevent stormwater runon which would include grading or terming the area, and positioning roof downspouts so they direct stormwater away from the loading/unloading areas. ■ If feasible, load and unload all materials and equipment in covered areas such as building overhangs at loading docks. Load/unload only at designated loading areas. • Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and.breaking connections. Several drip pans should be stored in a covered location near the liquid transfer area so that they are always available, yet protected from precipitation when not in use. drip pans can be made specifically for railroad tracks. Drip pans must be cleaned periodically, and drip collected materials must be disposed of properly. • Pave loading areas with concrete instead of asphalt. ■ Avoid placing storm drains in the area. • Grads and/or berm he loading/ unloading area to a drain that is connected to a dead-end sump. inspection • Check loading and -unloading equipment regularly for leaks, including valves, pumps, flanges and connections. • Look for dust or fumes during loading or unloading operations. Training • Train employees (e.& fork lift operators) and contractors on proper spill containment and cleanup. • Employees trained in spill containment and cleanup should be present during the loading/unloading. • Train employees in proper handling techniques during liquid transfers to avoid spills. 2 0- 4 _ >�ir.;rcok J Hoary 7003 Pl un la pal raw�n.raumpl;ar,d'cookstorr Outdoor Loading / Unloading SC-30 • Make sure forklift operators are property trained on loading and unloading procedures. Spill Response and Prevention • Refer to SC-ii, Spill Prevention, Control &,Cleanup • Keep your spill prevention Control and countermeasure (SPCC) Plan up-to-date, and implement accordingly. • Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. • Properly dispose of spill cleanup material. Other Considerations • Space, material characteristics and/or time limitations may preclude all transfers from being performed indoors or under cover. Requirements Costs ■ Should be low except when covering a targe loading/unloading area. 1lTaintenance • Conduct regular inspections and make repairs as 'necessary. The frequency of repairs � ill depend on the age of the facility. Check loading and unloading equipment regularly for leaks. ■ Regular broom dry-sweeping of area. • Conduct major clean-out of loading and unloading area and sump prior to October r of each year. Supplemental Information Further Detail of the BMP Special Circumstances for Indoor Loading/Unloading of Material; As appropriate loading or unloading of liquids should occur indoors so that any spills that are not completely retained can be discharged to the sanitary sewer, treatment plant, or treated in a manner consistent with local sewer authorities and permit requirements. • For loading and unloading tank trucks to above and below ground storage tanks, the following procedures should be used: - The area where the transfer takes place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. - Transfer area should be designed to prevent runon of stormwater from adjacent areas. Sloping the pad and using a curb, like a speed bump, around the uphill side of the transfer area should reduce run-on. Januar? 2003 C-alifornia st �mwater RMP Handbook } o;c Municip-! www.cabmpnandbooks.ccm SC-30 Outdoor Loading / Unloading Transfer area should be designed to prevent runoff of spilled liquids from the area. Sloping the area to a drain should prevent runoff. The drain should be connected to a dead-end sump or to the sanitary sewer (if allowed). A positive control valve should be installed on the drain. For Transfer from rail cars to storage tanks that must occur outside, use the following procedures: - Drip pans should be placed at locations where spillage may occur, such as hose connections, hose reels, and filler nozzles, Use drip pans when making and breaking connections. - Drip pan systems should be installed between the rails to collect spillage from tank cars. References and Resources http://www.stormwatercenter.net/ Ding County -ftp://dnr.metrokc.gov/wlr/dss/spcm/Chapter%203.PDF Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp—introduct.ion.asp San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URTMP) - bttp://wxA,w.proj ectcleanwater.org/p df/Model%2oPrograni%20MUniCipal%20Facilities.pdf of CaiiPo nia rorrr�n�ater [s nqP '�andboo!< January 2003 Mun1dp31 �ahmphsnd'ccol<y.� :n Waste Handling & Disposal SC-34 t Objectives over ■ Contain r Educate ■ Reduce/Minimize c■ ■ Product Substitution Description Improper storage and handling of solid wastes can allow toxic Targeted Constituents compounds, oils and greases, heavy metals, nutrients, suspended Sediment v ,% solids, and other pollutants to enter stormwater runoff. The Nutrients ✓ discharge of pollutants to stormwater from waste handling and Trash ✓ disposal can be prevented and reduced by tracking waste Metals ✓ generation, storage, and disposal; reducing waste generation and disposal through source reduction, re-use, and recycling; and Bacteria ✓ preventing runon and runoff. Oil and Grease ✓ Organics ✓ Approach Oxygen Demanding ✓ Pollution Prevention ■ Reduction in the amount of waste generated can be accomplished using the following source controls such as: - Production planning and sequencing - Process or equipment modification - Raw material substitution or elimination - Loss prevention and housekeeping - Waste segregation and separation - Close loop recycling ■ Establish a material tracking system to increase awareness about materia,' usage. This may reduce spills and minimizes contamination, thus reducing the amount of waste produced. C /q S Q A California ■ Recycle materials whenever possible. S t o rm er Qttaliry at As, =7 2003 California Stornwater BMP Handboak 1 of 5 Mumma! www.cabmpha ndbooks.com SC-34 Waste Handling & Disposal Suggested.Protocols Genera( ■ Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater runon and runoff with a berm. The waste containers or piles must be covered except when in use. ■ Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage. • Check storage containers weekly for leaks and to ensure that lids are on Lightly. Replace any that are leaking, corroded, or otherwise deteriorating. • Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a storm drain. • Dispose of rinse and wash waiver from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. ■ Transfer waste from damaged containers into safe containers. ■ Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss. Controlling Litter ■ Post"No Littering" signs and enforce anti-litter laws. • Provide a sufficient number of litter receptacles for the facility. • Clean out and cover litter receptacles frequently to prevent spillage. Waste Collection ■ Keep waste collection areas clean. ■ Inspect solid waste containers for structural damage or leaks regularly. Repair or replace damaged containers as necessary. ■ Secure solid waste containers; containers must be closed tightly when not in use. • Place waste containers under cover if possible. ■ Do not fill waste containers with washout water or any other Lquid. ■ Ensure that only appropriate solid wastes are added to the solid waste container. Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc. may not be of 5 Callft:rnii. Sro❑nziater BP9` Harid600;< 7ar.uary 2003 Munidp '. www.cabrnpnand�ocis.mm Waste Handling & Disposal SC-34 • disposed of in solid waste containers (see chemical/ hazardous waste collection section below). • Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Good Housekeeping is Use all of the product before disposing of the container. • Keep the waste management area clean at all times by sweeping and cleaning up spills immediately. ■ Use dry methods when possible (e.g. sweeping, use of absorbents)when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer., ■ Stencil storm drains on the facility's property with prohibitive message regarding waste disposal. Chemical/Hazardous Wastes ■ Select designated hazardous waste collection areas on-site. ■ Store hazardous materials and wastes in covered containers protected from vandalism, and . in compliance with fire and hazardous waste codes. Place hazardous waste containers in secondary containment. • Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. Runon/RunoffPrevention ■ Prevent stormwater runon from entering the waste management area by enclosing the area or building a berm around the area. ■ Prevent the waste materials from directly contacting rain. • Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene,polyurethane,polypropyleneor hypalon. ■ Cover the area with a permanent roof if feasible. ■ Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster. ■ Move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed. • Inspection January 2003 California stmmwater BMP Handbook 3 of Municipal www.cabmpnand000!<s.com SC- 34 Waste Handling & Disposal • Inspect 2nd replace faulty pumps or hoses regularly to minimize the potential of releases and spills. ■ Check waste management areas for leaking containers or spills. ■ Repair Leaking equipment including valves,lines, seals, or pumps promptly. Training ■ Train staff pollution prevention measures and proper disposal methods. ■ Train employees and contractors proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill if one should occur. ■ Train employees and subcontractors in proper hazardous waste management. Spill Response and Prevention • Refer to SC-1.1, Spill Prevention, Control & Cleanup. • Deep your Spill Prevention Control and countermeasure (SPCC)plan up-to-date, and implement accordingly. • Have spill cleanup materials readily available and in a known location. • Cleanup spills immediately and use dry methods if possible. • ■ Properly dispose of spill cleanup material. • Vehicles transporting waste should have spill prevention equipment that can prevent spills during transport. The spill prevention equipment includes: - Vehicles equipped with baffles for liquid waste - Trucks with sealed gates and spill guards for solid waste Other Considerations • Hazardous waste cannot be re-used or recycled; it roust be disposed of by a licensed hazardous waste hauler. Requirements Costs • Capital and operation and maintenance costs will vary substantially depending on the size of the facility and the types of waste handled. Costs should be low if there is an inventory program in place. RTain ten an.ce • None except for maintaining equipment for material tracking program. • q =f 5 r a 'e:r, Siorm�N r,r F,MP H ]"ruary 2UG3 Municipal www.�abrophandboc'<s.a:x Waste Handling & Disposal SC-34 Supplemental Information Further Detail of the BMP Land Treatment System ■ Minimize the runoff of polluted stormwater from land application of municipal waste on-site by: - Choosing a site where slopes are under 6%, the soil is permeable, there is a low water table, it is located away from wetlands or marshes, there is a closed drainage system. - .Avoiding application of waste to the site when it is raining or when the ground is saturated with water. - Growing vegetation on land disposal areas to stabilize soils and reduce the volume of surface water runoff from the site. - Maintaining adequate barriers between the land application site and the receiving waters. Planted strips are particularly good. - Using erosion control techniques such as mulching and matting, filter fences, straw bales, diversion terracing, and sediment basins. - Performing routine maintenance to ensure the erosion control or site stabilization • measures are working. References and Resources King County Stormwater Pollution Control Manual-http://dnr.metroke-gov/wlr/dss/Sl?cm.htm Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp—introduction.asp Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Associations (BASMAA). On-line: http:Z/www.basmaa.org • January 2003 California Stormnatea-Bi�1P Handbook 5 of 5 Municipal i • Safer Alternative Products SC-35 . Description Objectives Promote the use of less harmful products and products that — Educate contain little or no TMDL pollutants. Alternatives exist for most • Reduce/Minimize product classes including chemical fertilizers,pesticides, cleaning solutions,janitorial chemicals, automotive and paint ' Product Substitution products, and consumables (batteries, fluorescent lamps). Approach Pattern a new program after the many established programs around the state and country. Integrate this best management practice as much as possible with existing programs at your facility. Develop a comprehensive program based on: • The "Precautionary Principle," which is an alternative to the "Risk Assessment" model that says it's acceptable to use a potentially harmful product until physical evidence of its Targeted Constituents harmful effects are established and deemed too costly from an environmental or public health perspective. For instance, Sediment a risk assessment approach might say it's acceptable to use a Nutrients ✓ pesticide until there is direct proof of an environmental Trash impact. The Precautionary Principle approach is used to Metals ✓ evaluate whether a given product is safe,whether it is really Bacteria necessary, and whether alternative products would perform Oil and Grease just as well. ✓ Organics ✓ • Environmentally Preferable Purchasing Program to minimize the purchase of products containing hazardous ingredients used in the facility's custodial services, fleet maintenance, and facility maintenance in favor of using alternate products that pose less risk to employees and to the environment. • Integrated Pest Management (IPM) or Less-Toxic Pesticide Program,which uses a pest management approach that minimizes the use of toxic chemicals and gets rid of pests by methods that pose a lower risk to employees, the public, and the environment. It Energy Efficiency Program including no-cost and low-cost energy conservation and efficiency actions that can reduce both energy consumption and electricity bills, along with long-term energy efficiency investments. Consider the following mechanisms for developing and implementing a comprehensive program: VC11,i�fo,.n1a a A • Policies er cfatiotl 7anuary 2003 California Stormwater BMP Handbook Industrial anjJ :t or 5 Commerdaf Safer Alternative Products SC-35 • Some alternative products may be slightly more expensive than conventional products. Supplemental Information Employees and contractors / service providers can both be educated about safer alternatives by using information developed by a number of organizations including the references and resources listed below. The following discussion provides some general information on safer alternatives. More specific information on particular hazardous materials and the available alternatives may be found in the references and resources listed below. • Automotive products — Less toxic alternatives are not available for many automotive products, especially engine fluids. But there are alternatives to grease lubricants, car polishes, degreasers, and windshield washer solution. Rerefined motor oil is also available. • Vehicle/Trailer lubrication — Fifth wheel bearings on trucks require routine lubrication. Adhesive lubricants are available to replace typical chassis grease. • Cleaners —Vegetables-based or citrus-based soaps are available to replace petroleum-based soaps/detergents. • Paint products —Water-based paints, wood preservatives, stains, and finishes are available. • Pesticides — Specific alternative products or methods exist to control most insects,fungi, and weeds. ■ Chemical Fertilizers — Compost and soil amendments are natural alternatives. • Consumables —Manufacturers have either reduced or are in the process of reducing the amount of heavy metals in consumables such as batteries and fluorescent lamps. All fluorescent lamps contain mercury, however low-mercury containing lamps are now available from most hardware and lighting stores. Fluorescent lamps are also more energy efficient than the average incandescent lamp. ■ Janitorial chemicals — Even biodegradable soap can harm fish and wildlife before it biodegrades. Biodegradable does not mean non-toxic. Safer products and procedures are available for floor stripping and cleaning, as well as carpet, glass, metal, and restroom cleaning and disinfecting. Examples There are a number of business and trade associations, and communities with effective programs. Some of the more prominent are listed below in the references and resources section. References and Resources Note: Many of these references provide alternative products for materials that typically are used inside and disposed to the sanitary sewer as well as alternatives to products that usually end up in the storm drain. i January 2003 California Stormwater B'MP Handbook Industrial and Commercial 3 of 5 WWW-cabmphandbooks.com i Safer Alternative Products SC-35 Dioxins Bay Area Dioxins Project (http://dioxin,a.bag.ca.gov/) i January 2003 California Stormwater BMP Hzndbook of 5 industrial and Commercial Ihww.::abmonanr'.h."I" --- Building & Grounds Maintenance SC-41 Objectives a Cover • Contain te�ta, s 4+,7. a Educate a Reduce/Minimize s,r y,e a Product Substitution ti 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, and abnormal pH. Utilizing the following protocols will Metals ✓ • prevent or reduce the discharge of pollutants to stormwater from Bacteria building and grounds maintenance activities by washing and Oil and Grease cleaning up with as little water as possible,following good Organics landscape management practices,preventing and cleaning up Oxygen Demanding J spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach .Pollution Prevention • Switch to non-toxic chemicals for maintenance when possible. • Choose cleaning agents that can be recycled. • Encourage proper lawn management and landscaping, including use of native vegetation. • Encourage use of Integrated Pest Management techniques for pest control. • Encourage proper onsite recycling of yard trimmings. • Recycle residual paints, solvents, lumber, and other material as CA S QA much as possible. califomia Stormwater Quality Association Jan!ary 2003 lir.lrnia StorM Nate- BMP Handbook Munidpal SC-41 Building & Grounds Maintenance Suggested Protocols . Pressure Washing of Buildings, Rooftops, and Other Large Objects ■ In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a waste water 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 water 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 he 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 much as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Ensure that this practice does not kill grass. Landscaping Activities • Do not apply any chemicals (insecticide, herbicide, or fertilizer) directly to surface waters, unless the application is approved and permitted by the state. ■ 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. ■ Check irrigation schedules so pesticides will not be washed away and to minimize non- stormwater discharge. 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 paint brushes 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 recycting or proper disposal. 2 of 5 California 8tormwa-e ,yp H{',-dbook Janua;�; �OC3 Municioa www.ca bm p ha nd'000<,s.Com Building & Grounds Maintenance SC-41 . ■ Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. 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. ■ 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. In which case you should direct the water through hay bales and filter fabric or use other sediment filters or traps. • Store toxic material under cover with secondary containment 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 or mechanical 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. ■ Follow manufacturers' recommendations and label directions. Pesticides must never be applied if precipitation is occuring or predicted. Do not apply insecticides within too feet of surface waters such as lakes, ponds, wetlands, and streams. • Use less toxic pesticides that will do the job,whenever possible. 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. r Employ techniques to minimize off-target application (e.g. spray drift) of pesticides, including consideration of alternative application techniques. January 200: Calircrnia Stormm+ater HMP Handbaok 3 of S Municipal WMA; SC-41 Building & Grounds Maintenance • Apply pesticides only when , nd speeds are low. • Work fertilizers into the soil rather than dumping or broadcasting them 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. ■ 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 from 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 use of pesticides 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 Preven.tion • Refer to SC-n, Spill Prevention, Control &Cleanup ■ Keep your Spill Prevention Control and countermeasure (SPCC) plan up-to-date, and implement accordingly. • Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. Other Considerations • Alternative pest/weed controls may not be available, suitable, or effective in many cases. 4 0Caufo:-o.ia Stcrmnw ter BMP Handbook, lanuary 2003 Mirtidpal ww�m.cabn'iphar.d hooks,con Building & Grounds (Maintenance SC-41-- Requirements Costs ■ Overall costs should be low in comparison to other BMPs. Maintenance Sweep paved areas regularly to collect loose particles, and wipe up spills with rags and other absorbent material immediately, do not hose down the area to a storm drain. 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. There 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,between flushes and 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 http:Z/www.swrrb.ca.govZnps/index.htm] King County -ftp://dnr.metroke.gov/wlr/dss/spem/Chapter%2o3.PDF Orange County Stormwater Program http://www.oewatersheds.com/StormWater/swp—introduction.asp Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASSMA)http:/Zwww.basmaa.org/` Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA)http://www.basmaa ore/ San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) - http://www.projectcleanwater.org/pdf/Model%2oProgram'/o2oMunicipal%2oFacilities.pdf January 2003 California st:ormwater 6MP Handbook 5 of 5 Municipal wwvr.cabmphandbccks.cnm Drain Insert MP-52 General Description Maintenance Concerns, Objectives, and Goals Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of ■ Sediment Removal inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag"is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. Inspection/Maintenance Considerations - Targeted Constituents Washout problems increase with rain intensity. Susceptibility of w. accumulated sediments to be re-suspended at low flow rates, can ✓ Sediment be corrected with an energy dissipater between gate and ✓ Nutrients treatment areas. ✓ Trash ✓ Metals Bacteria ✓ Oil and Grease Inspyection Activities Suggested ✓ Organics +" _Frequency Removal Effectiveness ■ Inspect for sediment buildup and proper At the beginning of the See New Development and functioning. wet season and after Redevelopment Handbook-Section 5. significant storms ■ Verify that stormwater enters the unit and After construction. does not leak around the perimeter. -Maintenance Activities Suggested Frequency ■ Remove sediment as needed. At the beginning of the wet season and as necessary % ATtion January 2003 Cali`ornia stormwater 3MP Handbook I of 1 Industrial and Commercial www.cabmphandbooks.com s • • Parking/Storage Area Maintenance . SC-43 Objectives .. ., � a ■ Cover ■ Contain ■ Educate +i ■ Reduce/Minimize n.„ � ■ Product Substitution Targeted Constituents Description - -• Sediment V Parking lots and storage areas can contribute a number of Nutrients J substances, such as trash, suspended solids,hydrocarbons, oil Trash and grease, and heavy metals that can enter receiving waters through stormwater runoff or non-stormwater discharges. The Metals ,/ 0 following protocols are intended to prevent or reduce the Bacteria ,/ discharge of pollutants from parking/storage areas and include Oil and Grease V using good housekeeping practices, following appropriate Organics V cleaning BMPs, and training employees. Oxygen Demanding Approach 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. Suggested Protocols General • Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. • Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. A S QA • Utilize sand filters or oleophilic collectors for oily waste in low ea lfvDrn concentrations. Stormwater nuality Association January 2003 California Stormwater 6MP Handbook 1 of 4 Municipal SC-43 Parking / Storage Area Maintenance • Arrange rooftop drains to prevent drainage directly -onto paved surfaces. • Design lot t-o include semi-permeable hardscape. Controliin_g 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 or vacuuming) to prevent the discharge of pollutants into the stormwater conveyance system. • 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. • If water is used follow the procedures below: - Block the storm drain or contain runoff. - Wash water should be collected and pumped to the sanitary sewer or discharged to a pervious surface, do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. • When cleaning heavy oily deposits: - Use absorbent materials on oily spots prior to sweeping or washing. - Dispose of used absorbents appropriately. Surface Repair ■ Pre-heat, transfer or load hot bituminous material away from sterni drain inlets. • Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form contacting storynvater runoff. • Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc.,where applicable. Leave rovers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. 7 oT 4 CaIifor. i ,tormw ter jj,4p It i Jbook P nJ�ry ?C;;3 VJW W.lB hfhpYl�f1��006.G?C� Parking /Storage Area Maintenance SC-43 ■ 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 the parking facilities and stormwater conveyance systems associated with them 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 • Refer to SC-i1, Spill Prevention, Control & Cleanup. ■ Keep your Spill Prevention Control and countermeasure (SPCC)plan up-to-date, nad implement accordingly. ■ Have spill cleanup materials readily available and in a known location. ■ Cleanup spills immediately and use dry methods if possible. • Properly dispose of spill cleanup material. 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. 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 to minimize cleaning with water. • Clean out oil/water/sand separators regularly, especially after heavy storms. ■ Clean parking facilities on a regular basis to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. January 2003 -afflomi, Stor:-nwater Bi;P Handbook 3 of 4 Mun!aoal SC-43 Parking / Storage Area Maintenance Supplemental Information Further Detail of the BMP Surface Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form 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 until 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. References and Resources http://www.stormwatereenter.net/ California's Nonpoint Source Program Plan http://www.swrcb ca.govZnps/index.htnal Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary,Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast:Regional Water Quality control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp_introduction.asp Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998• Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA)http://www.basma.org San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) http://wwwprojecteleanwater.org/pdf/Model%/ oPro aram%2oMumcipal%2oFacilities.pdf °f`� Caliie rn ra �tcrmWatsr J3MP FL.^dhcok January )0 0 3 M1niUpal W'N W.CB9q?p fi3 f:�JpJ�<S.C(]i i r Drainage System Maintenance SC-44 Objectives V Cover c Contain y — a Educate c Reduce/Minimize i l Description As a consequence of its function, the stormwater conveyance Targeted Constituents System collects and transports urban runoff and stormwater that Sediment may contain certain pollutants. The protocols in this fact sheet Nutrients are intended to reduce pollutants reaching receiving waters Trash through proper conveyance system operation and maintenance. Metals . Approach Bacteria Pollution Prevention Oil and Grease Maintain catch basins, stormwater inlets, and other stormwater Organics conveyance structures on a regular basis to remove pollutants, reduce high pollutant concentrations during the first flush of storms, prevent clogging of the downstream conveyance system, restore catch basins' sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding. Suggested Protocols Catch Basins/Inlet Structures ■ Staff should regularly inspect facilities to ensure compliance with the following: - Immediate repair of any deterioration threatening structural integrity. - Cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard. — Stenciling of catch basins and inlets (see SC34 WasteC A S Q A Handling and Disposal). California Stormwater Quality Association January 2003 California Stormwater BMP Handbook Industrial and Commercial 1 of 6 wwwcab,-npha ndbcoks.corn Prainage System Maintenance SC-44 - Are there any odors associated with the drainage system? - Record locations of apparent illegal discharges/illicit connections? - Track flows back to potential dischargers and conduct aboveground inspections. This can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection. - Eliminate the discharge once the origin of flow is established. ■ 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 next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. ■ Refer to fact sheet SC-10 Non-Stormwater Discharges. Illegal Dumping ■ Inspect and clean up hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs. ■ Establish a system for tracking incidents. The system should be designed to identify the following: - Illegal dumping hot spots - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping(abandoned containers, "midnight dumping"from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties ■ Post "No Dumping" signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. • Refer to fact sheet SC-10 Non-Stormwater Discharges. lra irtirtg ■' Train crews in proper maintenance activities, including record keeping and disposal. ■ Allow only properly trained individuals to handle hazardous materials/wastes. ■ Have staff involved in detection and removal of illicit connections trained in the following: OSHA-required Health and Safety Training (29 CFR 1910.120)plus annual refresher training (as needed). ]anuary 2f o3 California Stormwater BMP hand'000k Industrial and 3 of o Commercial Www_rahr.,.,ti,.,a�,.._i,_ __ Drainage System Maintenance SC-44 Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary. Maintenance • Two-person teams may be required to clean catch basins with vactor trucks. • Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system. ■ Arrangements must be made for proper disposal of collected wastes. ■ Technical staff are required to detect and investigate illegal dumping violations. Supplemental Information .Further Detail of the BMP Storm Drain Flushing Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as an open channel, another point where flushing will be initiated, or the sanitary sewer and the treatment facilities,thus preventing resuspension and overflow of a portion of the solids during storm events. Flushing prevents "plug flow"discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging. Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment. To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters. It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75� for organics and 55-65/o for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm sewer flushing. January 2,03 California St o rrr.water BMP Hand Souk 5 of 5 Industrial and Cammerciaf www.cabmphandbooks.roR, i • Vegetated Swale TC-30 Y} Design Considerations" ■ FintautaryArea ,; ■ Area Required { 0;= n i'" ,�� Ir'°`. % ■ Slope ■ Water Availability ;w 1� t Description Vegetated swales are open, shallow channels with vegetation _m-e• - ___- covering the side slopes and bottom that collect and slowly Targeted Constituents convey runoff flow to downstream discharge points. They are ✓ Sediment 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. ✓ ,Metals A. They trap particulate pollutants (suspended solids and trace V Bacteria • metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a ✓ Oil and Grease �. stormwater drainage system and can replace curbs, gutters and ✓ Organics storm sewer systems. Legend (Removal Effectiveness) California Experience • Low a High Caltrans constructed and monitored six vegetated swales in ♦ Medium southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about to inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages • If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. /� S Q /q -California Stormwater Ctuattty Association lanuan7 7003 California Stormwater BmP Handbook 1 of 13 New Development 2nd Redevelopment TC- 30 Vegetated Swale ■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations • Can be difficult to avoid channelization. • May not he appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a very large drainage area. Large areas maybe divided and treated using multiple swales. ■ A thick vegetative cover is needed for these practices to function properly. ■ They are impractical in areas with steep topography. ■ They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. ■ In some places, their use is restricted bylaw: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properly maintained than other treatment &MPs. Design and Sizing Guidelines • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that. the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. • Swales constructed io cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing,plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width of the Swale should be determined wing Manning's Equation using a value of 0.25 for Manning's n. e c ca!:fornia torrnwatOMP Hanrihooi )e":nary 2003 New Cevelopmen[ and Redevelopment www.ca t:mphantf 7oc Ks.ccm Vegetated Swale TC-30 Construction/Inspection Con.siderations ■ Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. ■ Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. ■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. ■ Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked it storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd)were reduced by approximately 5o percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table r). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment TC- 30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data - Removal Efficiencies (%Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 grassed channel Seattle Metro and Washington 60 Department of Ecology 1992 45 - -25 2-16 -25 (grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 29 - -25 46-73 -25 grassed channel Wang et al., t981 80 - - 70-80 - dry Swale Dorman et al., 1989 98 18 45 37-81 T dry swale Harper, 1988 87 83 84— 80 88-90 dryswale IKercher et al.,1983 99 99 99 99 99 dry swale lHarper, 1988. 8�39 52 37-69 - wet Swale Koon,19959 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1088; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Scheeler et a1., 1992). In general, swales can be used to serve areas of less than to acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et at, 1996)• Selection Criteria (NUFCOG, 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres ■ Availability of water during dry periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are eilective. at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods,but maybe necessary only to prevent the vegetation from dying. 4 of 13 CO fli'Ma Stormvuater 6M? Handbook )aauary 7003 Ncw Ueve;oprnant and G:edeveiopmen± ww•N.rabmphandbooks.o-�rr, Vegetated Swale TC-30 . The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for Swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported.Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000)has shown mowing frequency or grass height has little or no effect on pollutant removal. Sumrnary of Design Recomrnendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least to minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than too feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the too-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff(other than necessary irrigation) during the period of vegetation January 2oo3 California stormwater BmP Flandbook New Development and Redevelopment 5 of 13 WW'N.Cabmohandhnn!tc rnm TC-30 Vegetated Swale establishment where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated Swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained,vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense,healthy grass cover. Maintenance activities should include periodic mousing (with grass never cut shorter than the design flow depth), weed control,watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the Swale. 'Phe application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: • ■ Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule surnmer maintenance and before major fall runoff to be sure the Swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The Swale should be checked for debris and litter, and areas of sediment accumulation. ■ (mass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection,but litter should always be removed prior to mowing. ■ Sediment accumulating near culverts and in channels should be removed when it builds up to yg mm (3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 5 rf 12 Calfa'-Ma stormwater tiMP I-iand000'; lar.,nry 2003 Nc-w Development and Reoavelopment ww�rc.cabmphand boo!<s.com Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2.This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices.A more realistic estimate would be a total cost of approximately $0.50 per ft2, which compares favorably with other stormwater management practices. • January 2003 California Stcrmwater BMP Handbook 7 of 13 New Development and Redevelopment www.cahrlDhandbooks.com TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unt(Cost Total Cost Component Unit Extent Low Moderate High Low Moderate High Mobil¢ahon t Swale 1 $107 $274 $441 $107 $274 $441 Demobi liza tion-Lig h t Site Preparation Cloaring°............_.. Acre 0.5 $2,200 $3.600 $5,400 $1,100 $1,900 $2700 Grubbing......_...... Acro 0.25 $3.800 $5,200 $6,600 $950 $1,300 $1,650 General E.rLavatiortJ.. Yd' 372 $2.10 $3.70 $.5.30 $761 $1,376 $1,972 ....._... Love!and Till'......., Yd2 1,210 $0.20 $0.35 $0.50 $242 $424 $605 Sites Development Salvaged Topsoil Seed. and Mulch".. Yd2 1,210. $0.40 $1.00 $1.60 $464 $1,210 $1,936 Soda...... ........__... Yd2 1,210 $1.20 $2.40 $3.60 $1,452 $2,904 $4,356 Subtotal -- _ $5,116 $9,366 $13.660 Contingencies Swale 1 25% 25% 25% $1,279 $2,347 $3,415 Tom _ $6,395 $11735 $17,075 Source:(SEVVRPG, 1991) __ — -- Note:Motlilizauodoernobilization refers to the organizatim and planning involved in establishing a vegeDa6ve swaie. "Swale nas a bottom width of LO foot,a top width of 10 feet with 1:3 side slopes, and a 1,000-foot length *Area cleared =(lop width+ 10 feet)x Swale length. `Area grubbed =(tap width x Swale length). 'Volume excavated=(0,67 x top width x Swale depth)x Swale length(parabolic cross-sectlon). Area tilled=(top width + 6(swale depth?)x Swale length(parabolic cross-section). 3(top width) `Area seeded =area cleared x 0,5. 1 Area sodded=area cleared x 0.5. 3 of 1.3 California Stormwater BMP Handbook )anuary 200.3 New Development and Redevelopment www.cab inpharidbooks.corn • 0 Is Agetated Swale TC-30 Table 3 Estimated Maintenance Costs (SEWRPC, 1991) Swale Size (Depth and Top Ndth) Component Unit Cost 1.5 Foot Depth,One- 3-Foot Depth, 3-Foot Comment Foot Bottom Width, Bottom Wldth,21-Foot 10-Foot Top Width Top Width Lawn Mowing $0.8511,000ft=lmowing $0.14tlinear foot $0.21 f linear foot Lawn maintenance area-ffop width+l0feeQxlength. Mow eight times per year General Lawn Caro $9.00 11.000 ft2l year $0.1811inearfoot $0.281linear foot Lawn maintenance area=pop width+ 10 foot)x length Swale Debris and Utter $0.10/linear foot/year $0.10 flinger foot $0.101linear foot Removal Grass Raseeding with $0.30lyd' $0.01/linearfoot $0.011 linear foot Area revegetatedequals1% Mulch and Fertilizer of lawn maintenance area per year Program Administration and $0.151fineartootlyear, $0.151finearfoot $0.1511inearfoot Inspect fourtimesparyeer Swale Inspection plus$251Inspection That -- W5818naarfoot $0.751finaarfoot _ January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Maintenance Cost • Caltrans (20o2) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost For the water quality component Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff,"ASCE Journal of Environmental Engineering,Vol. red, No. 11,pp. 1121-1128. Brown, W., and T. Schueler, 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL,by the Center for Watershed Protection, Ellicott.City, MD. Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report . to Ring County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1.989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration,Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle,WA. Harper, FL 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL,by Environmental Research and Design, Inc., Orlando, FL. Kercher,W.C., J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koou, J. 1995. Evaluation of Water Quality Ponds and Swales in theTssaquahlEast Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, W.A. Metzger, M. R., D. F. Messer; C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. . Stormwater 3(2): 24-39-Oakland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater:7MP Handbook January 2003 New Cevelopmeni and redevelopment xww_::abmpnandboo!cs.com Vegetated Swale TC-30 . through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC,by the Occoquan Watershed Monitoring Laboratory, Manassas,VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schucler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383• Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle,WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures.Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832-F-99-oo6 http://www.epa.gov/owm/mtb/vegswale odf, Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995,Highway Runoff Manual, Washington State Department of Transportation, Olympia,Washington. Welborn, C., and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004.. U.S. Geological Survey, Reston,VA. Yousef,Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, .FL. Yu, S., S. Barnes, and V. Gerde. 1993• Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council, Charlottesville,VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual. www.mde.state.riid.us/environment/wmalstormwatermanual. Accessed May 22, 2001. • Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. ]anuary 2003 Calitornia Stormwater BMP Handbook 11 of 13 New Development and Rnoevelopment TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992, Biofiltration Swale Performance.. Recommendations and Design Considerations. Publication No, 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993, Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-B-92-002, U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WM ). 1997. Operation, Maintenance, and Management of Stormwa ter Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. rJ of 1-' raklorria �tormwater BMP Handbook l-:ncary 2003 New Development and kedevebpment w•onK.cabmphandbocks.com Vegetated Swale TC-30 �Da s { Provide for scour (a) Cross section Of$Wait with check dam. protectiMt. L j 'we Notation: L =Lenpth of bwalt impoundment area per check dam(h) fh) Dimensional view nrsuele im undment arta. Dy c Depth of chock dam(ft) fa Ss =Bottom slpa at$wait(flt) W =Top width O Clunk dam( , We =Bottom width of check dam(fti Ztta=Ratio of horizontal to vortical change in swine aide spot(ni ]dnuary 2003 California Storrnwater BMP Handbook 13 of 13 N'ew Development and Redevelopment i Media Filter MP-40 General Description Maintenance Concerns, i Objectives, and Goals Stormwater media filters are usually two-chambered including a �— pretreatment settling basin and a filter bed filled with sand or ■ Pollutant Breakthrough other absorptive filtering media. As stormwater flows into the ■ Clogged of Sand Media first chamber, large particles settle out, and then finer particles ■ Trash and Debris Accumulation and other pollutants are removed as stormwater flows through the filtering media in the second chamber. There are currently three manufacturers of stormwater filter systems. Two are similar in that they use cartridges of a standard size. The cartridges are placed in vaults; the number of cartridges a function of the design flow rate. The water flows laterally(horizontally) into the cartridge to a centerwell, then downward to an underdrain system. The third product is a flatbed filter, similar in appearance to sand filters. Inspection/Maintenance Considerations Media filters may exhibit decreased effectiveness after a few years of operation, depending on the activities occurring in the Targeted Constituents drainage area. Media filters clog easily when subjected to high ✓ Sediment - sediment loads. Sediment reducing pretreatment practices, such ✓ Nutrients as vegetated buffer strips or vegetated swales,placed upstream of ✓ Trash the filter should be maintained properly to reduce sediment ✓ Metals loads into filter. Media filters can become a nuisance due to / Bacteria mosquito or midge breeding if not properly designed and / Oil and Grease maintained. Installations should dewater completely (recommended 72 hour or less residence time)to prevent ✓ Organics creating mosquito and other vector habitats. Maintenance ✓ Oxygen Demanding efforts will need to focus on basic housekeeping practices such as Removal Effectiveness removal of debris accumulations and vegetation management (in See New Development and filter media) to prevent clogs and/or pods of standing water. To Redevelopment BMP Handbook- minimize the potential for clogging, frequent maintenance and Section 5. inspection practices are required. Waste sand, gravel, filter cloth, or filter media must be disposed of properly and in accordance with all applicable laws. Cwsna California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 3 Municipal WWwr.h11h11H , 1, MP-40 Media Filter 1; " Su.99estedt; Inspect�onActivit�es Frequency . • During the first year of operation,inspect chambers quarterly to ensure that the system is Post construction functioning properly. ■ Inspect sand filters after every major storm in the first few months a_rter construction,to ensure that the system is functioning properly. • Ensure that filter surface,inlets, and outlets are clear of debris. Quarterly,and after ■ Ensure that the contributing area is stabilized and mowed,with clippings removed. major storms ■ Check to ensure that the filter surface is not clogging. ■ Ensure that activities in the drainage area minimize oil/grease and sediment entry to the system. • Inspect the facility once during the wet season after a large rain event to determine whether the facility is draining completely within 92 hr. • Inspect for standing water,sediment,trash and debris,structural damage,and to identify Semi-annual potential problems. ■ Check to see that the filter bed is clean of sediments and the sediment chamber contains Annual no more than six inches of sediment. • Make sure that there is no evidence of deterioration of concrete structures. • Inspect grates(if used). ■ Inspect inlets,outlets, and overflow spillway to ensure good condition and no evidence of erosion. ■ Ensure that flow is not bypassing the facility. ■ Ensure that no noticeable odors are detected outside the facility. Maintenance Activities-' Sug9esied, ' - Frequency ■ Remove trash and debris from the sedimentation basin(Austin design), the riser pipe, Frequently and the filter bed as needed. (as needed) • Prevent grass clippings from,washing into the filter. • Remove trash from inlet grates to maintain the inflow capacity of the media filter. ■ Upstream vegetation should be maintained as needed. • Clean filter surface semiannually;or more often if watershed is excessively erosive. Sem_annual • Replace sorbent pillows(Multi-Chamber Treatment Train only). ■ Repair or replace any damaged structural parts. Annual • Stabilize any eroded areas. ■ Remove accumulated sediment in the sedimentation chamber every to years or when the As needed sediment occupies ro-2o%of the basin volume or accumulates to a depth of six inches, whichever is less. • Remove top z in.of media filter and landfilliffacffity drain time exceeds ye hr. Restore media depth to,8 in.when overall media depth drops to rz in.). 7 o. CeE;tOMPa Stcrmwate, BMP Handbook Ww'F.caomofiandboo!<s.Ccfn Media Filter MP-40 References Metropolitan Council, Urban Small Sites Best Management Practices Manual. Available at: http://www.metrocouneil.org/environment/Watershed/BMP/manual.htm U.S. Environmental Protection Agency, Post-Construction Stormwater Management in New Development&Redevelopment BMP Factsheets. Available at: http:/lwww 2fpub epa gov/npdes/stormwater/menuofbmps/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 Municipal WWW Drain Insert MP-52 General Description Maintenance Concerns, Objectives, and Goals Drain inserts are manufactured filters or fabric placed in a drop - inlet to remove sediment and debris. There are a multitude of ■ Sediment/Debris Removal inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. Inspection/Maintenance Considerations Targeted Constituents Washout problems increase with rain intensity. At low flow rates, energy dissipater between gate and treatment areas can ✓ Sediment minimize re-suspension of accumulated sediment. ✓ Nutrients ✓ Trash evIr c�2 a +cu d 4s r „ s a: M� ✓ Metals Litspec�ion ctFwties;, ,&�� F„ 4 >�q � ;1 Bacteria 61�'L'�'��5r�u���'�`�;�'k.�i��? �+L`'�w,s�'.�'y�»''jf't'�y�,�'�a�.�^�iv:'y���t « � -.g9�► a",. ✓ ■ Inspect for sediment buildup and proper At the beginning of the Oil and Grease ! ✓ Organics functioning. j wet season and after significant storms ✓ Oxygen Demanding ■ Verifythat stormwater enters the unit and Removal Effectiveness After construction. does not leak around the perimeter. See New Development and Redevelopment BMP Handbook- Section 5. ■ Remove sediment as needed. ? At the beginning of the wet season and as necessary MCA SQA California Starmwafer Quality Association January 2003 California Stormwater BMP Handbook 1 of I m ulnicipa! vAr^wabmunandbooks.com i • Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix E Soils Report • 05/22/07 ® INLAND INC. Geotechnical, Environmental, and Material Testing Consultants PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED REDHAWX TIRE STORE AND SELF-SERVE CAR WASH MARGARITA ROAD AND DE PORTOLA ROAD IN THE CITY OF TEMECULA RIVERSIDE COUNTY, CALIFORNIA Project No. 104561-10 Dated:September 15, 2004 Prepared For: Ms. Tawnma McMacken HERRON+R UMANSOFF ARCHITECTS 530 Saint Johns Place Hemet, California 92543 41531 Date Street• Murrieta • CA 92562-7086 • Office (951) 461-1919• Fax (951)461-7677 INLAND. INC. Geotechnical, Environmental, and Material Testing Consultants September 15, 2004 Project No. 104561-10 Ms. Tawnma McMacken HERRON+R UMANSOFF ARCHITECTS 530 Saint Johns Place Hemet, California 92543 Subject: Preliminary Geotechnical Investigation for the Proposed Redhawk Tire Store and Self-Serve Car Wash, Margarita Road and De Portola Road in the City of Temecula, Riverside County, California LGC Inland, Inc. (LGC) is pleased to submit herewith our geotechnical investigation report for the parcel, located at Margarita Road and De Portola Road, in the City of Temecula, County of Riverside, California. This work was performed in accordance with the scope of work outlined in our proposal, dated July 29, 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. It has been a pleasure to be of service to you on this project. Should you have any questions regarding the content of this report or should you require additional information, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGC INLAND, INC. Mark Bergmann RECEIVE President APR 0 9 2007 CW/TP/SMP/jn HERRON + RUMANSOFF Distribution: (6) Addressee ARCHITECTS INC. 41531 Date Street • Murrieta • CA 92562-7086 • Office (951)461-1919• Fax (951) 461-7677 TABLE OF CONTENTS Section pane 01.0 INTRODUCTION........................................................................................................................................ I 1.1 Purpose and Scope of Services ............................................................................................................... 1 1.2 Location and Site Description................................................................................................................. 1 1.3 Proposed Development and Grading...................................................................................................... 3 2.0 INVESTIGATION AND LABORATORY TESTING .................................................................................... 3 2.1 Field Investigation .................................................................................................................................. 3 2.2 Laboratory Testing.................................................................................................................................. 3 2.3 Aerial Photograph Interpretation ...........................................................................................................4 3.0 FINDINGS..................................................................................................................................................4 3.1 Regional Geologic Setting.......................................................................................................................4 3.2 Local Geology and Soil Conditions........................................................................................................4 3.3 Groundwater........................................................:..................................................................................4 3.4 Faulting................................................................................................................................................... 6 3.5 Landslides ............................................................................................................................................... 6 4.0 CONCLUSIONS AND RECOMMENDATIONS.........................................................................................6 4.1 General....................................................................................................................................................6 4.2 Earthwork................................................................................................................................................6 4.2.1 General Earthwork and Grading Specifications ............................................................................6 4.2.2 Clearing and Grubbing...................................................................................................................6 4.2.3 Excavation Characteristics............................................................................................................. 7 . 4.2.4 Groundwater................................................................................................................................... 7 4.2.5 Ground Preparation —Fill Areas.................................................................................................... 7 4.2.6 Disposal of Oversize Rock .................................................................................... ....................... 7 4.2.7 Fill Placement................................................................................................................................. 7 4.2.8 Import Soils for Grading................................................................................................................. 8 4.2.9 Cut/Fill Transition Lots .................................................................................................................. 8 4.2.10 Shrinkage, Bulking and Subsidence................................................................................................ 8 4.2.11 Geotechnical Observations............................................................................................................. 8 4.3 Post Grading Considerations.................................................................................................................. 9 4.3.1 Slope Landscaping and Maintenance ............................................................................................. 9' 4.3.2 Site Drainage .................................................................................................................................. 9 4.3.3 Utility Trenches............................................................................................................................... 9 5.0 SEISMIC DESIGN CONSIDERATIONS .................................................................................................. 10 5.1 Ground Motions...............:.................................................................................................................... 10 5.2 Secondary Seismic Hazards.................................................................................................................. 11 5.3 Liquefaction .......................................................................................................................................... 11 6.0 TENTATIVE FOUNDATION DESIGN RECOMMENDATIONS............................................................. 12 6.1 General.................................................................................................................................................. 12 6.2 Allowable Bearing Values..................................................................................................................... 12 6.3 Settlement.............................................................................................................................................. 12 6.4 Lateral Resistance................................................................................................................................. 12 6.5 Footing Observations............................................................................................................................ 13 . 6.6 Expansive Soil Considerations.............................................................................................................. 13 6.7 Low Expansion Potential (Expansion Index of 21 to 50)...................................................................... 13 6.7.1 Footings ........................................................................................................................................ 13 6.7.2 Building Floor Slabs ..................................................................................................................... 14 6.8 Post Tensioned Slab/Foundation Design Recommendations................................................................ 14 6.9 Corrosivity to Concrete and Metal ............................................................................ .......................... 16 6.10 Structural Setbacks................................................................................................................................ 16 7.0 RETAINING WALLS................................................................................................................................. 16 7.1 Active and At-Rest Earth Pressures...................................................................................................... 16 7.2 Drainage ............................................................................................................................................... 16 7.3 Temporary Excavations ........................................................................................................................ 17 7.4 Wall Backfill.......................................................................................................................................... 17 8.0 CONCRETE FLA TWORK......................................................................................................................... 17 8.1 Thickness and Joint Spacing................................................................................................................. 17 8.2 Subgrade Preparation........................................................................................................................... 17 9.0 PRELIMINARY ASPHALTIC CONCRETE PAVEMENT DESIGN.......................................................... 17 10.0 GRADING PLAN REVIEW AND CONSTR UCTION SER VICES............................................................. 18 11.0 INVESTIGATION LIMITATIONS............................................................................................................. 19 Attachments: Figure 1 -Site Location Map (Page 2) Figure 2-Regional Geologic Map (Page 5) APPENDLYA -References (Rear of Text) APPENDIX B-Boring Logs (Rear of Text) APPENDIX C-Laboratory Testing Procedures and Test Results (Rear of Text) APPENDIX D-Seismicity (Rear of Text) APPENDIX E-Liquefaction Analysis (Rear of Text) APPENDIX F-Asphaltic Concrete Pavement Calculations (Rear of Text) APPENDIX G- General Earthwork and Grading Specifications (Rear of Text) Plate I - Geotechnical Map (In Pocket) Project No. 104561-10 Page ii September 15, 2004 1.0 INTRODUCTION GC Inland, Inc. (LGC) is pleased to present this geotechnical investigation report for the subject property. he purposes of this investigation were to determine the nature of surface and subsurface soil conditions, valuate 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 Map provided was used as the base map to show geologic conditions within the subject site (see Geotechnical Map, Plate 1). 1.1 Purpose and Scone 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 three (3) hollow-stem-auger borings to depths between 261/2 to 5Ph 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). • An evaluation of site liquefaction analysis (Appendix E). • Preparation of asphaltic concrete pavement calculations (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 the east side of the intersection of De Portola and Margarita 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). c A Q9 2 ° Tf 9 4 n RAUEA RD Fox Roa`cT°aacT, pR\ryoFO o$7&. �IPRN5fs6r epi ryli PeT '_�y-tapo"g4 we F 1� O A P l" u f O Ye Sfs w f _ _E�\V"ppatG patE` Q9 ° 0 h m 4pPTE PRIEGO. Vp NAYN I ° s ewpma� t, } , -'� r ' ` AViROX SITf LOCATION t YNCECT;� x° / /.. _ 1E�Pt� A/ fVeil- _ '-r,',. � �h-•PY'r\y</ -t+ET ., � � � SCh{A\ I CIY,VERCT t 0 N@NDR �50" Tn .KRNEo-e-ee, OR dpeo . CAMPANULAWY, h m 4 T P VryEIRO W MKIC Q AEZRD 19 _ -trTn °y` z `N9 r W ti�s4 _ Cn LECAM uROjO E ` VALLEJDAV '- t $Ni p 2 t HISLWN'AY . rc q < p..!. S. CMREPFIEID OR \ 1 (EVICT c CpatE� m I hfW\p HERNAN°ci. DNO SHV b .p$E \EdJ g s q N-t AE P Fid$ i ww W w MONTE ARN I C 1 ¢pcaP ,t-� Lqt 1 . J \� s mfr ,y. i 7 tj °AR0HMIUERLNRusnepcTCKTWA I o I Pro'ect Name REDHAWK CARWASH FIGURE 1 Pro'ect No. 104561-10 SITE LOCATION MAP Geol./ En MB/SMP Scale NOT TO SCALE N� -- 1 Dale _ SEPTEMBER 2004 �j' The topography of the site is relatively flat. The general elevation of the property is 1,066 feet above mean sea level (msl) with differences of less than 5f feet across the entire site. Local drainage is generally directed to the south. Vegetation consists of a moderate to dense cover of annual weeds/grasses. 1.3 Proposed Development and Gradine The proposed commercial development utilizing slab on ground construction with an associatedparking lot, landscape areas, and utilities. No proposed design or grading plan was available at the time this report was prepared. The Site Map, provided by you, was utilized in our investigation and forms the base for our Geotechnical Map (Plate 1). Since the site has never been rough graded and the existing improvements to the east and the relatively level terrain surrounding the site dictate existing elevations, LGC assumes that existing grade elevations will remain essentially unchanged. Cuts and fills should be less than 5 feet in height. 2.0 INVESTIGATIONAND LABORATORY TESTING 2.1 Field Investieation Subsurface exploration within the subject site was performed on August 30, 2004 for the exploratory borings. A hollow-stem-auger drill rig was utilized to drill three (3) borings throughout the site to depths ranging from 26%2 to 51%2 feet. Prior to the subsurface work, an underground utilities clearance was obtained from Underground Services 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. Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively undisturbed samples of soil materials for laboratory testing. The relatively undisturbed samples were obtained with a 3-inch outside diameter modified California split-spoon sampler lined with 1-inch high brass rings. In addition, samples were obtained using a Standard Penetration Test (SPT) sampler. The soil samples were driven mechanically with successive 30-inch drops of an automatic 140-pound, sampling hammer. The blow counts for each 6-inch increment are recorded on the boring logs. The central portions of the driven-core samples were placed in sealed containers and transported to our laboratory for testing. 2.2 Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, shear strength, R-value, consolidation, corrosivity, 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. A supplemental letter will be issued summarizing the corrosivity suite results. Project No. 104561-10 Page 3 September 15, 2004 2.3 Aerial Photoeraph huerpretation 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 Geoloeie Setting Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by steep, elongated valleys that trend west to northwest. The northwest-trending topography is controlled by the Elsinore fault zone, which extends from the San Gabriel River Valley southeasterly to the United States/Mexico border. The Santa Ana Mountains lie along the western side of the Elsinore fault zone, while the Perris Block is located along the eastern side of the fault zone. The mountainous regions are underlain by Pre-Cretaceous, 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. t#.2 Local Geolozy and Soil Conditions The earth materials on the site are primarily comprised of Quaternary alluvium. A general description of the soil materials observed on the site is provided in the following paragraphs: • Quaternary Alluvium (map symbol Qgh Quaternary alluvium was encountered in the excavations to a maximum depth of 51'/z feet. This alluvial unit consists predominately of interbedded brown, fine to medium grained silty sands, clayey sands, and sandy clay. This unit is generally slightly moist and medium dense (stiff) to very dense (hard) in consistency. 3.3 Groundwater Groundwater was encountered in Boring 1 at a depth of approximately 40 feet. No groundwater was encountered in the remaining borings (Boring 2 and 3). Project No. 104561-10 Page 4 September 15, 2004 `.. "T -r -1 --� .i A s ms��ni,1/ l., I 1 `(✓}_ �`���fP� V�.� ;, I � 1. �,•� q� { _`f ) `l 51'' 3'-4r.1 I CL-tom/ it �� .I 4(� 1ti Ov� Ct- OV 9j� lA� N 1 A ' cel , �1 ', o�uv to v v l I , V c I J Z� v , It ? —X1 ' .,59 \'h,�,�y 0vl �� !ni Cpl 1 'Y W1\'1 Al m:lY�UY eu�)r h" - I 91 9y X04� Oe tic. g" .,. o �• E" Jr '`It. ,v ,e > Y -Ju �E , 1.nv \ ^-�`V -r „ \ b ;T f ( RV y��h�9rvl `yyv rb "Icr� 1I �`>,v -a or a ��r�¢�� Tn�s °'..�7A(/ y ,;y �r J� vv h ! aw x� [�� i^�. ,/ �.. G b• .w t cF (� 1 \w" it wNhtas:o R+ Q; BCH/,N,� {�61p to O Ao .V;p 1/ 'L m' /oLJ Ue Tu nlvl). \ / LF A6� '\{��''(F�� c n c � wl�l�U�� r •8 �ME51)Oc W �„�9si`JJI'„I { e•� � :Y%I _.' � _ 9r' �{,�M1'� NIN •{ � ”'\c \mac OIIR J �. . tl ' "L� /Wx r 7� 1�.��� 1 - 1 �' �r CJD ' .__ �.� _ ){'b��.-{ � rG�r,l\ � .t� / LAY 11 be ' �'S 'Jj}r�� '/ '\ . Jn sr sE �,.. 91;,•. � 1 / u,-"'1 ,y , _SII , r \le i,i, 1 sj 1 iE \. f r I.'ur Ir 1 A En _II7 R\i N Ju \ J N�IF'i c --iq . ` l L '. /ool Or .-.:_,J Dal Y II` 'I 1 Ju Y �•Oe, e \ ;f t i.,;/-`� h/u-Vi 06M v� mE� K e , i \ I f:J \ \ / 4 Jq.�r 31 a pJ,ea It {tyL°I» ,.19 r, o. r oeA� a�7ta.3 O�-�+ rm vl /Set owa]J$y f' Yi� T 9 :_ \���s�'l N z � r R n" �w. g.ac! ,-0� Z 'c`,l° ; 4�(Q yloR �J( 91�' f T.�i }. '� B� • \��\ pf� re1Gr: i � tr ++ , \ �� �.�\\ . - ��7",J`'�i� N, :.—ACTR��P__ 9 � r• r ✓,p r-,v ,�Fa h c f � IH 1 s r�JJ� IrJ 1_,t" o {] � 6 td 1 I x I I A Z� I 9 Erl °�� - �t•y� t"V t�nu �,�'���i .�j0vl ,v�l� n. g„� t��a \'� ' v l� + � 1 q.v � Vt�i -r,{ �V'c9 /- v 90 .p!' a \ v�s j gr 1. yra 1 m i'✓J 1 JgIAIJ y�9 rr � L I'•lr ° ' -9A` ms _[�` n`F E // .tom q V t' oVy k 17.,'-, :. :`j„ G1\\t - 614 L � �\ s y� �-•'� )° I�\, •l y(''c�Vfi•��y I ry J�� I f'rr I � :a I � Ir `'r Tf�� �'_.',m � F9�1 Oc mF;/,� a4e"�\,�r�/ '•��\er� rp , Jenkins, Olaf, 1978, "Geologic Map of California, Santa Ana Sheet". Scale 1:250,000. Project Name REDHAWK CARWASH V FIGURE 2 Project No. 104561-10 p REGIONAL GEOLOGIC MAP Geol./ En . MB/SMP 1 Scale NOT TO SCALE __ Date _ SEPTEMBER 2004 3.4 Faultine • The geologic structure of the entire Southern California area is dominated by northwest-trending faults associated with the San Andreas Fault system. Faults, such as the Newport-Inglewood, Whittier-Elsinore, San Jacinto and San Andreas are major faults in this system and all are known to be active. In addition, the San Andreas, Elsinore, and San Jacinto faults are known to have ruptured the ground surface in historic times. Based on our review of published and unpublished geologic maps and literature pertaining to the site and regional geology, the closest active fault producing the highest anticipated peak ground acceleration at site is the Elsinore-Temecula Fault located approximately 2.8 kilometers to the southwest. 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. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General . From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed development, provided the following conclusions and recommendations are incorporated into the design criteria and project specifications. 4.2 Earthwork 4.2.1 General Earthwork and Grading SpeciTeations All earthwork and grading should be performed in accordance with all applicable requirements of the Grading and Excavation Code and the Grading Manual of the 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. Project No. 104561-10 Page 6 September 15, 2004 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 40 feet below the existing ground surface at the location of Boring 1. Therefore, groundwater should not be a factor during grading or construction. 4.2.5 Ground Preparation —Fill Areas All existing low density and potentially collapsible 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 generally defined as undisturbed native materials existing at an in-place relative compaction of 85 percent or greater based on ASTM Test Method D1557-00, 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 2 to 4 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 Rock Oversize rock is not expected to be encountered during construction. Therefore, oversize rock, (i.e., rock exceeding a maximum dimension of 12 inches) will require special handling, such as offsite disposal or stockpiled onsite and crushed for future use. The disposal of oversize rock is discussed in General Earthwork and Grading Specifications, Appendix G. 4.2.7 Fill Placement Any fill should be placed in 6- to 8-inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content (preferred at or slightly above optimum moisture content) and then compacted in-place to a minimum of 90 percent relative compaction. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with ASTM Test Method D1557-00. Project No. 104561-/0 Page 7 September 15, 2004 4.2.8 bnport 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: DEPTH OF FILL "dl" ortion DEPTH OFOVEREXCAVATION Ccut"portion) 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. GEOLOGIC UNIT SHRINKAGE PER Alluvium 5 to 10 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. Project No. 104561-10 Page 8 September 15, 2004 The project geotechnical consultant or his representative should also be present onsite during all grading operations to verify proper placement and adequate compaction of all fill materials, as well as, to verify compliance with the other recommendations presented herein. 04.3 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 Drainane 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 8- to 12-inch maximum lifts and then compacted by rolling with a sheepsfaot tamper or similar equipment. As an alternative for shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under building floor slabs, imported clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. No specific relative compaction will be required; however, observation, probing, and, if deemed necessary, testing should be performed. Projec[ No. 104561-10 Page 9 September 15, 2004 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. 5.0 SEISMIC DESIGN CONSIDERATIONS 5.1 Ground Motions Structures within the site should be designed and constructed to resist the effects of seismic ground motions as provided in the 1997 UBC Sections 1626 through 1633. The method of design is dependent on the seismic zoning, site characteristics, occupancy category, building configuration, type of structural system and building height. For structural design in accordance with the 1997 UBC, a computer program developed by Thomas F. Blake (UBCSEIS, 1998) was used that compiles fault information for a particular site using a modified version of a data file of approximately 183 California faults that were digitized by the California Division of Mines and Geology and the U.S. Geological Survey. This program computes various information for a particular site, including; the distance of the site from each of the faults in the data file, the estimated slip rate for each fault and the "maximum moment magnitude" of each fault. The program then selects the closest Type A, Type B, and Type C faults from the site and computes the seismic design coefficients for each of the fault types. The program then selects the largest of the computed seismic design coefficients and designates these as the design coefficients for the subject site. The probabilistic seismic hazard analysis for the site was completed for three (3) different attenuation relationships (Campbell & Bozorgnia, 1997, Sadigh et al., 1997, and Abrahamson & Silva, 1997). The peak ground acceleration value of 0.67 g is the mean of the three (3) values obtained. The probability of exceedance versus acceleration waves for the different attenuation relationships are presented in Appendix D. Probability curves were calculated using the computer program FRISKSP Version 4.0 (Blake, 2000). Based on our evaluation, the Elsinore 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. Project No. 104561-10 Page 10 September 15, 2004 UBC 1997 TABLE FACTOR Figure 16-2 Seismic Zone 4 Table 16-1 Seismic Zone Factor Z 0.4 Table 16-U Seismic Source Type B Table 16-J Seismic Profile Type So Table 16-S Near-Source Factor, N. 1.2 Table 16-T Near-Source Factor, N, 1.5 Table 16-Q Seismic Coefficient, C. 0.54 Table 16-R Seismic Coefficient, C, 0.95 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 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 Liaaefaction 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 competent alluvium with groundwater at a depth of approximately 40 feet. The potential for earthquake induced liquefaction within the site is considered very low due to the recommended engineered fill, relatively low groundwater, and the dense nature of the deeper onsite soils. The liquefaction analysis for this site was performed on Boring No. I and the analysis is attached in Appendix E. • Project No. 104561-10 Page 11 September 15, 2004 6.0 TENTATIVE FOUNDATIONDESIGNRECOMMENDATIONS 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 I-foot of width and/or depth to a maximum value of 2,500 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 '/<-inch. Differential settlement is expected to be about %:-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 such as masonry block walls and retaining walls 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 0.40 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 or competent alluvium. 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. • Project No. 1045 61-1 0 Page 12 September 15, 2004 6.5 Footine Observations . All foundation excavations should be observed by the project geotechnical engineer to verify that they have been excavated into competent bearing materials. The foundation excavations should be observed prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture-softened soil should be removed prior to concrete placement. 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 and tested for expansiveness. 6.6 Expansive Soil Considerations Results of preliminary laboratory tests indicate onsite earth materials exhibit LOW expansion potentials as classified in accordance with 1997 UBC Table 18-1-B. Accordingly, expansive soil conditions should be evaluated for individual lots during and at the completion of rough grading. The design and construction details herein are intended to provide recommendations for the various levels of expansion potential, which may be evident at the completion of rough grading. 6.7 Low Expansion Potential(Expansion Index of 21 to 50) Onsite soils may exhibit a LOW expansion potential as classified in accordance with Table 184-13 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. 6.7.1 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. • Exterior pad footings intended for the support of roof overhangs, such as second story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on center, both ways, near the bottom-third of the footings. • Projecl No. 104561-10 Page 13 September 15, 2004 6. 7.2 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 both living area and garage floor slabs, and be reinforced with either 6-inch by 6-inch, No. 6 by No. 6 welded wire mesh (6x6-W2.9xW2.9); or with No. 3 bars spaced a maximum of 18 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth. • 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. • 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. 6.8 Post Tensioned Slab/Foundation Deshyn 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 structures. 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, homeowner irrigation, or other nonclimate 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 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 of the homes. 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 Project No. 104561-1 0 Page 14 September 15, 2004 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. TABLE I Preliminary Geotechnical Parameters for Post Tensioned Foundation Slab Design PARAMETER VAL UE Expansion Index Low Percent that is Finer than 0.002 mm in the Fraction Passing the No. <20 percent(assumed) 200 Sieve. Clay Mineral Type Montmorillonite(assumed) Thomthwaite Moisture Index -20 Depth to Constant Soil Suction (estimated as the depth to constant 7 feet moisture content over time,but within U.B.C. 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, Y.. 2.0 inches Edge Lift Edge moisture variation distance,e,,, 3.0 feet Ede lift,yN 0.8 inches Soluble Sulfate Content for Design of Concrete Mixtures in Contact ** with Site Soils in Accordance with 1997 UBC Table 19-A4 Modulus of Subgrade Reaction, k(assuming presaturation as indicated below 200 lbs/ins Minimum Perimeter Foundation Embedment 18 Sand and Visqueen Type l or T e 2 Additional Recommendations: Type I — Install a 10-mil Visqueen (or equivalent) moisture barrier covered by a minimum of I-inch layer of sand. Note: The builder must enure that the Visqueen has been lapped and sealed and not punctured as a result of being placed in direct contact with the native soil or by other construction methods. Type 2 — Install a 6-mil Visqueen (or equivalent) moisture barrier covered by a minimum of I-inch layer of sand and 2 inches below. Or, install 10-mil Visqueen (or equivalent) moisture barrier in contact with the native soils and covered by a minimum of at least 2 inches of sand. Note: For both options, the builder must ensure that the Visqueen has been 11 lapped and sealed and not punctured as a result of beinp Placed in direct contact with the native soils. * 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. ** The sulfate testing results will be provided in a supplemental letter to follow the issuance of this report. Project No. 104561-10 Poge 15 September 15, 2004 6.9 Corrosivity to Concrete and Metal The National Association of Corrosion Engineers (NAGE) 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. 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. The minimum amount of chloride ions in the soil environment that are corrosive to steel, either in the form of reinforcement protected by concrete cover, or plain steel substructures such as steel pipes or piles, is 500 ppm per California Test 532. The results of our laboratory tests will be reported at a later date under separate cover. 6.10 Structural Setbacks Structural setbacks, in addition to those required per the UBC, are not required due to geologic or geotechnical conditions within the site. Building setbacks from slopes, property lines, etc. should conform to 1997 UBC requirements. . 7.0 RETAINING WALLS 7.1 Active and At-Rest Earth Pressures An active earth pressure represented by an equivalent fluid having a density of 40 pounds per cubic foot (pcf) should tentatively be used for design of 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. 7.2 Drainage Weep holes or open vertical masonry joints should be provided in retaining walls to prevent entrapment of water in the backfill. Weep holes, if used, should be 3 inches in minimum diameter and provided at minimum intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be provided at 32-inch minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind the weep holes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 140N or equivalent. Project No. 104561-10 Page 16 September 15, 2004 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'h cubic feet per foot of 1/4- or 1 V2-inch open graded gravel wrapped in filter fabric. Filter fabric may consist of Mirafi 140N or equivalent. The backfilled side of the retaining wall supporting backfill should be coated with an approved waterproofing compound to inhibit infiltration of moisture through the walls. 7.3 Temporary Excavations All excavations should be made in accordance with OSHA requirements. LGC is not responsible for job site safety. 7.4 Wall Backrll 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 FLATWORR 8.1 Thickness and Joint Spacing . To reduce the potential of unsightly cracking, concrete sidewalks and patio type slabs should be at least 3%2 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. 8.2 Sub rade 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 idevelopment 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 30. Assumed Traffic Indices are presented in the table below. This table shows our minimum recommended . pavement sections. Further evaluation should be carried out once grading is complete, and Project No. 104561-10 Page 17 September 15, 2004 R-values have been confirmed. The following asphaltic concrete pavement sections have been computed in accordance with the State of California design procedures. The asphaltic concrete pavement calculations are attached in Appendix F. PrelhninaEy As halt Concrete Pavement Design Commercial Parkin Lot Assumed Traffic Index 6.0 Design R-value 30 AC Thickness 0.35 feet AB Thickness 0.55 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 backfills have been compacted and tested. Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of California Standard Specifications or crushed aggregate base conforming to Section 200-2 of the Standard Specifications for Public Works Construction (Greenbook). Base materials should be compacted to a minimum of 95 percent relative compaction based on ASTM 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. • 10.0 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Herron + Rumansoff Architects to assist the project engineer and architect in the design of the proposed development. It is recommended that LGC be engaged to review the final design drawings and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly interpreted and are incorporated into the project specifications. If LGC is not accorded the opportunity to review these documents, we can take no responsibility for misinterpretation of our recommendations. We recommend that LGC be retained to provide geotechnical engineering services during construction of the excavation and foundation phases of the work. This is to observe compliance with the design, specifications or recommendations and to allow design changes in the event that the subsurface conditions differ from those anticipated prior to the start of construction. If the project plans change significantly (e.g., building loads or type of structures), we should be retained to review our original design recommendations and their applicability to the revised construction. If conditions are encountered during the construction operations that appear to be different than those indicated in this report, this office should be notified immediately. Design and construction revisions may be required. Projecl No. 104561-10 Page 18 September 15, 2004 11.0 INVESTIGATION LIMITATIONS services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, *)ur ry reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and submitted 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. This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the 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 elied upon after a period of 3 years. This report has not been prepared for use by parties or projects other than those named or described herein. It may not contain sufficient information for other parties or other purposes. The professional opinions contained herein have been derived in accordance with current standards of practice and no warranty is expressed or implied. The opportunity to be of service is appreciated. Should you have any questions regarding the content of this report, or should you require additional information, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGC INLAND, INC: o QpFFSSrp� 4 .. , WCHgFlq�F2 \ ¢mac` �o� :,f.Pq�� 'W 692 'O G� cc.C.c 2083 o ,Ex o ti d a r o� S Stephen M. Poole lgJFpF CA Todd Todd M. Page o;. c Vice President &incipal Engineer, GE 692 Project Geologist, CEG/2083 TMP/GU/TP/SMP/jn Project No, 104561-10 Page 19 September 15, 2004 APPENDIX A REFERENCES APPENDIX A Re erences Wake, 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 3.01b, 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, 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. international 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 County, California", California Division of Mines and Geology Special Report 131. Aerial Photograph Interpretation Table DATE FLIGHT NUMBER SCALE 7April2, 2000 19-17 1-inch= 1,600 feet 2, 2000 19-18 1-inch= 1,600 feet 27, 1983 202 1-inch= 7,600 feet APPENDIX B BORING LOGS Geotechnical Boring Log B-1 Date: August 30, 2004 Project Name: Redhawk Car Wash Pagel of 2 Project Number: 104561.10 Logged By: AS •illing Company: 2R Drilling Type of Rig: CME-55 rive Weight (Ibs): 140 Drop (in): 30 Hole Dia (in): 8 i op of Hole Elevation (ft): Hole Location: See Geotechnical Map U tZ H C O o CO Q N 0 � d v E F— L aO o N O a 3 E v a) 0 CL o m in o 0 DESCRIPTION � 0 Qal Alluvium: SC Clayey SAND; dark brown, dry, dense, fine to medium grained. 20 R-1 25 31 5 29 R-2 light brown, dry, dense, fine to medium grained. 41 10 17 R-3 medium dense, occasional sandy clay lenses. zo 15 8 Rd slightly moist, medium dense. 7 11 20 e 12 R'S medium dense, less fines, occasional silty sand lenses. 18 ----- ------- ------ ------- ------------------------------------------------------------------------------- ---------------- Sp SAND; light brown, moist, dense,few clay lenses. 25 12 R-6 24 32 �30 Geotechnical Boring Log B-1 Date: August 30, 2004 Project Name: Redhawk Car Wash Page 2 of 2 Project Number: 104561.10 Logged By: AS 'illing Company: 2R Drilling Type of Rig: CME-55 We Weight (lbs): 140 Drop (in): 30 Hole Dia (in): 8 Op of Hole Elevation (ft): Hole Location:See Geotechnical Map a C/)c o rw o a o Zn I a N 22 E a 3 0- O u, o v) O o 0 CD m Z o 0 (D 0o `) 0 M DESCRIPTION 30 42 light brown, slightly moist, very dense, fine to coarse grained, 50 occasional thin, clay lenses. ----- ------- --------------------------------------------4----- -------------------------------------------------------------- 35 40 SP-SM SAND; light brown, moist, very dense. 50 for 5'/,' 40 50 ror 5T Groundwater @ 40 Feet. • very moist to saturated. 45 56- brown, wet, very dense, fine to medium grained, silty sand lenses. ----- ----- ------- ------ -- ---- ------------------------------------------------------------------------------- ---------------- 50 36 CL-ML Silty CLAY; brown, wet, hard, fine grained. 36 5015' Total Depth- 51%Feet. Groundwater @ 40 Feet. 55 0 Geotechnical Boring Log B-2 Date: August 30, 2004 Project Name: Redhawk Car Wash Pagel of f Project Number: 104561.10 Logged By: AS illing Company: 2R Drilling Type of Rig: CME-55 `ve Weight (lbs): 140 - Drop (in): 30 Hole Dia (in): 8 Op of Hole Elevation (ft): Hole Location: See Geotechnical Map c Co o N _ C O o Q O N O C N d U E 1- _ d 3 N E O N O (n O a) O t'' O N �. o m m o 0 DESCRIPTION � 0 Oal Alluvium: SC Clayey SAND; light brown, slightly moist, dense, fine to coarse 24 grained. 28 43 5 22 25 31 10 191 Silty SAND lenses; brown, slightly moist, medium dense, fine to 0 14 medium grained. 15 is - ----- ------- ------ ------ ------------------------------------------------------------------------------ ---------------- 14 SM Silty SAND; brown, slightly moist, medium dense, clay lenses, fine to 14 coarse grained. 20 13 10 11 _____ _____ _______ ______ _______ ------------------ CL ML Sandy Silty CLAY; brown, very moist, stiff, fine to medium grained. 25 5 6 16 Total Depth- 26% Feet. No Groundwater. 0 Geotechnical Boring Log B•3 Date: August 30, 2004 Project Name: Redhawk Car Wash Pagel of I Project Number: 104561.10 Logged By: AS illing Company: 2R Drilling Type of Rig: CME-55 we Weight (lbs): 140 Drop (in): 30 Hole Dia (in): s p of Hole Elevation (ft): Hole Location: See Geotechnical Map CL c � co 1— y c o o ¢ o y Z n O N O c N v E OH 7L U N a) -iT w n 3 a N o u) o CU m Z Z m o DESCRIPTION 0 Bag 1 Oal Alluvium: SC Clayey SAND; light brown, dry, very dense, fine to coarse grained. 21 R1 31 50 5 23 R-2 25 31 10 14 R-3 dark brown, slightly moist, medium dense, fine to medium grained. 1s --- --- ------- ------ ------ —---------------------------------------------------------------------------- ---------------- SP SAND; light brown, slightly moist, medium dense, medium to coarse 15 14 8 R4 grained, clean sands. 18 20 e 11 R.5 medium dense, occasional silty sand lenses. 18 1_3 _ _____ _______ ______ _______ ________________________________________________________________________CL andy Clay, dark brown, moist, hard, fine to medium grained. 25 R-8 Total Depth - 26/: Feet. t No Groundwater. 30 APPENDIX C LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX C Laboratory Testing Procedures and Test Results •'he 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 test results. Soil Classircation: 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: SAMPLE SAMPLE COMPACTED DRY EXPANSION EXPANSION LOCATION DESCRIPTION DENSITY(peD INDEX POTENTIAL . B 1 @ 0-2 feet Clayey Sand 110.1 40 Low " Per Table I8-1-B of 1997 UBC. Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The 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: :SAMPLE MAXIMUMDRY OPT/MUMMOISTURE F;S:AMPL7E CATIDESCRIPTION DENSITY(pep CONTENT(%) @ 0-2 feet Clayey Sand 127.0 10.5 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. • SAMPLE LOCATION SAMPLE DESCRIPTION R-VALUE B3 @ 0-2 feet Clayey Sand 30 APPENDIX D SEISMICITY • CALIFORNIA FAULT MAP Redhawk Car ash 1100 1000 900 800 700 -- 600 500 -- 400 300 200 100 �dflO i 0 -- -100-100 -400 -300 -200 -100 0 100 200 300 400 500 600 Redhawk.OUT U B C 5 E I S ' version 1.03 COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: 104561-10 DATE: 09-03-2004 JOB NAME: Redhawk Carwash FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.4830 SITE LONGITUDE: 117.1029 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SO NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 14.4 km NEAREST TYPE B FAULT: NAME: ELSINORE-TEMECULA DISTANCE: 2.8 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.2 Nv: 1. 5 Ca: 0.54 Cv: 0.95 Ts: 0.709 To: 0.142 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. Page 1 Redhawk.OUT --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- ------------------------------------------------------------------------------- APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT) ELSINORE-TEMECULA I 2.8 B 6.8 I 5.00 I SS ELSINORE-JULIAN I 14.4 A 7.1 5.00 I SS ELSINORE-GLEN IVY 28.9 I B 6.8 5.00 I SS SAN JACINTO-ANZA I 33.0 I A 7.2 12.00 I SS SAN JACINTO-SAN JACINTO VALLEY I 33.4 I B I 6.9 12.00 I SS NEWPORT-INGLEWOOD (Offshore) I 46.4 I B I 6.9 I 1. 50 SS ROSE CANYON I 49.3 I B I 6.9 I 1. 50 I SS SAN JACINTO-COYOTE CREEK I 55.2 ( B I 6.8 I 4.00 I SS CHINO-CENTRAL AVE. (Elsinore) I 57.7 I B I 6.7 I 1.00 I DS EARTHQUAKE VALLEY I 58.8 I B ( 6. 5 I 2.00 I SS SAN JACINTO-SAN BERNARDINO 60.7 B I 6.7 12.00 I SS SAN ANDREAS - Southern I 62.0 I A 7.4 24.00 I SS ELSINORE-WHITTIER I 64. 5 I B I 6.8 I 2 . 50 I SS PINTO MOUNTAIN I 73.0 I B I 7.0 I 2. 50 I SS CORONADO BANK I 74.0 I B I 7.4 I 3.00 I SS NEWPORT-INGLEWOOD (L.A.Basin) 77.2 I B I 6.9 I 1.00 I SS PALOS VERDES I 80. 5 I B I 7.1 I 3.00 I SS CUCAMONGA I 83.8 I A 7.0 5.00 I DS BURNT MTN. I 84.7 I B 6. 5 I 0.60 I SS . NORTH FRONTAL FAULT ZONE (West) 85.9 I B I 7.0 I 1.00 I DS SAN JOSE i 892 i B I 6. 5 I 0.50 I DS . CLEGHORN I 6. 5 3.00 SS EUREKA PEAK I 89.3 B I 6.5 I 0.60 I SS NORTH FRONTAL FAULT ZONE (East) I 89. 3 I B 6.7 I 0. 50 I DS ELSINORE-COYOTE MOUNTAIN I 89.7 I B 6.8 I 4.00 I SS SAN JACINTO - BORREGO I 90.0 I B I 6.6 I 4.00 I SS SIERRA MADRE (Central) i 98.8 i B I 7.0 I 3.00 I DS LANDERS I 7.3 I 0.60 I SS SAN ANDREAS - 1857 Rupture I 100.2 I A 7.8 I 34.00 I SS HELENDALE - S. LOCKHARDT I 101.0 I B 7.1 I 0.60 I SS LENWOOD-LOCKHART-OLD WOMAN SPRGS I 106.1 I B I 7.3 I 0.60 I SS CLAMSHELL-SAWPIT I 108.8 I B I 6. 5 I 0.50 I DS JOHNSON VALLEY (Northern) I 111.0 I B I 6.7 I 0.60 I SS EMERSON So. - COPPER MTN. I 112.9 I B I 6.9 I 0.60 I SS RAYMOND I 113.1 I B I 6.5 I 0. 50 I DS VERDUGO I 121.2 I B I 6.7 0. 50 I DS SUPERSTITION MTN. (San Jacinto) I 122.3 I B 6.6 I 5.00 I SS PISGAH-BULLION MTN.-MESQUITE-LK I 124. 5 I B I 7.1 I 0.60 I SS CALICO - HIDALGO I 124.7 I B I 7.1 I 0.60 I SS HOLLYWOOD I 126.2 I B 6. 5 I 1.00 I DS ELMORE RANCH I 126. 3 I B I 6.6 I 1.00 I SS SUPERSTITION HILLS (San Jacinto) I 128.4 I B I 6.6 I 4.00 I SS BRAWLEY SEISMIC ZONE I 130.4 I 8 6. 5 I 25.00 I SS SANTA MONICA I 138.2 I B I 6.6 I 1.00 I DS ELSINORE-LAGUNA SALADA I 141.2 I B I 7.0 I 3. 50 I SS SIERRA MADRE (San Fernando) I 141. 5 B I 6.7 I 2.00 I DS Page 2 Redhawk.OUT --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- ------------------------------------------------------------------------------- APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT) SAN GABRIEL I 143.3 B I 7.0 I 1.00 SS MALIBU COAST I 145.9 B I 6.7 I 0.30 DS GRAVEL HILLS - HARPER LAKE I 155.4 B I 6.9 I 0.60 I SS IMPERIAL 155.6 I A I 7.0 I 20.00 I SS ANACAPA-DUME I 157.8 I B I 7. 3 I 3.00 I DS SANTA SUSANA I 159.4 I B I 6.6 5.00 I DS HOLSER I 168.4 I B I 6. 5 0.40 DS BLACKWATER I 171.6 I B 6.9 I 0.60 I SS OAK RIDGE (Onshore) I 179.4 B 6.9 I 4.00 I DS SIMI-SANTA ROSA I 181.0 B I 6.7 I 1.00 I DS SAN CAYETANO I 186.8 I B I 6.8 I 6.00 DS SANTA YNEZ (East) I 206.0 I B I 7.0 2 .00 I SS GARLOCK (West) I 211.0 I A I 7.1 6.00 I SS VENTURA - PITAS POINT I 212.0 I B I 6.8 I 1.00 I DS GARLOCK (East) I 217.8 I A 7.3 I 7.00 I SS M.RIDGE-ARROYO PARIDA-SANTA ANA I 220.6 I B I 6.7 I 0.40 I DS PLEITO THRUST I 222.9 B I 6.8 I 2.00 I DS RED MOUNTAIN I 226.3 I B I 6.8 2.00 I DS SANTA CRUZ ISLAND I 230.7 I B I 6.8 I 1.00 I DS BIG PINE I 230.9 I B I 6.7 I 0.80 I SS OWL LAKE I 237.0 B 6.5 I 2 .00 I SS PANAMINT VALLEY I 237.4 B 7.2 I 2.50 I SS : WHITE WOLF 237.7 I B I 7.2 I 2.00 I DS TANK CANYON I 240.4 I B I 6.5 I 1.00 I DS SO. SIERRA NEVADA I 240. 5 I B ( 7.1 I 0.10 I DS LITTLE LAKE I 241.9 B 6.7 I 0.70 I SS DEATH VALLEY (South) I 244.1 I B 6.9 4.00 I SS SANTA YNEZ (West) I 259.8 I B I 6.9 I 2.00 I SS SANTA ROSA ISLAND I 266.9 I B I 6.9 I 1.00 I DS DEATH VALLEY (Graben) I 287.3 B I 6.9 I 4.00 I DS LOS ALAMOS-W, BASELINE 302.9 I B I 6.8 I 0.70 I DS OWENS VALLEY I 312.0 I B I 7.6 I 1.50 I SS LIONS HEAD I 320.3 B I 6.6 I 0.02 I DS SAN JUAN 323.3 I B I 7.0 I 1.00 I SS SAN LUIS RANGE (S. Margin) I 327.9 I B I 7.0 I 0.20 I DS HUNTER MTN. - SALINE VALLEY I 334.4 B I 7.0 I 2. 50 I SS CASMALIA (Orcutt Frontal Fault) I 337.6 I B 6. 5 I 0.25 I DS DEATH VALLEY (Northern) I 341. 3 I A I 7.2 I 5.00 I SS INDEPENDENCE I 348.0 I B I 6.9 I 0.20 I DS LOS OSOS I 357.3 I B I 6.8 I 0.50 I DS HOSGRI I 366. 5 I B I 7.3 I 2. 50 I SS RINCONADA I 375.4 I B I 7.3 I 1.00 I SS BIRCH CREEK I 404.8 I B I 6.5 I 0. 70 I DS WHITE MOUNTAINS I SS SAN ANDREAS (Creeping) 425.8 B I 7.1 I 1.00 I 5 .6 I 30.00 I ss DEEP SPRINGS I 426.0 I B I 6.6 I 0.80 I D5 Page 3 Redhawk.OUT --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- ------------------------------------------------------------------------------- APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT) DEATH VALLEY (N of Cucamongo) 429.1 A i 7.0 I 5.00 I SS ROUND VALLEY (E. of S.N.Mtns.) I 441.0 B I 6.8 I 1.00 I DS FISH SLOUGH I 447.5 I B I 6.6 I 0.20 I DS HILTON CREEK I 467.4 I B 6.7 I 2. 50 I DS HARTLEY SPRINGS 492.4 I B I 6.6 I 0. 50 I DS ORTIGALITA I 507.0 I B I 6.9 I 1.00 I SS CALAVERAS (so.of Calaveras Res) I 514.7 B I 6.2 15.00 I SS MONTEREY BAY - TULARCITOS I 520.7 I -' B I 7.1 I 0.50 I DS PALO COLORADO - SUR ( 524.0 I B I 7.0 I 3.00 I SS QUIEN SABE I 527.3 I B I 6. 5 I 1.00 I SS MONO LAKE I 528.6 I B I 6.6 I 2.50 I DS ZAYANTE-VERGELES I 546.8 I B I 6.8 I 0.10 I SS SARGENT I 551.6 B I 6.8 I 3.00 I SS SAN ANDREAS (1906) I 552.0 I A I 7.9 I 24.00 I SS ROBINSON CREEK I 560.1 I B I 6.5 I 0.50 I DS SAN GREGORIO I 595.8 I A I 7.3 I 5.00 I SS GREENVILLE I 598.7 B I 6.9 I 2.00 I SS ANTELOPE VALLEY 600.8 I B I 6.7 I 0.80 I DS HAYWARD (SE Extension) I 600.8 I B I 6.5 I 3.00 I SS MONTE VISTA - SHANNON I 601.8 I B I 6. 5 I 0.40 I DS HAYWARD (Total Length) I 620.0 A I 7.1 I 9.00 I SS CALAVERAS (No.of Calaveras Res) I 620.0 I B I 6.8 I 6.00 I SS GENOA I 627.0 I B I 6.9 I 1.00 I DS CONCORD - GREEN VALLEY I 666.4 I B I 6.9 I 6.00 I SS RODGERS CREEK 705.7 I A I 7.0 I 9.00 SS WEST NAPA I 705.9 I B I 6.5 I 1.00 I SS POINT REYES I 727.0 I B I 6.8 I 0.30 I DS HUNTING CREEK - BERRYESSA 727.1 I B I 6.9 I 6.00 I SS MAACAMA (South) I 767.8 B I 6.9 I 9.00 I SS COLLAYOMI I 783.9 I B I 6.5 I 0.60 I SS BARTLETT SPRINGS 786.3 I A I 7.1 I 6.00 I SS MAACAMA (Central) I 809.4 I A I 7.1 9.00 I SS MAACAMA (North) I 868.2 I A I 7.1 I 9.00 I SS ROUND VALLEY (N. S.F.Bay) I 872.9 I B I 6.8 I 6.00 I SS BATTLE CREEK I 890.6 I B I 6.5 I 0. 50 I DS LAKE MOUNTAIN I 931.3 I B I 6.7 I 6.00 I SS GARBERVILLE-BRICELAND I 949. 1 B I 6.9 I 9.00 I SS MENDOCINO FAULT ZONE 1006.3 I A I 7.4 I 35.00 I DS LITTLE SALMON (Onshore) 11011.3 I A I 7.0 I 5.00 I DS MAD RIVER 11013.1 I B 7.1 I 0.70 I DS CASCADIA SUBDUCTION ZONE 11020.7 ( A I 8.3 I 35.00 I DS MCKINLEYVILLE 11023.7 B i 7.0 I 0.60 I DS TRINIDAD 1025.0 I B I 7.3 I 2. 50 I DS FICKLE HILL 11025.9 I B I 6.9 I 0.60 I DS TABLE BLUFF 1032.0 I B 7.0 I 0.60 I DS LITTLE SALMON (Offshore) 11045.2 I B I 7.1 I 1.00 I DS • Page 4 PROBABILITY OF EXCEEDANCE CAMP. & BOZ. ( 1997 Rev.) AL 1 0 0 25 yrs 50 yrs 0 100 75 yrs 100 yrs 90 �. 80 a 70 60 .n ° 50 40 -0 30 a� m X 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q) WETURN PERIODQ s . ACCELERATIAN CAMP. & BOZ. ( 1997 Rev.) AL 1 ZZ 10000 o_ L 1000 c a) 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 0 F 25 yrs 50 yrs 0 F—V ] 100 75 yrs 100 yrs 90 �. 80 0 70 � 60 ° 50 CL 40 c Cu 30 m m X 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q) 'IETURN PERIOD !s . ACCELERATIG0 � SADIGH ET AL. ( 1997) DEEP SOIL 1 10000 L .� 1000 0 Xz L L (Y 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 2s 5s 100 75 rs 100 yrs 90 �. 80 0 >, 70 60 ° 50 a 40 -d 30 a� a� X 20 w 10 0 0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50 Acceleration (q) OETURN PERIOD 001 . ACCELERATIC 1 ABRAHAMSON & SILVA ( 1997) SOIL 1 10000 L 1000 0 L LL L 100 [ / I -Jill 111111111 --Lill —Lill 0. 00 0.25 0.50 0.75 1 .00 1 .25 1 . 50 Acceleration (q ) APPENDIX E LIQUEFACTION ANALYSIS • • s • LIQUEFACTION EVALUATION Based on Proceeding o/the NCEER Workshop on Evaluation aLiquefactlon Resistance o7Solls, Technical Report NCEER-97-0022,December 31,1997 and Evaluation of Selltements M Sand due m Earthquake Shaking,Tokimatsu and Seed.1987 Seismic Event Ronnie Constants Depth to CWT Project Name Redhawk Carwash Ma,Moment Magnitude 6.8 Total Unit Weight(Ilii%') 125 Dunng Investigation(ff) 40 Project Number 104561-10 Design Ground Motion 0.67 Unit Weight of Water Obs/%° 62.4 During Design Event(h) 30 Boring B-1 Determination of C clic Resistance Ratio Sampling Data I DV Ono Investi scion emoting Conschon Factors Blow CountTotal Stress Pore Pressure Effective Sampler SPT Overburden Energy Borehole Rod Length Sampler Type Fines Depth lfl) Depth(.)I ngs Stress lost) Pressure loan Stress(pan Diameter N- C. Cs Cs Ca Ca (140. 1 Conten (Nr)., K. CRR,, 4 1.2 56 600 0 500 0.62 34.72 2.00 0.95 1.00 075 100 49.5 35.0 U.2 1.00 SPT>30 NL 8 2.4 70 1000 0 1000 0.62 43.40 1.44 095 1.00 0.75 1.00 44.7 35.0 58.5 1.00 SPT-30 NL 13 4.0 37 1625 0 1625 0.62 22.94 1.13 0.95 1.00 0.85 1.00 21.0 35.0 30.1 1.00 SPT>30 NL 18 5S 18 2250 0 2250 0.62 11.16 0.96 0.95 100 0.95 1 DO 9.7 35.0 16.6 0.98 0.18 23 7.0 30 2875 0 2875 0.62 18.60 0.85 0.95 1.00 0.95 1.00 14.3 35.0 22.1 0.94 0.23 28 8.5 56 3500 0 3500 0.62 34.72 0.77 0.95 1.00 0.95 1.00 24.2 10.0 25.6 0.90 0.26 34 104 92 4250 .10 4250 0.62 57.04 0.70 0.95 100 1.00 1.00 38.0 10.0 19.7 0.86 SPT>30 NL 40 12.2 90 5000 0 5000 0.62 $5.80 0.65 0.95 1.00 1,00 100 34.3 15.0 38.4 0.83 SPT>30 NL 44 134 100 5500 249.6 5250.4 0.62 62.00 0.63 0.95 1,00 1.00 1,00 37.1 15.0 41.4 0.82 SPT>30 NL 49 14.9 100 6125 561.6 5563.4 0.62 62.00 0.61 0.95 1.00 1.00 1.00 36.1 15.0 40.3 0.80 SPT>30 NL Determination of C clic Stress Ratio Sam lin Data 0 rina Desion Event Bio«Count Total Stress I Pore Pressure Effective Depth(fit Depth(m) SPT Rings Stress(pan Pressure(pal) Stress(psf) q CSR MSF FS (N1)60cs 4 1.22 56 500 0 500 0.99 043 1.28 Above GWT Not UqueOable 64.2 8 244 70 1000 0 1000 0.98 0.43 1.28 Above GWT Not Liquefiable 58.5 13 3.96 37 1625 0 1625 0.97 0.42 1.28 Above GWT Not Liquefiable 10.1 16 5.49 18 22W 0 22W 0.96 042 1.28 Above GWT Not Liquefiable 16.6 23 7,01 30 2875 0 2875 0.95 0.41 1.28 Above GWT Not Liquefiable 22.1 28 8.53 56 3500 0 3500 0.93 0.41 1.28 Above GWT Not Liquefiable 25.6 34 10.36 92 4250 249.6 4000.4 0.90 0.42 1.28 Con.SPT>30 39.7 40 12.19 90 5000 624 4376 0.85 042 1.28 Con.SPT>30 38.4 44 13.41 100 5500 873.6 4626.4 0.81 042 1.28 Car.SPT>30 41.4 49 14.94 100 6125 1185.6 4939.4 076 0.41 1,28 Con.SPT130 40.3 Assumption 4.5 inch diameter boring(inside of hollow stem auger) 3 Rod Sitck up above boring in feet no liner in SPT(Cs=1.10 for SPT) • APPENDIX F ASPHALTIC CONCRETE PAVEMENT CALCULATIONS PAVING DESIGN JN: 104561-10 CONSULT: TP CLIENT Herron + Rumansoff CALCULATION SHEET# 3 CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT Input "R" value or "CBR" of native soil 30 Type of Index Property - "R" value or "CBR" (C or R) R R Value R Value used for Caltrans Method 30 Input Traffic Index (TI) 6 Calculated Total Gravel Equivalent (GE) 1.344 feet Calculated Total Gravel Equivalent (GE) 16.128 inches Calculated Gravel Factor (Go for A/C paving 2.31 Gravel Factor for Base Course (Gf) 1.0 RIAL EQUIVALENT PAVEMENT SECTIONS: A/C SECTION BASE SECTION FEET Section Gravel Equivalent Minimum ASC Section Minimum Thickness GE GE Delta Base Thickness Base inches feet inches inches inches feet feet 3 0.58 6.94 9.19 9.0 0.25 0.75 3.6 0.69 8.33 7.80 7.8 0.30 0.65 4.2 0.81 9.72 6.41 6.6 0.35 0.55 4.8 0.93 11.11 5.02 4.8 0.40 0.40 6 1.16 13.88 2.24 2.4 0.50 0.20 7 1.35 16.20 -0.07 #VALUE! 0.58 #VALUE! 8 1.54 18.51 -2.38 #VALUE! 0.67 #VALUE! 9 1.74 20.83 -4.70 #VALUE! 0.75 #VALUE! 10 1.93 23.14 -7.01 #VALUE! 0.83 #VALUE! 11 2.12 25.45 -9.32 #VALUE! 0.92 #VALUE! 12 2.31 27.77 -11.64 #VALUE! 1.00 #VALUE! APPENDIX G GENERAL EARTHWORK AND GRADING SPECIFICATIONS 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). 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 the appropriate level of observation, mapping, and compaction testing. 0 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. 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 Clearing and Grubbing: 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 I 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 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. 104561-10 Pa0oe 2 September 15, 2004 2.4 Benching: 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. 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. 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. 0 Project/ No. 104561-10 Page 3 September 15, 2004 0 4.2 Fill Moisture Conditioninn: 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 density and optimum soil moisture content tests shall be performed in accordance with the • American Society of Testing and Materials (ASTM Test Method DI 557-91). 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 compaction with uniformity. 4.4 Compaction of Fill Slopes. In addition to normal compaction procedures specified above, 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. 4.5 Compaction Testine: 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 slope faces and at the fillibedrock benches). • 4.6 Frequency of Compaction Testine: 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 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. 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 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 test locations shall be provided. 5.0 Subdrain Installation Subdrain 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 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. Project No. 104561-10 Page 4 September 15, 2004 6.0 Excavation Excavations, as well as overexcavation 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. ZO Trench BackTlls 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 I 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. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 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. Projec! No. 104561-10 Page 5 September 15, 2004 L 0 Pjrcticn Yc. CC nq:tc c n I iAol c r�o i Ovc 11-�;��Q. nd RZ Cc, c-r,. Shlvid e&nzidze No z 2: W,.er t:t., % Fccil Tomrds 51pec-4,)7 alvo-,rA,Fm le comin- voHO., 1"10),stiN 5ci:5 Er t:,o(,r1 tc "VC-iJ ioi conewicils v Pok4nic, E;cparviuo ihovic,'ar?s ";,opo see, C 1: L:i . rojl;l:'f1oYl If conlpv�snl PA,w CU faln Al, one 5r.r,�En"inezr Dt 7. — Proi)osscl Erode ssuirl,nli',c;Pools.C'i c. slot,' -,Ce ? ' p y vers cria 10 ', ry f t ;'a^ollefio slope Face _ Fill j ied or Floouecl ',pid ol•ed G-!^onulm• ft'ia leradLIM—'—•^- .-•u;__ le :. L; ! LIZ, 6 [':;CC!•n iCc 1,^each �e'✓:�' ..:r. Or boGC' 1: CVf _ ii?P❑ �:, 1:1 7"IC:U L. b;l"Cn5l011 i colhla,c rldTd by Sods cnohlccr Proposed ep"j, L �oc. Clrilli Solid liL 0. (30' i(ka:c T�qpical 21 .. .... 2:1 :�ack C, Gs besipcd by 5oils Eilgio—zi 15, (Am lI'C'/ lbi;i,enstoA ; soihs 1,1914sec (Typicolly W 13' o,,m) --- C.,eo i er of 2 %5 lop W ;00; Til, Loc!; Peri'.PVC ?Ipe Fsr1oiraploits L)Ozk,.l i2"olitim 0%,el-lop. 5CCL-rCd Evcry 6 Feci schcd. 40 501,C) F VC C.C.'9ci Plipe, (Back"iliccl 0.1d Co;Ipoc trec:1A ii"I Nc-i!ve Alio.cricls) OU'i le,s 10 be PlocZd Ev,j- 100' I i/2" Opc;i aroc.1a6 Rcj< Gscrofbric (Yort,'i t _ j� VV d ce Tx icnm c } r ` _ � I I Ncw,cdcro,md opo-cc' L, C":r'. ;11 w: ^cz ic"'Ies PIE;")O" U;I$Lli f0blC 1.)L'OLIS Puns io E:f ccss of 500' —choll Ust T, blorlcf..r pj:)c 2) -incl 20' o�pipz o; ot,wj�y SE12" Overion, Solhc!0.1c!30c!.',NkC. .."ih fine-qrv,ll�c! 5cctwe6 E,,�,-,,6 cze, J PAO fei:0 1 6" Collec;or pipc (Schcd.=!O,Per i.PVC) 3 1 112" Cirvshecl f;ocN L_ol'cbric(A-Alre,I jAOIN or iIjpprovecl Equivolcn;) ?"Op'l6cc, Grocle Pic-,"ins Uccipes, pep:ndcn Ll:?O,l SlIc coliciii,ons CY F.kin. .f 5c:lzdlul, vo !12" CN-:)2d, Rock Gco,'obric Solid rl!( pi".4 or tipprov?d Eqvivalzm T, Cu'n.jmcierl =ill ;I&C: ov Soils lil�n heel' P.,0:30sed C,-,-OG_ 15' Mill Per, 3601C'.COM Eoild Pvc Ou II (304%og 8110 b2si6ill2ict by Soils"n"kic"Ir Ottriensto"s P", soils cilololee.. Cirsolttr ,;o' 2 %51 I ps V Til i ,oc!c Pel i N/C Oil)- Peri o:,oijo.is Domm t2"Atin.O"eirlat), Sectived Everi",6 Fee; PVC Oct 1,i Pil)C,(COCltiillsd, 0,10 compoc;erj ii AA01sriols) ij (DiLlikis to be Placec, Enry IOU O.C. 5 Opcn Grocle -cl NO-, 0., 7� LEGEND (Locations are Approximate) Earth Units ._ Qal AMMUM 7w��i_�� �I �`� �: I .�►, J L-�I L 1 IF A01' E S`?r..�l ��TI'��1.1�1T��11� _ ♦ a • • w w . {- • _ r • r . a r • • _r_...•T•• • • . • J r . r a 1' . M ♦ �a Y r a h ��• - ♦a•♦1• rr+��.w_r-r_..• r F r w a•rwr 1• a •{ • . • ♦r , • 1 . • • •••.n•._,,.•. .. . • •r...-. • • • . •r r • r • •�♦ r • a •.•..Y ♦ r .. . r� r .r. a' a r a . ♦ ♦ ♦L .♦ ♦h ♦♦ •♦ aa .♦. ...',x,rr • _•-... ♦ •-_.r.... •. r a ah .Y -7- . ,. • r • • - . r • • r • • ♦ • r • . - • • . • r w a Y • . V. a a Symbols • .Y . .•.• .- - ... TIF'E . a_ « a .rl • .♦ra .a • .•. • 10 •r•a . a . a r w r --•- .. .-.... . r r .r� , r:a:`:-. w •: `,T� E ' TIRE r� rr V yy 1/ Ln1 F 1 r,{�I M y � i ♦ � ' a - {,_a a • a •+ I _a,J 1�r•�It r.��✓t 8 A,� '�,i E Y(��'E 1 '.R L-._ 1 1 �) r 1 4. r a r ' Y-a- N 1,� _ I •.•� ENCLOSURE 18'--01'l 18'-0,t _ —, r r 7•r r . a r h ♦ r r � M 2--4 t C�� ♦. •a ♦rrrwaa r r` r • r`« • w r♦ .- . T.F 1. I .rp j 5I I �11���11 +r a•• • a. • • � r.a r. -._ . • .{ . .. r _� No.. + F , Report • ♦ 291-011 I 1 1'- 0 13,_0.1 34 —�" I 24'-0" 18 --0 w CL �� - �� ♦ ' j�,/`� i I 1 1 _0,1 A . .. a C.f? a ♦ IM r a . . • • r♦ • �a .r• � i/a+a� ,}- �-.�..F.'`� r F, a 1 0 �\I A 1 \ �/ _ . w . . r . r . ARD . . . . . . . S)ET B A LIJ a r ♦ � a . F . • . w. -_r.-. �._ .� 14 .� .. .� r^ • ♦ r • • . _ ♦ r F ♦ Y a r a a a y • �• a ♦ h r _ - • '� ♦ r ; a w : a • r w a ♦ .� w a a•a r a ~ . • ` a + • . ��I��(_,A�a� �' . . . . _ w . a ♦ . « • . _ r B w a . �"'"2 ��...../ . r r ♦ . . r . . ` . . r r . r . r . • r r w . • a ••� � r - .• r • ♦ r r a r • �- • _ r r r • . • . s • r r _ . . r r a r r r . • �� � r ♦ +• r 11..........,_ r r ♦ ♦ • Y •r� r a r r ♦ ♦ r ♦ r r rI�•D.r7t�.�' a, ya a, 1 _ Boring Location . 1 YAPD N� � T� U�r, . . . W _ - I .D.=25 coC�j < r r . . rC ./ aS ET B A INO GVV 4 r a a rR L a r r . r ��.-_F� ..-_� �♦ i _ r • r r . . _ a a _ .-_.. . w . . _ r . ♦'-'.`.�---r r a ♦ r . r r a ♦ a r r a r r Y r w♦ r♦ •. � • _ r r a • r = r .r . r . . . . . . . .. . - - .- -r a . ... .r.r♦r.a.•. • r I. . a a . . . • . r _ 1 / - ♦ •• a ♦r♦a•.,a r• G a. ..r. r.r . . -. . ♦. . -. '. • . �'(� r�1 (1 '1 _ w r r r r + r r r . ( r,• r F r r.+.F.r.♦.r.r.r. r. .- r F r _ . r r a a • r . . _ a - ♦ . 111---JJJ ` - r • . r r r r a . . L r r a a r r O a ♦ • w a r ♦ • r r a a a a a + • . a r r O . .. . . . r . . • a r a r • • . r . r a r a r • a y a . . ♦ • . . • r . a r r s r • r y r r a • • r ♦ a � ` r a r h a • • w r . .. . . a • ^J • r + r r . r r L + ♦ r r r r ♦ r r r a L • . . r a ♦ 20'—Olt r ♦ r w . a ♦ . r ♦ r ( . • a DAYS 2-4 � ♦ . . SEI F.-- -\VICE - _ -.a. Recommended Removal Depth r - . . - . ♦w - . - r CAF WASE-� � feet . . . F A��K TIG REQUIREMENTS .• . ' - - .♦ •+ r ; . a T STORE MID "VICE QAC i rrl F i 1 �' SETBACKit S M ES PER DAY`_ TW r _ . . . . . . ._. . . . . . . .� I ♦♦Lar . . r ♦ r �.Z_ SPACE�. REQUIRED r . . _ • . r . • r ♦ L \ sr.__'F__i'._'�"w'-._'_�--'F'- . . - - r . • ar-.rr--i--.t--.-..-s-s^-'x--r-r-x---r-r---*^^..z -w-Y'-t--.r- T_ -r... - - �" i'-i-•-- - a . ♦ w r . . . . - . .,.� • ♦ . •'r r f' • a♦ • • �•a.a .a. .a.a♦.. .' • _ . - . r ` .. �l� r r r . . • r • ♦ . . r • . ♦ • • r r . . . . . r _ w + r r ♦ r a r • r a r ' r r a ♦ PROVIDED . . . . . a♦ ♦ • r •a a r a r r Y • r a . . r • ♦�i r r • . ♦ . a r • • • L r a a ♦ • r a ♦ •�~-��`��•����I, r L r a- a_ •r♦•a.a ♦a F♦ a-ter. a` r.♦. ♦-Y r a r _. ,�_ ♦ r • ♦ r a ♦ ♦ 'a r T�� •.� a L • • • • . r r a . r a r ♦ 4 • • • • . r r • a ♦ F • r . ♦ . r . • ♦ w . _ • 4` `���rrr�VVV r r a • r a ♦ a 1-��r 1 • • ♦ r . r a a • ♦ r a a ♦f•♦ • t ♦ . • a a r . . r r s s • a r r a a • 30 r w . • a r r r r a a w a w • • . . « • • • r a . ♦ • • ♦ r r M r . r ♦ r r • . �r. 'cli� . _ r r w r • ♦ r a♦ r.-. . . . . r - a •-r •.F.♦. • -. ♦• ♦♦♦.a a.- - -.-r- - r♦ r♦ : . • . . . :LAN h I rJ - • • • . -• • • : _ . : r : . . . . . r• ._ .. r . . . •.•. .•• r: - .. ( WASH r . ~'.AR WASH 1 ♦ ♦ • . . w r r . . • . ♦ . ♦ . r . . . . . . . . a . . . . I. a r . _ • . . . . . . r . « • r ♦ r r a . . w r • . . a . . . . r • . . a . . . . . a a r a a • . . . . a . ♦ • a . a a . ♦ ♦ r a • r .' . r . ♦ r . . • . . . . . . . ♦ ' r� SPACESPERBAY r . a . . . r ♦ r a • . a • . ♦ • . r . r . r r . ♦ • . r r w • _ r r . a • r . ♦ . . _ . . . . • .�• . . ♦ . . . . . r . . r 1 I �_ � • _ . . ` _^ _- _ ..`.I-: ..I_: . :rr,:,_,ra�rF. ..«.F -- • r . • r ..:.r . . ._... II`� S�A��ES REQUIRED • • hJ 7 3 2 3 �Yl E w • • _ r a a a s . . l_A�•JC..�.�APIN� . . . . . . . . . . . • . . . . . . F . . . . . rr . _ . . �� . • . raYa . . <<-. . . ♦ • . . . . . . . . . w ♦ . __ . _ . r . . . . . . . . .^ .F. _ . •- .♦ -•-r •r -a.r.,. • �y. . . . . . . . .`.`.. 10 PROVIDED c • w � / ♦ a a r \ • ♦ ♦ . • . ♦ . . . . . . . . « - . • r a r r Cr • a r __..._ r • r _ F r r r f r r r i r r r i E t t c a r t 1 t 1 Mark Be r r�r�anr� Ste heir Pfuole Hamner REDH/�WK CAI�WASH Prir,cr al Geologist Principal Etigmeer _ Pro gcCt INo. 104567.4oAV ; qMw lu T C H I CA L Client: HERRON + RUMANSOFF 40935 County Center Drive, Suite A Scale: ,� rr Now " Date: SEPTEMBER 2004 � Temecula, California 9259`1 r 909) 719-•1075 rax 909 7'19-1077 C..1 SITE DWG t ) ��'Sheet No. Plate No. PLATE NO. I _._.�. Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix F Treatment Control BMP Sizing Calculations and Design Details • • 05/22/07 Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: Lj_-> L Date: Project: Location: p / 1. Determine Impervious Percentage a. Determine total tributary area A = 0- .� -- acres (1) b. Determine Impervious% i = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = s (4) c. C Soil Runoff Coefficient C, _ (5) d. D Soil Runoff Coefficient C, _ (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Ae = b. Area of B Soil / Ab (8) c. Area of C Soil / (1) = A = (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(g) + (6)x(10) = C = O, 7 S 01) 5. Determine BMP Design flow a. QBMp = CxIxA = (11)x0.2x (1) QBMP = C3 s ](12) s rt oGi"sf? f rL/ �� Kl !s t'ft , :t3`r . (, , c - mat-. F6,1 ) io Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: Date: Project: Location: y f;,, 1. Determine Impervious Percentage a. Determine total tributary area q - y"L' acres (1) b. Determine Impervious % i = �O 2. Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Soil Runoff Coefficient Ca . b. B Soil Runoff Coefficient Co _ _ 0, 7 (4) c. C Soil Runoff Coefficient C� d. D Soil Runoff Coefficient Ca = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = n) b. Area of B Soil / (1) _ c. Area of C Soil / (1) _ Ac _ (g) d. Area of D Soil / (1) _ 4. Determine Runoff Coefficient a. C = (9)x(7) + (4)x(8) + (5)x(g)+ (6)x(10) = C = G 7.`� 01) nDetermineP Design flow = CxlxA = (11) xO.2x (1) QBMP � /� ft3 (12) = S F ,' 10 . Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: Date: Project: Location: 3 1. Determine Impervious Percentage a. Determine total tributary area Atom, _ O. Gc� acres (1) b. Determine Impervious % i % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient Ce = _ (3) b. B Soil Runoff Coefficient Co = 7s (4) c. C Soil Runoff Coefficient C, _ _ (5) d. D Soil Runoff Coefficient Co = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = b. Area of B Soil / (1) A, �) c. Area of C Soil / (1) = A = (s) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C 01) L- 5. Determine BMP Design flow a. QBMP = C x I x A = (11)x 0.2 x (1) QBMP S3 (12) • 10 Design Procedure Form for Grassed Swale Worksheet 9 Designer: Company: LDL Date: Project: Location: ✓? 1. Determine Design Flow QsMP = (J. 0,5 cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b =_� fl b. Side slope (z) z = r GS C. Flow direction slope (s) s = C So % 3. Design Flow velocity(Manning n = 0.2) v = ✓/, U9 fUs 4. Depth of flow(D) D ft • 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L = :� 7 8 n 6. Vegetation (describe) S n� 8. Outflow Collection (check type used or Grated Inlet' describe "other") _ Infiltration Trench Underdrain Other Notes: M//✓, or 2nc f DiCArn/> 2eW Ai Gi,Fl OPalV/�✓G �flcFc7) Az1 i 55 Design Procedure Form for Grassed Swale Worksheet 9 Designer: Company: GD Date: Project: Location: 142- 1 Z1. Determine Design Flow OBMP = , IS 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 = _ % 3. Design flow velocity (Manning n = 0.2) v = ft/s 4. Depth of flow(D) D = G. Zo ft • 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L = 57, (o ft 6. Vegetation (describe) 4 S O0 8. Outflow Collection (check type used or Grated Inlet' describe "other") _ Infiltration Trench DS Underdrain Other Notes: 55 FIGGard.F us FiBel installed �nllla 8olltls Filtered Total Inlet In Grate OD Stora a B7paaa Secondary Bypass Model No. In x In in x In Ca . tory Flow Cap. B7paas Cap FGP-12F tis ch Ca . Ns cis 72x12 74x ii 03 FGP-153OF 15 x 30 16 x 36 0 4 2.7 0.1 2 8 23 1.6 85 04 FGP-16F 16x16 76x70 0869 FGP-taF 187 1B 20x20 08 0.7 4'4 02 47 0.7 FGP.1822E 20 x 24 to x 22 4A 0.2 4.7 2.7 1.6 5.6 FGP-0824F s6 s 27 IO a 24 1.5 4.8 GA 5.9 7 2 FGP.7836E 78x36 18t40 02 50 2 7 1.6 FGP-202dF M 6.3 x 24 22 s 21 O.i 6.9 1.2 10 56 FGP•21F 22 x 12 24 x 200 3 5.9 2.2 1 5 FGP•2142f 21 s 12 26 t 42 6,3' S'8 0.3 6 1 . 2.4 FGP-24F. .: '2d 2 .,. 8.7 0 6 9.7 2. FGP.2676E 24 v J6 24 x 40 - 1,55.8 "0 3�' °. ..__6.1: 34 20 7.3 FGP-244F 2d x 45 26 x 47 G.< so 8 FGP-2448 d4 2.4 .9F 24 x 48 26 x 48 0'4 9 3 4 d 2.4 8 9 FGP•28F 28 x 28 30 x 30 0 4 9.3 2 2 1.5 FGP-30F 30 x 30 30 x 34 3.6 5.8 0.5 6 3 FGP•36F 2.0 7 5 0.5 B.1 3fia76 36x40 46 FGP-3648F 36 x 48 40 x 48 2 6 B 6 0.5 g,7 68 32 108 FGPd9.5 39 BF 2 46 x d8 68 x 32 0.6 11.5 72.5 110 TEs: U.7 13.2 r s"'a anryndaegtcr ma..ummea mlaWnpw Iolrryefrp 111wrpepap 2 8...<rb`„a.4xy�.,ay�„�yor2 FLO-GARDIN+PLUS 3 rbOawRiagdBanFnr�l.a.ay�a CATCHB n�•aa.a, „I,. epijp m,.m.a. ASINFILTER INSERT Gear araram a+xomaunam - (Frarne MOunI) a Re.c.aRurn.a.><narwne.uwincmr,ne,., FLAT GRATEDINLE7 we.a.mua.aanruv.wsvam xario SI'EEf10F2 a�ramw,nron�ne.a r�anv�a,m p,wine Wi51er Enracnua,int,Senle Baso,2 eI aNEMi rENOWG 1 CA (800)579.e4ie ' Fl.,C a.p[s Fina ouCTlled 0 i NOTES: 1.FbGadn'#PLUSIB+memoutl)byhapapy"khbMn ut bN NLIIGaylfQ0 bSIgpw adutpySOMYd the bu"aamaM rylataaapeolwdarU.&lDfit the Flo Gad^4IiUS htil moon)baarl la tM`im b A7 nonsmataN a nm0uulbnsl*,akh b,m. 2 Fdhrnynaba7harabihm-w rrdkrvg bypusaal 10-nab,hpbrba brpu,halve. 3•FJty+ueWy'w bemroh xW hpn stalky rteel FLO-GARbTM+PLUS (Im 70). .f9Mb WlDp.f 01wd .lpp CATCH BASIN FILTER INSERT dBrabaM bpolNeluaCelppe(a).PehrbW s FOermediun�iu b.R rWw;kAaWeMM3� (FrameWuntlrrtallabon) FLAT GRATED INLET US FTTEM KnSW Enlelpr .Inc,Santa Rosa,CA(800)579-8819 ww 0 I7.wn,hap Fos l RokTti poodle, v.lvro'p byp�ts lmn Sapparl a w Calm B. , Irby Gib swb) WU p" TOP VIEW W4alBrya„ T oda - NOTES: GubtFlwva"'wad llmsbnW 8phupacrr 4•aw haul I uarwoBynss, xuero an anJabknWnmMmop rdnM+Ivr6uW ,aChW,ina®aaMswas "Mqk durtlnrq.Ra6rlo IN ilWWvdwM W ocw)c"bhnbu mm Ikon,nap roMaalOada mnbroaonawaauafdl8a,6e Yu'ryp 2 FNar !ll,bglat.bypwf"llvll FJ@NIP q'pb,atl swpu18a1.e1 'Whttr•bpbOgahJps,a Wbn 1[Typ.304l shall bo rdnbuvdhanmuJes,ated 1 (fyp 701} l�7owamnnumd7'-0•oltlaamu klaen tlia bol0un Fowl Rm pgylc., dyNWbpdx laaLLlPpft Rabrb Oo FbGud^'anerllar•WIIwJ'bla7a0ou S 1nK'&"u Wpb WABnnnsubbldat r>,rrd b avoraaraar.9ti nundac0aerrcorinlmda0oru Law L—C)—:t aeld vipn FLO-GARDTM+PLUS SIDE VIEW CATCH BASIN FILTER INSERT (Frame Wunt) FLAT GRATED INLET US A;TFN YnSlar Enterprise ,Inc,Santa Rla,CA (800)5792819 06'04 CD-W031 NO. 2424 STEEL PARKWAY . NO. 2424 CAST IRON OR TRAFFIC COVER PARKWAY GRATEWT. BOO. PARKWAY WT. 1050. TRAFFIC WT. 1150. 00 �• „ll'llr, 2 , pp00�� 261 26; NO. 2424 STEEL A 26' PARKWAY GRATE NO. 2424 TOP SECTION WT. 481. OR EXTENSION W/O KNOCKOUT AVAILABLE WI WITHOUT BALV26' NO. 2424 STEEL TRAFFIC GRATE SEE 2 , WT. 960. CHART 2;' 26' NO. 2424 LOWER SECTION 26• / W/ KNOCKOUT AVAILABLE WITH on . 1 YSTmM CALVAYTTM Fes• OP OR EXT HT. LBS. AVAILABLE SECTIad SEE ##2424 T6WNEKj CHART 2 ' ##2424 712 2424 718#2424 T185' #2424 T24 NO. 2424 BOTTOM LONER HT Lam• AVAILABLE ##2424 L12 12' 606 W (2) 8' X 14' KO 2424 L18 18 909 W 8 X 14 KO 2424 L24 24' 1030 N (2) 14 X 14' KO 241 BOTTOM HT. LBS. AVAILABLE ##2424 B30 30' 3975 2 !4' X 14' KO 2424 MR 36 4050 14' X 14' KO SEE # HAR WITH FRAME ONLY •. ## WITH OR WITHOUT FRAME 6' 6' 240 X 24' CATCH BASIN l L DATE uuwiNs iawDEp 36' 36' 7-8-64 NO. 2424 . Y �C BROOM PR v)m IIS. N o NOTES: d_ J 1. Filter outlet adapter shall be constructed from stainless steel Type 304. O 2. Filter element is constructed from polypropylene woven monofilament geotextile surrounding a perforated filter housing. Filter element shall not allow the retention of water between storm events. 3. Filter inserts are supplied with "clip-in"filter pouches utilizing fossil rock '" filter medium for the collection and retention of petroleum hydrocarbons (oils & greases). 4. FloGardO LoPro TN filter inserts and fossil rock Tm filter medium pouches must be maintained in accordance with manufacturer recommendations. 5. Outlet adapter can accommodate outlet openings at right angles and/or bottom outlet openings. 6. For alternate outlet adapter configurations used for extremely shallow trench drains contact Kristar Enterprises for engineering assistance. CONCRETE CURB. SIDEWALK. CONCRETE TRENCH DRAIN. (SHOWN) PAVEMENT. T r ° OUTLET. RUBBER GASKET EARTH. \ i ° •' /� MATERIAL. j / OUTLET ADAPTOR & BYPASS WEIR. \ ° REMOVABLE CAP FOR FILTER ELEMENT SHEATHED IN GEOTExTILE PERIODIC MAINTENANCE ///// SLEEVE. SEE NOTE 2. FOSSIL ROCK` ABSORBENT POUCHES. LoProTM KRISTAR KriStar Enterprises, Inc. P.O. Box 6419, Santa Rosa,CA 95406 TRENCH DRAIN FILTER INSERT Ph:800.579.8819, Fax: 707.524.8186,www.kristar.com DRAWING N0. REV [CO 'ATF DAF FG-LP-0002 C 0020 3/7/07 DS 2/21/07 SHEET 1 OF 2 N O O a OUTLET GALLERY. J " e c7 OUTLET ADAPTER & BYPASS WEIR. - a Q BYPASS FLOW I OUTLET FILTER ELEMENT FILTERED FLOW WITH GEOTEXTILE SLEEVE. 6 d d e a 8 d DETAIL A SECTION VIEW BYPASS PVC TEE. SCALE: 1 X BYPASS FLOW FILTER ELEMENT FILTERED FLOW WITH GEOTEXTILE SLEEVE. DETAIL B SECTION VIEW ALTERNATE ADAPTER CONFIGURATION SCALE: 1 X SPECIFIER CHART TRENCH MINIMUM SOLIDS FILTERED TOTAL FILTER WIDTH"ID" TRENCH STORAGE FLOW BYPASS MODEL TYPE DEPTH CAPACITY (CLEAR OPENING) (FROM aOTTOM CAPACITY CUBIC FEET CUBIC FEET OF GRATE) CUBIC FEET /SECOND /SECOND FG-TDOF3 PIPE' 3.0 6.5 0.1 0.5 0.1 FG-TDOF4 PIPE' 4.0 6.5 0.2 0.5 0.1 FG-TDOF6 PIPE 6.0 6.5 0.4 0.5 0.2 FG-TDOF8 PIPE 8.0 6.5 0.7 0.5 0.3 FG-TDOF10 PIPE 10.0 6.5 0.9 0.5 0.5 FG-TDOF12 PIPE 12.0 6.5 0.9 1.0 0.6 FG-TDOF18 PIPE 18.0 6.5 1.3 1.5 1.1 FG-TDOF24 PIPE 24.0 6.5 1.8 2.0 1.5 FG-TDOA6 PANEL 6.0 6.5 0.5 0.2 0.3 FG-TDOA8 PANEL 8.0 6.5 0.7 0.2 0.3 FG-TDOA10 PANEL 10.0 6.5 0.8 0.3 0.5 FG-TDOAl2 PANEL 12.0 6.5 1.0 0.4 0.6 FG-TDOA18 PANEL 18.0 6.5 1.4 0.8 1.1 FG-TDOA24 PANEL 24.0 6.5 1.8 1.1 15 ALTERNATE ADAPTER CONFIGURATION. SEE DETAIL B. E � ° LoPro TM KRI$TAR KriStar Enterprises, Inc. P.O. Box 6419,Santa Rosa,CA 95406 TRENCH DRAIN FILTER INSERT Ph:800.579.8819, Fax: 707.524.8186,www.knstar.com DrenwwG N0. eEr cco Dn,E DATc FG-LP-0002 C 0020 3/7/07 JPR 2/21/07 SHEET 2 OF 2 Worksheet 11 Design Procedure Form for Water Quality Inlets Designer: Company: Z-01)G Date: Project: La7J/4Aa✓ Ti ,R Location: TJ2�•_%'t �-),ICL..L� f/Z,f-" 1. Determine Design Flow Rate QBMP = C�), cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make AW.17 }oe S A/J- Model Model FG - 7-/)0 F Flow Capacity of Model Capacity O. S G¢; cfs Please include a technical sheet from the manufacturer with information on this model. Notes: 61 Worksheet 11 Design Procedure Form for Water Quality Inlets Designer: Company: LhDC. Date: Project: N 9 Location: /4 alt ! 1. Determine Design Flow Rate QBMP :::D cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make f /S? Model Model �4P Flow Capacity of Model Capacity /. S cfs Please include a technical sheet from the manufacturer with information on this model. Notes: i 61 Worksheet 11 Design Procedure Form for Water Quality Inlets Designer: Company: z oQl r' Date: Project: v7Ji�Szsl� Location: 7-?LE7i 17- 1. 1. Determine Design Flow Rate QBMP = y • 1S cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make /S7P, 2 Model Model Fla 74- Flow Capacity of Model Capacity 415 cfs Please include a technical sheet from the manufacturer with information on . this model. Notes: 61 Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Company: Z-OD6G Date: Project: G}��{rcJ - �Qc Location: A3 1. Determine Design Flow Rate QBMP = CJ ' 3 cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make IS7?42 Model Model Flow Capacity of Model Capacity /. cfs Please include a technical sheet from the manufacturer with information on this model. Notes: 61 Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix G AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP • 05/22/07 File . Prepared by KJR Checked by Assessor's Parcel Number: 959-090-007-3 Recording requested by City of Ontario, and when recorded mail to: CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS 43200 BUSINESS PARK DR. TEMECULA, CA 92590 __................._---._.._..___.._.._.._.._.._._ _ THIS SPACE FOR RECORDER'S USE Water Quality Management Plan and Stormwater BMP Transfer, Access and Maintenance Agreement OWNER: Jubela Family Limited Partnership PROPERTY ADDRESS: The east side of Margarita Road, north of Highway 79 Margarita Road, Temecula, CA 92544 THIS AGREEMENT is made and entered into in Temecula , California, this 12 day of July by and between Jubela Family Limited Partnership, herein after referred to as "Owner" and City of Temecula, a municipal corporation, located in the County of Riverside, State of California. WHEREAS, the Owner owns real property ('Property") in the City of Temecula, County of Riverside, State of California, more specifically described in Exhibit "A" , of which exhibit is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project known as PP16580R1 within the Property described herein, the City of Temecula 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 of Temecula, hereinafter referred to as "WQMP", to minimize pollutants in urban runoff and to minimize other adverse impacts of urban runoff; WHEREAS, said WQMP has been certified by the Owner and reviewed and approved 0 by the City of Temecula; 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 Temecula'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 of Temecula's Engineer, no advance notice, for the purpose of inspection, sampling, testing of the Device, and in case of emergency, to undertake all necessary repairs or other preventative measures at owner's expense as provided in paragraph 3 below. City of Temecula 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 of Temecula, the Owner shall provide the City of Temecula 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 of Temecula, the City of Temecula 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 of Temecula 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 of Temecula 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 City of Temecula's Engineer 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 of Temecula its reasonable costs incurred in accordance with paragraph 3 above. 5. This agreement shall be recorded in the Office of the Recorder the county of Riverside, 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 of Temecula, 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 of Temecula in enforcing the terms of this Agreement, including reasonable attorney's fees and costs, and that the same shall become a part of the lien against said Property. 7. It is the intent of the parties hereto that burdens and benefits herein undertaken shall constitute covenants that run with said Property and constitute a lien there against. 8. The obligations herein undertaken shall be binding upon the heirs, successors, executors, administrators and assigns of the parties hereto. The term "Owner" shall include not only the present Owner, but also its heirs, successors, executors, administrators, and assigns. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement. Owner shall provide such notice prior to such successor obtaining an interest in all or part of the Property. Owner shall provide a copy of such notice to the City of Temecula at the same time such notice is provided to the successor. 9. Time is of the essence in the performance of this Agreement. 10. Any notice to a party required or called for in this Agreement shall be served in person, or by deposit in the U.S. Mail, first class postage prepaid, to the address set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two (72) hours after deposit in the U.S. Mail, whichever is earlier. A party may change a notice address only by providing written notice thereof to the other party. 0 IF TO CITY: IF TO OWNER: CITY OF TEMECULA JUBELA FAMILY LIMITED PARTNERSHIP DEPARTMENT OF PUBLIC WORKS 2533 N CARSON NO 4137 43200 BUSINESS PARK DR. CARSON CITY, NV 89706 TEMECULA, CA 92590 IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. OWNER: Name Title OWNER: Name Title NOTARIES ON FOLLOWING PAGE • EXHIBIT A (Legal Description) Parcel 7 as shown by Parcel Map no. 28384, in the County of Riverside, State of California, on file in book 190 pages 43, 44 and 45 of Parcel Maps, Records of Riverside County, California. EXHIBIT B (Map/illustration) i Xv mwr 1@i0 MIAI Ill[ =7 PI If H 23432 PMO I M"I of PARCEL 7 PH 2=4 Pus 100/4$4�� Scale 1" = 50' mm DARTOLO RD. SITE PLAN Water Quality Management Plan (WQMP) Redhawk Tire Store Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT- SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS NOT CONDUCTED FOR THIS PROJECT 05/22/07