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Home My WebLink AboutParcel Map 34387 WQMP Ruby TuesdayProject Specific Water Quality Management Plan For: Ruby Tuesday Creekside Centre Shopping Center DEVELOPMENT NO. PARCEL 2 AND 3 OF MAP 34387 DESIGN REVIEW NO. PA07-0123 (REFERENCE PA04-0525 & LD05-083GR) Prepared for: Davcon Development, Incorporated 42389 Winchester Road, Suite B Temecula, CA 92590 Telephone: (951) 296-5225 Contact: David Wakefield Prepared by: DT Kelleher, Designer K&S Engineering, Inc. 7801 Mission Center Court, Suite 100 San Diego, CA 92108 Telephone: (619) 296-5565 K&S Job No. 06-058 WQMP Preparation/Revision Date: January 18, 2008 July 19, 2007 February 11, 2007 Aar 18 09 02:02P CESC Katchall 951 845 2771 P.1 STORMWATER FILTRATION DEVICE (S) MAINTENANCE CONTRACT Oft is hereby agreed that Creekside Retail Investors, LLC, (hereinafter referred to as Property Owner) are entering into a contract with Katchall Filtration Systems, LLC (hereinafter referred to as Service Provider) for the following services, as of the effective date of the respective partes signatures attached hereunto, (below). • 0 ❑ Maintenance of a Katchall KLEERSTREAM® Filtration Vault (Model# 200) located at the Creekside Retail Shopping Center located within the city limits of Temecula, CA and other associated storm drain inlet filters. Maintenance services shall include the following items and shall occur not less than twice (2x1 times oer year 1. Perform a visual inspect of both the exterior and interior components and insure that they continue to meet all applicable local, county and state standard requirements. 2. Visually inspect the filtrafion weir walls and insure that they continue to meet their original design specifications and operational performancestandards.--- 3. Remove all solids and ffoatable debris collected in the trash net areas and on the floor of the vault itself. 4. Repair or replace filtration media as deemed appropriate by the manufacturer – Katchall Filtration Systems, LLC (951) 769 – 0099. 5. Remove all atwater present and dispose of the collected waste in a manner approved by the Santa Ana Regionall Water Quality Control Board and/or the State Water Resources Control Board. ❑ Suggested Scheduling ! Services o Wet Season –Not later than September 1`each year, o Dry Season – Not later than March 31a each year ❑ Cost of Annual Inspections - Services o It is agreed that the annual cost (or the services specified above) shall not exceed (for the first year) a total figure of Three Thousand Seven Hundred Fifty Dollars and 00 Cents, ($3,750.00) and shall be subject to a annual review and increase if deemed necessary by the service provider. Whereas all of the foregoing has been agreed to by the respective parties, they do hereby affix their signatures, attesting to that agreement and further represent that there exist no other agreements, oral or written, at shall take precedence over those agreements as contained herein. PROPERTY OWNER: Creekside Retail investors, LLC 42309 Wmchester Road, Su Temecula, CA 92590 - 0 (951) 296 – 5225 P Authorized Signatory SERVICE PROVIDER: Katchall Filtration Systems, LLC 476 Fast 13" Street Beaumont, CA 92223 (&iii) 769 –0099 –'/�/ tYate Authorized Signatory Party �T— �— F] I Project Specific Water Quality Management Plan For: Ruby Tuesday Creekside Centre Shopping Center DEVELOPMENT NO. PARCEL 2 AND 3 OF MAP 34387 DESIGN REVIEW NO. PA07-0123 (REFERENCE PA04-0525 & LD05-083GR) Prepared for: Davcon Development, Incorporated 42389 Winchester Road, Suite B Temecula, CA 92590 ' Telephone: (951) 296-5225 Contact: David Wakefield IWQMP Preparation/Revision Date: to January 18, 2008 July 19, 2007 February 11, 2007 Prepared by: ' DT Kelleher, Designer K&S Engineering, Inc. 7801 Mission Center Court, Suite 100 1 San Diego, CA 92108 Telephone: (619) 296-5565 K&S Job No. 06-058 IWQMP Preparation/Revision Date: to January 18, 2008 July 19, 2007 February 11, 2007 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 ENGINEER'S CERTIFICATION "I certify under penalty of law that this document and all attachments and appendices were ' prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted." 112, � D tg re Date to I 1 he 1 OWNER'S CERTIFICATION Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 ' This project -specific Water Quality Management Plan (WQMP) has been prepared for: DAVCON DEVELOPMENT, INCORPORATED ' by K&S Engineering, Inc. for die project known as Ruby Tuesday in the Creekside Centre Shopping Center. ' This WQMP is intended to comply with the requirements of the City of Temecula for PARCEL 2 AND 3 OF MAP 34387 (PA07-0123) which includes die requirement for the preparation and implementation of a project -specific WQMP. I 1 The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for tite implementation of this WQMP and will ensure that this:WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section 8.28.500). If die undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify die successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the QMP will be transferred to future successors in interest.,, Owner's David Wakefield Owner's Printed Name ' DAVCON Development, Incorporated 42389 Winchester Road, Suite B Temecula, CA 92590 I (951) 296-5225 Contact: David Wakefield I I I — l?) — 2_00q Date President Owner's Title/Position ' CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of Riverside I ss. On _November13. 2007 , before me, Bridcette Hill Notary Public ' Daly Nem..M UW 0D ,(v0. -J. Doo, Nuu P wbn personally appeared DAVID W WAKEFIELD N.malU of slpnogal ' personally known to me 13-Prevad to-rne en-thefrasisofsatisfeetaryr evidence ' to be the personle whose nameW(jj subscribed to the with Instrument and acknowledged to me that a sh6ttl* executed the same irrh�/Ad/tflgir authorized capacity), BRss-ior E HILL and that by is fl%f/tfk9r signature on the 010rY50 Public F 1719725 instrument the erso Notary Public - Catlfotnla P R(S), or the entity. upon Rlverslde county behalf of which the person*acted, executed the Le ' WCOM.EomFebil,20111 instrument. WITNESS my hand and official seal. A. Nvl.ry e.vl �hovo A-, /X. 5191uhvv al NviulvNugi. -----OPTIONAL---- CJJ Though the information below is not required by taw, it mayprove vatuab/e to persons relying on the document end could prevent fraudulent removal and reattachment of this torn to another document Description of Attached Document Title or Type of Document: Owner's Certification Document Date: Number of Pages: one Signer(s) Other Than Named Above: none Capacity(les) Claimed by Signer ' Signer's Name: DAVID W. WAKEFIELD Olndividual OCorporate Officer - Tdle(s): T.p enhwro rmR ❑Partner- G Limited O General OAttomey in Fact OTruslee ' OGuardian or Conservator O Other: Signer Is Representing: Davcon Development Inc 01999N.il.nb Nd.ryRa,Wn,9]50MUd.gw..P.O. am24M04bw00.G913112102 wwx.mllvno agog PMd N..5 7 RM.N CW1 Telbnvv 4ap0.a96A9P Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 raAPPENDICES Contents CONDITIONS OF APPROVAL Section Page I PROJECT DESCRIPTION A-1 ' II SITE CHARACTERIZATION A -'J III POLLUTANTS OF CONCERN A,9 IV HYDROLOGIC CONDITIONS OF CONCERN A -ll V BEST MANAGEMENT PRACTICES A-13 V.1 Site Design BMPs A-13 ' V.2 Source Control BMPs A-19 V.3 Treatment Control BMPs A-26 VA Equivalent Treatment Control Alternatives A-31 V.5 Regionally -Based Treatment Control BMPs A-31 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs A-32 VII FUNDING A-35 raAPPENDICES C1 1 r A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) ' D. EDUCATIONAL MATERIALS E. SoR-s REPORT (IF APPLICABLE) 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-SPEcw WQMP ' H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS C1 1 r �r 1 i. Project Description Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 ' Instructions: The project description shall be completely and accurately described in narrative form. In the field provided on page A-4, describe and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be ' described and/or addressed in the 'Project Description" section of the project -specific WQMP: ■ Project owner and WQMP preparer; ■ Project location; FBI 1 to ■ 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: Davcon Development, Incorporated 42389 Winchester Road, Suite B Temecula, CA 92590 Telephone: (951) 296-5225 Contact: David Wakefield, Managing Member WQMP Preparer: K&S Engineering, Inc. 7801 Mission Center Court, Suite 100 San Diego, CA 92108 Telephone: (619) 296-5565 DT Kelleher, Designer K&S Job No. 06-058 A-1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Project Site Address: 41785 Nicole Lane Temecula CA 92590 ' Planning Area/ Community Name: Creekside Centre Shopping Center APN Number(s): 921-810-025 Thomas Bros. Map: County of Riverside, Page 978, Grid H4, Year: 2000 1 Project Watershed: Santa Margarita River (HU 902) ' Sub -watershed: Santa Gertrudis (HSA 902.42) Reach 18070302_000754 Project Site Size: 2.56 Acres Lot Size, 0.567 Acres disturbed Standard Industrial Classification (SIC) Code: 8512, 8513 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y ® N ❑. There will not be a Homeowners' or Property Owners' association for this project. However, the owner will employ a professional property management firm responsible for ' contracting out all operation and maintenance for all permanent BMPs. The owner will retain responsibility for insuring the site and BMP maintenance is performed. 1 11 1 r A-2 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Attachment to Section I. PROJECT DESCRIPTION: The project is on Parcels 2 & 3 of Map 34387, located on the southwesterly corner of the intersection of Overland Road and Nicole Lane at the 41875 Nicole Lane address in the City of Temecula. This property is adjacent to the Long Canyon Creek flood control channel and the area of the combined parcels is 2.56 Ac. The project consists of the precise grading of a limited (0.57 Ac) portion of the parcels not previously improved per PA04-0525. Areas of disturbance for the project are a minimum of 25 feet from the Overland Drive property line and approximately a uniform 5 feet from the Nicole Lane property line, except for where 1 the daylight line meets grade at the existing parking lot walkway and public sidewalk. The new pad area will facilitate the construction of a single, one story, masonry tilt -up commercial restaurant building and one future commercial building pad on the previously undisturbed area. The future commercial building is currently planned to be of similar construction to the proposed building and tentatively houses a commercial bakery restaurant. The portions of Parcels 2 & 3 previously improved consist of 1.09 Ac of impervious surface (pavement and sidewalk) and 1.47 Ac of pervious landscape and undisturbed areas. Undisturbed areas include 0.78 Ac of flood channel and existing 2:1 slopes not available for development, leaving 0.69 Ac of pervious area. This project's disturbed area is comprised of a portion of the undisturbed area of the previous development. The breakdown of surface areas for this project follows: 1 Sidewalk and hardscape - 0.16 Ac Ruby Tuesday building - 0.14 Ac Future building envelope pad - 0.12 Ac Landscaping - 0.15 Ac The private improvements include; walkways, patios, landscaping, landscaping area drainage, decorative water fountain feature, one trash enclosure (located within the existing parking area) and the replacement ' of an existing drainage inlet with a yard drain. The project drainage utilizes an existing private storm drain system (constructed per LD05-083GR) to discharge all storm flows. The inlet for this project is centrally located northerly of the existing ' northwesterly parking bay (easterly of the existing trash enclosure). This storm system discharges to the adjacent storm water flood control channel (commonly referred to as Long Canyon Creek). The location of discharge is in the southwestern corner of Parcel 1. The new trash enclosure precludes urban run-on and drains via surface flows to existing curb & gutter and ribbon gutter, located along the southern curb of the driveway entrance from Nicole Lane. This surface flow drains to the west, where it is intercepted by the existing curb & gutter along the western parking bay before discharging to the existing curb inlet. This private curb inlet is outfitted with a filter insert (Kristar FloGard+@), as identified in the WQMP for PA04-0525, before outletting to the channel. LOCATION OF NEW FACILITIES (relative to aroiect boundaries): ' Parcel 2 will contain the proposed building. Its location is generally in the northeast corner of the parcel and conforms to zoning setback regulations. Parcel 3, westerly of Parcel 2, will contain the future building envelope pad, which will be located in the northeast portion of the respective parcel. A common courtyard ' straddles the property line and separates the proposed building from the future building pad. The southern portion of both parcels contains previously constructed vehicular access and parking area. A trash enclosure will be constructed in the northeast corner of the existing parking area of Parcel 2. The western ' portion of Parcel contains the existing flood control channel and will remain undisturbed. Parcel 1, located southerly of Parcels 2 & 3, contains additional parking areas, a multi -unit commercial building private landscaping features and seating areas. A-3 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 PROPOSED ACTIVITIES AT THESE FACILITIES: Activities expected at the completed project site are: food preparation, food & beverage serving (on premises and take-out), preparation & serving area clean-up, supply delivery, refuse removal (trash & grease) and landscape, building and grounds maintenance. SPECIFIC LOCATIONS OF THESE ACTIVITIES: Beverage serving, food preparation and food serving will occur within the building structure. An enclosed patio area will also be used for food and beverage service. Preparation and serving area cleaning will occur within the building with wash water directed to a grease separator (located within the building structure) before entering the public sewer system. The enclosed patio are will be isolated from the storm drain system during cleaning operations. Supplies delivered to the site are received at the doors located at the southeast corner of the building. Refuse removed from the building and public access waste receptacles will be transported to and properly disposed in either the trash enclosure located in the parking area to the southeast or southwest of the building. Grease will be removed from the grease separator by a private removal company contracted by the building owner. Landscaping, building and grounds maintenance will occur on the property in the landscape, hardscape and building locations. LOCATIONS OF MATERIAL STORAGE AREAS: All material storage areas will be located within the building. If temporary storage is required outside of the building, stored materials wilt be within an appropriate storage enclosure that will prevent storm water from contacting stored materials prior to discharge to the municipal separate storm sewer system (MS4). LOCATIONS OF LOADING AND UNLOADING AREAS: There are no loading/unloading docks proposed for this project. However, loading and unloading areas are located within the parking lot area, southerly of the building, closest to the building doors at the southeast corner of the building. ACTIVITY -SPECIFIC WASTES TO BE GENERATED: Packaging products (paper, cardboard, plastic and metal), food products, used grease, wash water and site maintenance wastes are expected to be generated on the premises. A-4 I i 1 1 1 1 1 1 i 1 1 1 1 1 1 1 ko 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed Y ❑ N Alteration Agreement State Water Resources Control Board, Clean Water Act Y ❑ N (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit Y ❑ N US Fish and Wildlife, Endangered Species Act section 7 Y El N biological opinion Other (please list in the space below as required) SWRCB NPDES Construction Permit Y ❑ N City of Temecula Grading Permit Y ® N ❑ City of Temecula Building Permit Y ® N ❑ A-5 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 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 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. 1 1 1 ko A-6 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 IL Site Characterization ' Land Use Designation or Zoning: Community Commercial Business Park Current Properly Use: Partially developed & vacant, rough graded pad ' Proposed Properly Use: Retail Restaurant and future commercial Availability of Soils Report: Y ® N ❑ No infiltration BMPs are planned for this project. The project area consists of fill material identified in the soil report as being of SM and Sc classes of soil. These classes are of Hydrologic Soil Groups D and C, respectively. These groups are associated with ' very slow infiltration rates when wetted and the rate of water transmission is very low. ' Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y ❑ N ® Not Conducted. Note: If prepared, attached remediation summary and use restrictions ' in Appendix H. Receiving Waters for Urban Runoff from Site ' Instructions: On the following page, list in order of upstream to downstream, the receiving waters that the project is ' tributary to. Continue to fill each row with the receiving water's 303(d) listed impairments, designated beneficial uses, and proximity, if any, to a RARE beneficial use. h 1 he A-7 303(d) List Designated Beneficial Proximity to Receiving Waters Impairments Uses RARE Beneficial Use Long Canyon Creek [NHD Reach Code 18070302_000754] None No Designation 0.18 Km HSA 902.42 (0.11 mi) Murietta Creek (HSA 902.32) Iron, Manganese, Nitrogen, MUN, AGR, IND, PROC, 1.53 Km Phosphorus REC2, WARM, WILD (0.95 mi) Santa Margarita River Upper portion MUN, AGR, IND, REC1, 5.88 Km (HSA 902.22, 902.21) Phosphorus REC2, WARM, COLD, (3.65 mi) WILD, RARE A-7 LI 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 303(d) List Designated Beneficial Proximity to Receiving Waters Impairments Uses RARE Beneficial Use Santa Margarita River Lower portion MUN, AGR, IND, PROC,None 31.19 Km (HSA 902.13, 902.12, 902.11) RECl, REC2, WARM, (19.38 mi) COLD WILD RARE Santa Margarita Lagoon Eutrophic RECI, REC2, EST, WILD, 46.32 Km (HSA 902.11) RARE, MAR, MIGR, SPWN (28.78 mi) IND, NAV, REC1, REC2, Pacific Ocean None COMM, BIOL, WILD, 47.15 Km RARE, MAR, AQUA, MIGR, (29.3 mi) SPWN SHELL ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 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 http://www.swreb.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. ' Urban Runoff P011utants: Potential pollutants expected to be generated from the `Restaurant' Priority Project category are: Trash & Debris, Oxygen Demanding Substances, Bacteria & Viruses and Oil & Grease. ' Long Canyon Creek flood control channel (HSA 902.42) is the proximate receiving water for all project discharges. Long Canyon Creek is not listed on the SWRCB 303(d) list dated October 25, 2006. A-9 [1 d H a J C Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Attachment to Section III. Item #1. Addressed in Section ll, Receiving Waters table. Item #2. Addressed in Section II, Receiving Waters table. Item #3. 'Restaurants' will be used as the pollutant category for this WOMP. As such, the associated pollutants associated with restaurants are listed below. POLL SANT A 303i(d) LISTING ' WENT0SQUR0EJ Pote-did � � }Y Trash & Debris Waste receptacles, No outdoor eating areas, site maintenance Oxygen Demanding Biodegradable organic No Substances materials (proteins, carbohydrates, and fats), cleaning chemicals (ammonia & hydrogen sulfide Bacteria & Viruses Fecal matter, No decomposing of excess or anic wastes Oil & Grease Petroleum No hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular -weight fatty acids. Pollutant of Concern: Murrieta Creek is listed on the 2006 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired by Phosphorus, Nitrogen, Iron, and Manganese. As such, these pollutants are the Pollutants of Concern for this project. Legacy Pollutants: No visible indications of legacy pollutants were observed. There are no indications of legacy pollutants per the soil report prepared for the project. A-10 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 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. s 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 B. Parcel 2 (1.49 Ac -total) contains: 11,223 ft2 (0.258 Ac) of disturbed area. Parcel 3 (1.07 Ac -total) contains: 13,477 ft2 (0.309 Ac) of disturbed area. Total disturbed area equals: 24,700 ft2 (0.567 Ac) of disturbed area. The hydrologic regime from the development of Ruby Tuesday will increase the amount of runoff ' from the existing condition to the developed condition. The increase is solely due to the increase of the runoff index numbers of the hydrologic soil cover from undeveloped to commercial development. The Project basin areas and drainage outfall point remain unchanged. Supporting engineering studies, calculations, and reports are included in Appendix C. A-11 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Attachment to Section IV. -.. _ 'STORM EVENT��. WN�2 YEAR 24 OH U9 a" 10YEAR24 H�OUR4- 100 YEAR 24HOUR . - - �. Pre Post v• develoWHOMM velopmeM' Ere Eost; rd�evelopment develo ent Prime ,Post developments WdeveloppmeM, _ Ca (cfs) 0.57 1.02 0.94 1.56 1.47 2.33 Velocity (ft/sec) 6.41 7.36 7.35 8.20 8.27 8.92 Volume (acre-feet) 0.0248 0.0250 0.0609 0.0610 0.1175 0.1177 Duration (minutes) 10.68 7.15 10.37 6.95 10.08 6.75 A-12 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 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. Instructions: In field below, provide narrative describing which site design concepts were incorporated into project plans. If the project proponent implements a Co -Permittee approved alternative or equally -effective Site Design BMP not specifically 1 described below, the Site Design BMP checkbox in Table 1 should be marked and an additional description indicating the nature of the BMP and how it addresses the Site Design concept should be provided. Continue with completion of Table Note: The Co -Permittees general plan or other land use regulations/documents may require several measures that are to effectively site design BMPs (such as minimization of directly connected impervious areas and/or setbacks from natural stream courses). The Project Proponent should work with Co -Permittee staff to determine if those requirements may be interpreted as site design BMPs far use in this table/narrative. See Section 4.5.1 of the WQMP for additional guidance on 1 Site Design BMPs. Following Table 1: if a particular Site Design BMP concept is found to be not applicable, please provide a brief explanation as to why the concept cannot be implemented. Also include descriptions explaining how each included BMP will be implemented. In those areas where Site Design 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. Project Site Design BMPs: ' The Project has incorporated specific site design characteristics to provide a minimum of impervious areas on the site. The existing parking areas, constructed per PA 04-0525 (LD05-083GR), are utilized by this development. No additional parking areas are constructed. 1 Roof drainage discharges directly to the storm drain system, connected to a filtering mechanism, before discharge from the site. Roof drainage system overflows are directed into landscaped areas adjacent to building structures. Therefore roof drainage flows are filtered before entering the receiving water. The landscaped areas adjacent to buildings and walkways provide an efficient use of permeable areas by ' accepting roof drainage overflow before collection in the storm drain system. Installation and monitoring of the automatic sprinkler irrigation system for landscaped areas will reduce over - irrigation and a healthy plant system. Rain shut—off devices or moisture sensors will be integral to the operation of the irrigation system to avoid unnecessary irrigation during or immediately after wet weather conditions, thereby reducing the oversaturation of the areas leading to excess runoff. Installation of flow ' A-13 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 reducers or shut-off valves controls the loss of water due to unexpected pressure drops or system failure. All existing areas outside of the disturbed areas will be left in a natural state or will incorporate native or drought tolerant plantings into the new landscape scheme. ' All storm flows will exit the site in the same location as in the existing condition. The slight increase in post development peak flow caused by the increase of impermeable area is accounted for in the design of the ' existing drainage improvements for the ultimate build out of this developable parcel. 1 1 to I I 1 ko A-14 I H b 1 1 be Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Table 1. Site Design BMPs (1) Soils present on site are of Hydrological Soil Groups C & D. (2) Any areas with ponding potential are located away from the natural slope of the site and flows are intercepted by existing drainage structure. (3) No other site design concepts to minimize urban runoff appropriate. A-15 Included Design Concept Technique Specific BMP Yes No WA Maximize the permeable area (See Section 4.5.1 of the ® El ❑ WOMP). Incorporate landscaped buffer areas between ® ❑ ❑ sidewalks and streets. Maximize canopy interception and water conservation a by preserving existing native trees and shrubs, and ® El E]y planting additional native or drought tolerant trees and e Minimize large shrubs. V Itf Urban Use natural drainage systems. ® ❑ ❑ N 0 w Runoff Where soils conditions are suitable, use perforated pipe ❑ ® ❑ or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration consistent with ❑ ®(2) vector control objectives. Other comparable and equally effective site design concepts as approved by the Co -Permittee. ❑ ❑ ®131 (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). (1) Soils present on site are of Hydrological Soil Groups C & D. (2) Any areas with ponding potential are located away from the natural slope of the site and flows are intercepted by existing drainage structure. (3) No other site design concepts to minimize urban runoff appropriate. A-15 I 1 1 1 L7 I 1 11 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Table 1. Site Design BMPs (Cont.) (4) Fill material comprising the site is of Hydrologic Soil Groups C & D. (5) No street construction associated with project. (6) No other site design concepts to minimize impervious footprint appropriate. (7) Site previously graded and does not contain any natural areas. (8) No other site design concepts to conserve natural areas appropriate. A-16 Included Design Concept Technique Specific BMP Yes No WA Maximize the permeable area (See Section 4.5.1 of ® ❑ ❑ the WQMP). Construct walkways, trails, patios, overflow parking lots, alleys, driveways, low -traffic streets and other low -traffic areas with open -jointed paving materials or ❑ ®t41 ❑ cy permeable surfaces, such as pervious concrete, yporous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and parking lot aisles to u U the minimum widths necessary, provided that public ® ❑ ❑ safety and a walk able environment for pedestrians a .Q+ Minimize are not compromised. to 0 Reduce widths of street where off-street parking is ❑ El 0") .d Impervious available. fn Footprint Minimize the use of impervious surfaces, such as ® ❑ ❑ decorative concrete, in the landscape design. Other comparable and equally effective site design concepts as approved by the Co -Permittee (Note: E] El ®(81 Additional narrative required describing BMP and how it addresses Site Design concept). t Conserve natural areas (See WQMP Section 4.5.1). ❑ ❑ 0171 Maximize canopy interception and water conservation Conserve by preserving existing native trees and shrubs, and ❑ ❑ 0l71 Uplanting additional native or drought tolerant trees and Natural large shrubs. Use natural drainage systems. ❑ ❑ ®171 4 Areas Other comparable and equally effective site design U) concepts as approved by the Co -Permittee (Note: El El ®181 Additional narrative required describing BMP and how it addresses Site Design concept). (4) Fill material comprising the site is of Hydrologic Soil Groups C & D. (5) No street construction associated with project. (6) No other site design concepts to minimize impervious footprint appropriate. (7) Site previously graded and does not contain any natural areas. (8) No other site design concepts to conserve natural areas appropriate. A-16 L [1 L L7 I 1 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Table 1. Site Design BMPs (Cont.) (9) No street construction associated with project. (10) No parking areas constructed for project. (11) No other site design concepts to minimize DCIAs appropriate. A-17 Included Design Concept Technique Specific BMP Yes No WA Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to ® ❑ ❑ vegetative swales or buffer areas, where feasible. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent ® ❑ ❑ landscaping. Increase the use of vegetated drainage swales in lieu ® ❑ El of underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, ❑ ❑ ®isi Minimize culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb; El El re d Directly periodic swale inlets drain to vegetated swale/biofilter. e Dual drainage system: First flush captured in street V Connected catch basins and discharged to adjacent vegetated E-1 El ®s> c swale or gravel shoulder, high flows connect directly to MS4s. Impervious Design driveways with shared access, flared (single lane at street) or wheel strips (paving only under ® El El tires); or, drain into landscaping prior to discharging to the MS4. Uncovered temporary or guest parking on private (DCIAs) residential lots may be paved with a permeable ❑ Ll ®t,n surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, El E] Z`0)incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of the Co-Permittee's minimum parking requirements) ❑ ❑ ®i'°i may be constructed with permeable paving. Other comparable and equally effective design concepts as approved by the Co -Permittee (Note: El El ®t„ Additional narrative required describing BMP and how it addresses Site Design concept). (9) No street construction associated with project. (10) No parking areas constructed for project. (11) No other site design concepts to minimize DCIAs appropriate. A-17 I [J 1 I# I [J 1 I Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Non -applicable Site Desien BMPs: Insert text here describing why a particular Site Design BMP concept found to be not -applicable cannot be implemented. See Table I footnotes. A-1 8 i I 1 r Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 V.2 SOURCE CONTROL BMPS Instructions: Complete Table 2. Table 2. Source Control BMPS BMP Name Check One If not applicable, state brief reason Not Included Applicable �n�SicturelfSource6C�oMroI�BMP,e,�,, . � �_' ,�.MIT MIIIMW-'� Education for Property Owners, Operators, Tenants, Occupants, Employees ® E]or Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance ® ❑ Common Area Litter Control ® ❑ Street Sweeping Private Streets and Parking Lots ® ❑ Drainage Facility Inspection and Maintenance ® ❑ ry MS4 Stenciling and Signage ® ❑ Landscape and Irrigation System Design ® ❑ Protect Slopes and Channels ® ❑ Provide Community Car Wash Racks ❑ ® NONE Properly Design: Fueling Areas ❑ ® NONE Air/Water Supply Area Drainage ❑ ® NONE Trash Storage Areas ® ❑ Loading Docks ❑ ® NONE Maintenance Bays ❑ ® NONE Vehicle and Equipment Wash Areas ❑ ® NONE Outdoor Material Storage Areas ❑ ® NONE Outdoor Work Areas or Processing Areas ❑ ® NONE Provide Wash Water Controls for Food Preparation Areas ® ❑ Indoors activity only A-19 ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Instructions: Provide narrative below describing how each included BMP will be implemented, the implementation frequency, inspection and maintenance frequency, inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection. The location of each structural BMP must also be shown on the WQMP Site Plan included in Appendix B. ' Proiect Source Control BMPs: EDUCATION: - Practical information materials for education and training to promote the prevention ' of urban runoff pollution will be provided by the project proponent directly or through a property management firm to the occupants/employees/tenants. These materials shall include general housekeeping practices that contribute to the protection of urban runoff quality and BMPs that eliminate or reduce pollution during subsequent property operations, maintenance and improvements. A resource list for obtaining these materials can be found at http://www...loodcontrol.co.riverside.ca. us/stormwater/ The project proponent or property management firm shall request these materials (in writing) at least 30 days prior to the intended distribution date and shall then be responsible for timely distribution at the time of occupancy. People employed or contracted to perform activities at the site that may impact Urban Runoff, will receive BMP training and education programs. These training and educational programs must be provided to all new employees within 3 months of hire date and annually thereafter and to all those contracted to perform impacting activities. Employee training materials may be derived from ' educational materials available through the Co -Permittee or from other resources such as California Stormwater Quality Association (CASQA) "stormwater Best Management Practice Handbook Industrial and Commercial' (2003). The most recent editions of the CASQA handbooks can be . downloaded at http://www.cabmphandbooks.com. The owner of record is responsible for providing the training and educational materials whenever necessary. ACTIVITY RESTRICTIONS: - The permanent responsibility of the post development BMPs will remain with the property by the use of restrictive deed language. The deed language will place the responsibility for all future maintenance upon the owner of record. The owner shall prepare a lease with language for use restrictions for the purpose of receiving water quality protection. These activity and use restrictions are: o Prohibit the blowing, sweeping, or hosing of debris (leaf litter, grass clippings, litter, etc.) into streets, storm drain inlets, or other conveyances. o Require dumpster and grease bin lids to be closed at all times. ' o Loading or unloading allowed only in designated areas that are equipped with readily available spill response materials. o Prohibit vehicle washing, maintenance, or repair on the premises or restrict those activities to ' designated areas equipped with appropriate BMPs for those activities. o Require the installation of grease traps/oil separators for any food service establishments located on site at the expense of a mutually agreed upon entity. o Prohibit the outdoor storage of any materials unless enclosed with an appropriate containment structure. o Prohibit outdoor processing or work areas unless contained within an area that contains spills and eliminates urban run-on and run-off. o Require either contained areas or sinks, each with connections to the grease interceptor and sanitary sewer for disposal of wash waters containing kitchen and food wastes. If located outside, the A-20 ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 contained areas or sinks shall also be structurally covered to prevent entry of urban runoff. Adequate signs shall be provided and appropriately placed stating the prohibition of discharging wash water to the storm drain system. o Decorative water fountain features require That chemicals are stored in leak -proof containers and under cover. Filtration backwash wastewater may not be discharged to the Stormwater Conveyance System or Receiving Waters and must be dechlorinated to less than 1.0 ppm free chlorine ' prior to discharge. Fountain pool water discharged after acid washing must be neutralized to a pH of 7.2-8.0.Acceptable disposal options include the following: (1) discharge to sanitary sewer or ' (2) discharge to a holding tank or settling pond. LANDSCAPE MAINTENANCE: - Landscape irrigation systems will be of an efficient design and maintained on a regular and timely basis (bi-weekly at the minimum) to prevent over -watering and the transport of silts, sediments, fertilizers and pesticides into the storm drain system. Maintenance of irrigation systems and landscaping shall be consistent with the Co-Permittee's water conservation ordinance, which can be accessed through the Co-Permittee's website or obtained through the Co- Permittee's planning/permitting counter. Fertilizers and pesticides will be applied per manufacturer's rate to deduce the potential of pollutant transporting. Additionally, landscape maintenance must replace dead vegetation, repair erosion rills, properly dispose of green waste and keep all vegetation from encroaching into traveled areas. Irrigation system maintenance must periodically test and observe the irrigation system to detect overspray, broken sprinkler heads, and other system failures. The use of an integrated pest management (IPM) strategy, an ecosystem -based pollution prevention . strategy that focuses on long-term prevention of pests or their damage through a combination of techniques such as biological control, habitat manipulation, modification of cultural practices, and use of resistant plant varieties will control or eliminate certain pollutants of concern. Pesticides are used only after monitoring indicates they are needed according to established guidelines. Pest control materials selected and applied in a manner that minimize risks to human health and the environment should be used. More information may be obtained at the UC Davis website (http://www.ipm.ucdavis.edu[WATER/U/index.htnd). If fertilizers and pesticides are necessary, they shall be applied per manufacturer's rates and guidelines to reduce the potential of pollutant transporting. ' LITTER CONTROL: - Litter control for public areas includes the placement of trash receptacles in common areas, the emptying of these receptacles on a daily basis or more frequently as needed. The owner or property management firm is responsible for designating an individual or entity for ' patrolling, on a daily basis, common areas, perimeter fences and walls so as to collect litter, note trash disposal violations and report such violations to the owner or property manager for investigation, and identification of the party responsible for litter control. ' SWEEPING: - Sweeping of parking areas, drive aisles, publicly accessible walkways and gathering areas is the responsibility of the owner through the property management firm. The frequency of sweeping shall be at least monthly, including just prior to the start of the rainy season (October Ist). ' No wet cleaning of hardscape areas allowed. OUTDOOR MATERIAL STORAGE: - There is no planned outdoor storage of any types of materials. All material storage areas are located indoors. If outdoor storage is necessary, material will be contained in an appropriate enclosure or bermed area that precludes urban ninon.. TRASH STORAGE AREAS: - All trash dumpster storage areas will have concrete masonry screen wall enclosures, with gated openings. As the enclosure runoff is ultimately directed to a filter insert, A-21 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 the enclosure will not require a covering, although one may be provided if deemed necessary. The trash dumpsters themselves are to be equipped with integral, locking lids that shall remain in a closed position when not in use to prevent the blowing of waste materials. The dumpsters shall be emptied on a weekly basis at the minimum. 1 STORM DRAIN SIGNAGE/STENCILING - Any existing public storm drain inlets affected by project drainage, as well as all on site private inlets, will be stamped or stenciled (as appropriate to 1 location and with wording/graphics acceptable to the Co Permittee) to provide notice against illegal dumping of pollutants. STORM DRAIN MAINTENACE - The frequency for cleaning privately owned drainage facilities 1 (catch basins, open channels and storm drain inlets) will be monthly at a minimum. The drainage facilities must be cleaned if accumulated sediment/debris is noted. The owner or property management Firm is responsible for designating an individual or entity to perform the private storm drain system 1 cleaning. SPILL CONTROL - A spill prevention and control plan applicable to site operations is to be developed and implemented by the property owner and/or the building management. An effective plan will prevent or reduce the discharge of pollutants due to leaks and spills. It should have spill prevention and response procedures that identify potential spill areas, specify material handling procedures, describe spill response procedures, and provide spill clean-up equipment. The plan should identify steps to identify and characterize potential spills, eliminate and reduce spill potential, respond to spills when they occur, and train personnel to prevent and control future spills. . Appendix D includes copies of the educational materials that will be used in implementing this Project - Specific WQMP. 1 I 1 1 1 I A-22 I i 1 1 1 F& 1 1 1 1 1 r Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Permanent Source Control BMP Maintenance Proeram A schedule of periodic maintenance should be implemented and modified, as needed, to insure effective operation of the indicated permanent site source control BMPs. As a guideline, a tentative schedule of maintenance frequency follows. The schedule is based on certain indicators outlined for a particular BMP. BMP ROUTINE ACTIONS MAINTENANCE INDICATORS FIELD MEASUREMENT FREQUENCY MAINTENANCE ACTIVITY Landscaping & Irrigation Inspect for overgrown plantings. Grass longer than 2". Bushes and shrubs Visual observation for indicators when Weekly during growing season. Cut and trim overgrowth as required. growing into traveled ways. Trees landscaping maintenance performed. Bi -weekly during winter months. overhanging and interfering with users of walkways, parking spaces or drive aisles. Inspect for dead or dieing plants. Indicators vary as to species, but Visual observation for indicators. Weekly during growing season. Remove and replace dead or dieing generally are unhealthy looking growth. Bi -weekly during winter months. plantings. Browning, drooping branches and leaves. Inspect for over irrigation. Oversaturated ground. Standing water Visual observation for indicators. Weekly during growing season. Adjust timing mechanism for automatic in low spots. Excess runoff of irrigation Bi -weekly during winter months. sprinklers. Increase timing between waters. applications. Consider more frequent, shorter operation periods. Inspect for over application of fertilizers or pesticides. Indicators vary as to materials, but generally are burned spots for excessive Visual observation for indicators. Weekly during growing season. Bi -weekly during winter months. Adjust amounts of materials applied. Consider Integrated Pest Management fertilizer use and sticky residue or alternatives. staining for over use of pesticides. Integrated Pest Management Inspect for evidence of undesirable plant species. Presence of non-native plants or growth, especially in unwanted areas. Visual observation for indicators. Seasonally at the minimum. Weekly during growing season. Remove unwanted species. Replace with native types. Inspect for evidence of undesirable Presence of non-native or harmful Visual observation for indicators. Seasonally at the minimum. Weekly Manage unwanted insects with insect species. insects. Plant growth destruction. during growing season. predatory species or plantings that discourage pest presence. Pesticide use as a last alternative. Inspect for evidence of undesirable Presence of undesirable animals. Plant Visual observation for indicators. Weekly during growing season. Manage unwanted animals by vertebrate species. growth destruction. Animal scratches Offactive presence of animal territory Seasonally at the minimum. eliminating desirable environs. Use of on trash dumpsters. Footprints in wet markings. humane traps for relocation. Use poisons earth, trampled plantings. as a last alternative. Material Storage Inspect for outdoor storage of materials. Uncovered, unprotected materials Visual observation for presence of Weekly inspections for presence of Place materials in designated area in stored on the ground. material storage. stored materials. Daily inspections shed or cabinet. Bermed area with roof or for stored materials. impermeable cover may also be used. A-23 I k L 10 1 1 I 1 1 1 he Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 BMP ROUTINE ACTIONS MAINTENANCE INDICATORS FIELD MEASUREMENT FREQUENCY MAINTENANCE ACTIVITY Trash Enclosures Inspect containers for overflowing trash Trash and debris on ground in area Visual observation for trash and debris Weekly inspections at a minimum Place trash and debris in appropriate and debris. surrounding trash dumpster. on ground. and prior to predicted rain event. container. Inspect for open containers or Gates of enclosures and lids of Visual observation for open gates and Daily inspections to prevent Close open gates or lids. Install locks for enclosures. containers are open. lids. blowing of trash and debris and to access by authorized personnel only. discourage pest activity. Storm Drain Signage Inspect storm drain stencils, signs or Deteriorating or missing signage. Visual observation for illegibility or Seasonal observations of signage. Repair illegible signage. placards. missing signage. More frequently if signage is Replace missing signage. located high traffic areas or subject to adverse conditions. I 1 I 1 11 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Attachment to Section V.2 A-25 �- SCIFC FREQUENCY RESPONSIBLEPAR > _ NON STR: 11 MCCONTROLS Provided at occupancy, within Education three months for new hires, and Owner annually for existing employees Activity Restrictions Daily Owner Landscape Maintenance Bi -weekly Owner Litter Control Daily Owner Parking Lot/Street Sweeping Monthly Owner Drainage Inspection and Monthly Owner Maintenance ORIONR4 107 '.. STRUCTUALSOURCE (CONTROLS '' x - y. Stenciling and Signage Bi -annually Owner Irrigation System Maintenance Same as landscape maintenance Owner Slopes and Channels Same as landscape maintenance Owner Trash Storage Areas Daily Owner A-25 IWater Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 V.3 TREATMENT CONTROL BMPS ' Instructions: 1. Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria ti.e., Urban Runoff quality design ,flow (QBMP) or the Urban Runoff quality design volume (VBMP), preliminary design calculations, for sizing BMPs, maintenance procedures, and the frequency of maintenance procedures necessary to sustain BMP effectiveness. The location of each Treatment Control BMP must also be shown on the Site Plan included in Appendix B. ' 2. Complete Table 3: Treatment Control BMP Selection Matrix Directions for completing Table 3: ♦ For each pollutant of concern enter "yes" if identified using Exhibit B (Riverside County 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 (in space below) of how they will be addressed by Treatment Control BMPs. . 3. In addition to completing Table 3, provide detailed descriptions on the location, implementation, installation, and long-term O&M of planned 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. ' Supporting engineering calculations for QB,p 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, ' 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. ' Project Treatment Control BMPs: FILTRATION CHAMBER - The stormwater filtration treatment provided by the KleerstrearrTM ' Model #120 system by Katchall Stormwater Filtration Systems (or City approved equal) is an effective treatment BMP for the pollutants of concern. The unit utilizes a treatment train approach incorporating hydrodynamic separation and antimicrobial filtration of the pollutants within an end of the pipe design. The system treats all stormwater runoff that passes through it until internal bypass level is reached. The unit contains baffle walls that enhance gravity separation and settle transported solids while allowing for the capture of floatables and engineered filter Bio-RampsTM of anti -microbial filtration A-26 f [1 U U 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 media on fiberglass reinforced frames enable their removal for ease of maintenance. The basic box engineering is by Jensen Precast@ and most closely approximates the JPHV model of stormwater interceptor only of a smaller footprint. The system accomplishes treatment using physical techniques (sedimentation, filtration) and is effective in the removal of petroleum hydrocarbons, metals, organic and inorganic materials. The filter medium also has been shown to remove some common bacteria, herbicides and pesticides. Operational characteristics of the antimicrobial treated fabrics: • Unobstructed flow -rates, per square foot, > 180 GPM • Filtration to 25 -microns (when used in a pillow -cased configuration) • Same filtration removal features as the "standard" fabrics • Kills 99.4% of all bacteria, viruses, algae, mold, mildew and yeast colonies upon contact • Eliminates odors produced by bacterial colonies, viruses, etc. The following table shows the results of testing analysis for pollutant removal. _y.t"„ f Removal �� : M POIIUtent mx a L" (+omment8 Silt (TSS) >95% 25 -micron> size particles Hydrocarbons >95% Absorption & Retention at 20X media's molecular weight. (1 s/f of media absorbs and retains (appx) 0.25 Gallons) Pathogens 99.99% Instant Kill (with less than 1 - second contact time) Heavy Metals >55% Soluble and non -soluble Nutrients Ammonia - Nitrogen >75% Inorganic Nitrogen N/D levels N/D - Non Detectable Nitrates as N N/D levels N/D - Non Detectable Ortho Phosphates/Phosphorus >55% Total Phosphorus >75% Herbicides >55% Pesticides >55% The filtration chamber unit will receive all surface drainage from the newly developed Project areas, including the roof of the proposed building and additionally the future building. The existing slopes that drain away from the building pad areas and the drainage from the existing parking lot areas (including trash enclosures) within Parcels 2 & 3 will not be redirected. The system is located below finished ground surface, southwesterly of the future building pad within the parking lot area. Access for filter maintenance and vactor cleaning is through a standard thirty inch diameter (30") manhole. This location (and all development work of this Project) is in the northerly portion of Parcels 2 & 3. This area is comprised of 17' to 22' deep engineered fills of dense to very dense material. This material is normally expected to have a relatively low permeability. Underlying this fill material is Pauba Formation (well -hardened sandstone) bedrock. This soil condition presents a serious constraint in its A-27 I i I I fJ Is I I I I I Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 limited ability to infiltrate storm water flows. Further constraining the Project in its ability to utilize vegetated biofiltration is the limited availability of vegetated areas that could accept stormwater flows as the result of the previous build -out of portions of the parcels during the development of Parcel 1 and the Creekside Centre parking areas. The vegetated areas available to accept gravity flows of run-off are of insufficient size to facilitate proper engineering to CASQA guidelines. Undisturbed landscaped areas in addition to Project landscaped areas, both within the courtyard between Ruby Tuesday and the future building pad as well as northerly of Ruby Tuesday, naturally offer aspects of biofiltration for irrigation and drainage flow waters those areas do receive. See Appendix F for treatment control BMP sizing calculations and design details. A-28 I P 1 la n I I 1 ho Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Permanent Treatment Control BMP Maintenance Program A schedule of periodic maintenance should be implemented and modified, as needed, to insure effective operation of the indicated permanent site treatment BMPs. As a guideline, a tentative schedule of maintenance frequency follows. The schedule is based on certain indicators outlined for a particular BMP. BMP ROUTINE ACTIONS MAINTENANCE INDICATORS FIELD MEASUREMENT FREQUENCY MAINTENANCE ACTIVITY KleerstreamTM Filtration Inspect for evidence of influent pipe Presence of debris in pipe or reduced Visual observation for indicators. Annually in September at the Clear debris from upstream inlet openings Chamber obstructions. inflow volume. Standing water in upstream minimum. During or immediately and influent pipe. components. after rain event. Inspect unit (manhole access, steps, Weakened or damaged components, Visual observation for indicators. Annually before wet season', at the Repair or replace, as necessary, broken or baffle walls, filter weir) for structural pipes, anchor points or connections. Tactile testing for structural integrity. minimum. During or immediately damaged components. integrity. after rain event. Inspect filter fabric for clogging and Presence of debris or sediment in filter Visual observation of sediment or Annually in September at the Clean filter membrane as needed. Replace structural integrity. membrane. debris material nearing capacity of filter minimum. Monthly during wet filter fabric if damaged. Rips or tears in filter fabric material. membrane and integrity of filter fabric season'. material. Inspect for sediment and debris Sediment build-up within sediment and Measurement of depth of build-up. Twice annually at beginning and Remove sediment accumulation with accumulation. debris baffle area of tank. end of wet season. Monthly during vacuum truck or septic tank cleaner. wet season'. ' - "Wet" season is defined as the time period between October 1 and April 30; all other times of the year are considered to be "dry' season. A_2c M D N = M M Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Table 3: Treatment Control BMP Selection Matrix (Pollutants for Restaurant category) Pollutant of Concern Treatment Control BMP Categories(9) Infiltration Basins Vag. Swale Detention & Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins(2) Trenches/Porous Ponds or Filter or Quality Separator Proprietary Strips (3)(10) Wetlands Filtration Inlets Systems Devices Pavement SedimentfTurbidity H/M M H/M H/M H/M L (L for Hturbidity) U Y❑ N® Y Nutrients L M H/M H/M L/M L L U Y® N❑ Y Organic Compounds U U U U H/M L L U Y❑ N® Y Trash & Debris L M U U H/M M H/M U Y® N❑ Y Oxygen Demanding Substances L M H/M H/M H/M L L U Y® N❑ Y Bacteria & Viruses U U H/M U H/M L L U Y® N❑ Y Oils & Grease H/M M U U H/M M L/M U Y® N❑ Y Pesticides (non -soil bound) U U U U U L L U YM N❑ Y Metals H/M M H H H L L U Y® N❑ I I I I I I Y Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Y: Yes N: No MOM M M M M M me== Table 3: Treatment Control BMP Selection Matrix (Pollutants for Restaurant category) M M M M=W= M Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Pollutant of Concern Treatment Control BMP Categories(s) Infiltration Basins Veg. Swale Detention & Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins(2) Trenches/Porous Ponds or Filter or Quality Separator rl Proprietary Strips (3)(10) Wetlands Filtration Inlets Systems Devices Pavement Sediment/Turbidity HIM M HIM HIM HIM L HIM U (L for turbidity) Y❑ N® Y Nutrients L M HIM HIM L/M L L U Y® N❑ Y Organic Compounds U U U U HIM L L U Y❑ N® Y Trash & Debris L M U U HIM M HIM U Y® N❑ Y Oxygen Demanding Substances L M HIM HIM HIM L L U Y® N❑ Y Bacteria & Viruses U U HIM U HIM L L U Y® NO Y Oils & Grease HIM M U U HIM M L/M U Y® N❑ Y Pesticides (non -soil bound) U U U U U L L U Y® N❑ Y Metals HIM M H H H L L U Y® N❑ I I I Y Abbreviations: L: Low removal efficiency HIM: High or medium removal efficiency U: Unknown removal efficiency Y: Yes N: No D w 0 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PAO7-0123 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 developedlemerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook - New Development and Redevelopment (http./lwww.cabmphandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration -based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project -specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment ' Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. F& 1 1 I 1 1 ke A-31 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 V4 EQUIVALENT TREATMENT CONTROL ALTERNATIVES "Not applicable." V.5 REGIONALLY -BASED TREATMENT CONTROL BMPS "Not applicable." 1 1 lJ 1 1 1 r ' A-32 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 VI. Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control ' BMPs shall be identified in the project -specific WQMP. The project -specific WQMP shall address the following: ■ Identification of each BMP that requires O&M. ■ Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. ' ■ BMP start-up dates. ■ Schedule of the frequency of O&M for each BMP. ■ Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, 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. Instructions: Identify below all operations and maintenance requirements, as described above, for each structural BMP. Where a public agency is identified as the f coding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in Appendix G. ' The owner/developer of the project is ultimately responsible for the maintenance of the post- development BMPs. A property management company may be contected to perform or subcontract to perform the maintenance of the; site facilities, the private onsite storm drains, the KleerstreamTM System, landscaping and ' irrigation. Regardless of the actual entity performing the maintnenace, it is the owner's responsibility to ensure the maintnenace is performed. ' VL 1 FILTRATION CHAMBER (KleerstreamTM) The KleerstreamTM system (or City approved equal), available from Katchall Stormwater Filtration Systems, ' LLC consists of hydrodynamic separation, utilizing baffle walls, sedimentation and filtration chamber areas enclosed within a concrete vault. The unit receives storm flows directly into the hydrodynamic chamber area for sediment and floatable material removal. Flows then enter the filtration chamber area for media filtration of sediments, silt & debris (down to 25 p), oils & grease, nitrates, phosphates, phosphorus, herbicides & pesticides, heavy metals and bacteria and viruses. This filtration chamber system generally requires minimum maintenance to keep operations at an optimum level. The operational and maintenance needs of a filtration chamber system are: • Inspection of the structural integrity of the box, baffles and filter frames A-33 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Inspection of filter fabric for damage and clogging • Periodic trash, sediment and debris removal to optimize performance and prevent obstruction • Erosion and structural support maintenance to maintain the performance of the system if compromised Inspection Frequency The system will be inspected regularly and the inspection visits will be completely documented: • After every large storm event (after every storm with more than 0.50 inch of precipitation) ' Minimally on a monthly basis during the wet season (October 1 through April 30) Annually at the end of wet season (April 30) Preventive Maintenance Preventive maintenance activities to be instituted for a filtration chamber system are: • Trash and Debris Removal. - Trash and debris accumulation at inlets upstream of the unit, as part of the operation and maintenance program for a filtration chamber system, will be monitored once a ' month during the wet season (October 1 through April 30) and after every large storm event. Remove accumulated trash and debris as necessary from the upstream inlets. Sediment Removal. - Sediment accumulation, as part of the operation and maintenance program for a ' filtration chamber system, will be inspected once a year prior to the wet season (October 1) and monthly during the wet season (October 1 through April 30). Sediment will be removed from the system when material is at a depth of 12 inches. Characterization and disposal of sediment will ' comply with applicable local, county, state and/or federal requirements. Inspection for sediment accumulation within the biofilter wetland area is biennially. Corrective Maintenance Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of a filtration chamber system. Corrective maintenance activities include: • Removal of Debris and Sediment. - Sediment, debris, and trash, which impede the hydraulic functioning of a filtration chamber system will be removed and properly disposed. Temporary ' arrangements are required to be in place for handling the wastes until a permanent arrangement is made. • Structural Repairs. - Once deemed necessary, repairs to structural aspects of a filtration chamber ' system and its internal components require completion within 30 working days or prior to the next rainfall, whichever occurs fust. Qualified individuals (i.e., the manufacturer representatives) will conduct repairs where structural damage has occurred to the system or any components. ' • Erosion Repair. - Where factors have created erosive conditions (e.g., pedestrian traffic, concentrated flow, etc.) in the tributary area of the system or in the vicinity of the system itself, corrective steps to prevent the loss of surrounding soil and accumulation within the system. A number of corrective actions may be taken; i.e. erosion control blankets, riprap, or reduced flow through the area. Consult with the system designer, installation contractor or engineer of work to address erosion problems and offer remediation scenarios if the solution is not evident. ' • General System Maintenance. - In addition to the above elements of corrective maintenance, general corrective maintenance will address the overall system and its associated components. If corrective maintenance is being done to one component, other components will be inspected to see if maintenance is needed. ko A-34 M me i Attachment to Section VI. i i i i i Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 D W N M puarni ital hosts Annar(Iu�,eRe hr pons�bl,Swontt instal IF Re!�nsj_ iblexStructural foCo g T rm '. y oy at p4!N a: ., m.. •,: 1, . tµ I' ; .>. ., 41 a.r r �, ,;� - ual'te ..+�: c � s• KleerstreamTM 1 13,500 1000 Prior to Twice Yearly Owner Owner Model #120 Occupancy Filtration Chamber System Prior to Occupancy Prior to Occupancy Prior to Occupancy Prior to Occupancy D W N M Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 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/developer of the project will be financially responsible for construction/installation of the post- development BMPs. A property management company will perform or contract to perform the 1 maintenance of the; site facilities (including the grease interceptor), the private onsite storm drains, the KleerstreamTM system (or City approved equal), landscaping and irrigation. Most of the permanent BMPs accrue minimal maintenance costs. Mulching, seeding and plantings are ' part of a continuing landscape maintenance program. Landscaping maintenance for permanent stabilization of graded areas will be the responsibility of the owner through the onsite tenant association or property management company. A maintenance contract entered into with the KleerstreamTM system (or City approved equal) provider upon installation will insure a continued monitoring of the filtration chamber system used on the Project. The contract provides for necessary maintenance and needed repairs to continue component effectiveness for the length of the contract. The contract will be made available when enacted. Installation and maintenance of the post development BMP's will be the responsibility of the owner under a BMP Maintenance Agreement. A security will be required to back-up the Maintenance ' Agreement to equal the cost of two years maintenance activities and the agreement will remain in place for an interim period of five years. This agreement (not acvailable at this time) will be recorded before occupancy is allowed. ' The permanent responsibility of the post development BMPs will remain with the property by the use of restrictive deed language. The deed language will place the responsibility for all future maintenance upon the owner of record. A-36 I a I L 11 1 r I Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Attachment to Section VII FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in this WQMP until the project is transferred to a new owner, Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the O&M responsibilities to each new owner. Where the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these responsibilities, shall cause the same to be performed at the owner's expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from pursuing remedies for the default of responsibilities as provided by the lease contract and law. The owner f r (project name and location) Ruby Tuesday in the Creekside Centre ShonAinc Center Will be respo sib for the ins ion, and operation and maintenance of all BMPs until such time that the site (erred to a ew owner. t Dwner or Com any fficial's Signature Date David Wakefield Owner or Company Official's Printed Name Davcon Development, Incorporated 42389 Winchester Road, Suite B Temecula, CA 92590 Telephone; (951) 296-5225 Fax: (951) 296-5226 President Owner or Company Official's Title/Position A -3T Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Appendix A Conditions of Approval Planning Commission Resolution Dated March 27, 2008 ' DATE OF MEETING: STAFF REPORT — PLANNING CITY E ORIGINAL DIRECTOR'S HEARING March 27. 2008 PREPARED BY: Katie Le Comte TITLE: Assistant Planner ' PROJECT SUMMARY: Planning Application Nos. PA07-0123 and PA07-0124, a Development Plan to construct a 5,660 square foot commercial building: (Ruby Tuesday Restaurant), and a Conditional Use Permit to authorize a Type- 47 (on -sale general) ABC license which would allow for the sale of beer, wine and distilled spirits for consumption on the premises. This project is to be located in the Creekside ' Centre shopping center generally located south of Overland Drive and west of Nicole Lane (APN 921-810-032) ' RECOMMENDATION: Approve with Conditions CEQA: Categorically Exempt Section 15162 Class Subsequent EIRs PROJECT DATA SUMMARY . Name of Applicant: Mr. Jeff Howie, representing RT Restaurant So Cal, LLC General Plan Designation: Community Commercial ' Zoning Designation: Community Commercial Existing Conditions/Land Use: Site: Vacant pad (previously anticipated for a restaurant user) North: Temecula Regional Center Specific Plan (SP-7)/Costco Wholesale ' South: Light Industrial (LI)/ Abbott Vascular East: Community Commercial (CC)/ Margarita Crossings shopping center West: Community Commercial, (CC)/ Overland Center shopping center Proposed Min/Max Allowable or Required Total Floor Area/Ratio: 0.17 0.30 target FAR Landscape Area/Coverage: 28% 20% ' Parking Required/Provided: 180 spaces 137 spaces BACKGROUND SUMMARY ' The Creekside Centre Development Plan was approved by the Planning Commission on March 30, 2005. The approval of this project included two in-line retail buildings totaling 26,470 square ..feet, and anticipated the future construction of 10,000 square feet of restaurant space on the G:1Plannin g2 APA07-0123 Ruby Tuesday's DPOanning0ld STAFF REPORT.doc 1 f vacant pad located on the northernmost portion of the property. Ruby Tuesday is proposed to be constructed on the vacant pad, which was always intended to accommodate a restaurant user. ' The Development Plan and Conditional Use Permit applications were submitted on April 24, 2007. DRC letters were sent to the applicant on May 25, 2007 and on September 14, 2007. Staff held various meetings and conference calls, and reviewed a number of versions of the ' plans via e-mail to ensure that the architectural elevations were consistent with the quality and style of the existing retail buildings to the shopping center and that minimum landscaping and parking requirements could be met. Staff has worked with the applicant to ensure that all concerns have been addressed, and the applicant concurs with the recommended Conditions of Approval. ANALYSIS Site Plan Two in-line retail buildings currently exit on the southernmost portion of the project site. The 5,660 square foot restaurant (Ruby Tuesday) is proposed to be constructed on the vacant pad ' which is located on the northernmost portion of the site within the Creekside Centre shopping center. The building will be positioned on the corner of Overland and Nicole Lane and will be highly visible from Overland Drive due to the raised elevation of the site. The proposed building will be setback approximately 35 feet from the property line on Overland Drive and . approximately 55 feet from the property line on Nicole Lane. The proposed setbacks exceed the minimum setback requirements that are required by the Development Code for projects located in the Community Commercial zoning district. Furthermore, the addition of Ruby ' Tuesday to the project site will not cause the Floor Area Ratio to exceed the 0.30 target Floor Area Ratio that is allowed by code. The proposed FAR including the existing retail structures, the proposed Ruby Tuesday and the additional future restaurant is 0.17. ' Per Development Code Section 17.08.030, restaurants selling beer, wine and distilled spirits require the approval of a Conditional Use Permit. Ruby Tuesday is requesting the approval of a Conditional Use Permit which would authorize a Type -47 ABC license which would allow for the sale of beer, wine and distilled spirits on the premises. The Supplemental Development Standards require that businesses selling alcoholic beverages and requiring a Conditional Use Permit shall not be located within 500 -feet of any sensitive use. Sensitive uses are defined as ' religious institutions, schools or public parks. Staff has consulted with the City's Geographic Information Systems Department and determined that the project meets this requirement. Additionally, in order to make the findings for the Conditional Use Permit staff has analyzed the compatibility of the proposed use with the surrounding uses. It has been determined that the ' Conditional Use will not have a detrimental effect on the surroundings uses. All of the uses in the immediately surrounding area are commercial uses and include the Costco Shopping Center, Overland Center shopping center, Margarita Crossings shopping center and the Abbot ' Campus. Additionally, other restaurants (Olive Garden, Red Lobster, Harry's Pacific Grill) which serve beer, wine and distilled spirits are located in close proximity to Ruby Tuesday and do not have an adverse impact on the adjacent uses. The closest residential area (Solana Ridge Apartments) is approximately 1,500 feet away and is not anticipated to be impacted by this Development Plan or Conditional Use. G:1P1ann1ng\200TPA07-0123 Ruby Tuesday's DP\Planning\DH STAFF REPORT.doc I lu C I I I Architecture Staff has worked closely with the applicant to ensure architectural compatibility between the existing shopping center and the proposed Ruby Tuesday restaurant. The proposed structure will utilize a color palette and building materials that compliment the existing retail buildings. The building materials include three coordinated stucco colors that will be accented with decorative EI Dorado stone. A black metal seam hipped roof provides roofline variation and defines the building entry, and a cornice provide added interest and gives the building a refined appearance. The various breaks in the wall planes have been achieved through the use of pilaster elements and the recessed arched elements that add variation to the wall planes. The entry of the building is accented with decorative light fixtures and an aluminum canopy, and the outdoor patio area is accented with EI Dorado stone pilasters, and a decorative wrought iron element. The window openings are accented with black fabric awnings which are down -lit with classic gooseneck light fixtures. A wooden trellis has been added to the east elevation which will face Nicole Lane. The wood trellis will be constructed over a landscape planter and climbing vines will be installed to soften the building fagade. Arched spandrel glass windows will be installed under the wooden trellis element to break up the wall plane on the east elevation and to enhance the elevation as viewed from Nicole Lane. Landscaping The applicant proposes 5,635 square feet of landscaping to be installed for Ruby Tuesday Restaurant. The proposed landscaping for Ruby Tuesday combined with the existing landscaping on-site is equal to 60,845 square feet, or 28% of the site, which exceeds the 2D% minimum that is required for projects located in the Community Commercial zoning district. The proposed landscape plantings are consistent with the planting that exists on-site. A mix of trees, shrubs and groundcover will be installed along the perimeter of the new restaurant building and around the proposed trash enclosure to provide screening. The proposed trees include Blue Palo Verdes, Little Gem Magnolias and Pink Melaleucas. The shrubs include a mix of Red Clusterberry, Day Lilies, and Texas Privet. The proposed outdoor pedestrian area will also be enhanced with landscape plantings. In addition to the landscape plantings, decorative paving is proposed in the outdoor pedestrian area located on the west side of the project site. The decorative paving that will be installed as a part of the Development Plan for Ruby Tuesday will match the existing paving on-site. The area will also be enhanced with a decorative water feature, benches and a.shade structure which will compliment the proposed patio for Ruby Tuesday and provide a pleasant pedestrian seating area for patrons waiting to be seated at the restaurant. Access/Circulation and Parking Ingress and egress to the site will be provided from an existing 44 -foot drive aisle off of Nicole Lane. A reciprocal parking agreement has been recorded which ensures that the parking area will be shared by all of the tenants in the shopping center. At the time of the approval of the original Development Plan for the site, the Fire Department ensured that the on-site circulation is adequate for emergency apparatus and fire trucks. The Fire Department has provided Conditions of Approval to ensure that all life safety requirements will continue to be met even with the addition of Ruby Tuesday on the northernmost portion of the site. . G1P1annin9Qo07W07-0123 Ruby Tuesday's DPOanningOH STAFF REPORT.doc i The existing curb and planter area that is located in front of the proposed restaurant will be demolished and replaced with a full-sized parking space. After the construction of this additional parking space, 180 parking spaces will exist on-site. The parking for this project has been calculated per the Development Code requirements for a shopping center, which allows for the first 15,% of the restaurant space in the shopping center to be parked at 1/300, and the restaurant square footage space that exceeds 15% is then calculated at 1/100. Ruby Tuesday itself requires a total of 21 parking spaces. The parking requirements Ruby Tuesday were calculated as follows: Restaurant square footage occupying less than 15% of shopping center area: 5,486 square feet /300 = 19 spaces required. Restaurant square footage occupying greater then 15% of shopping center area = 174 square feet/100 = 2 spaces required. ' The parking requirements for the remaining shopping center were calculated as follows: Retail Building A: 13,235 square feet/ 300 = 44 spaces required Retail Building B: 9,185 square feet/ 300 = 31 spaces required ' Frankie's Restaurant: 4,050 square feet/ 100 = 41 space required As indicated above, 137 parking spaces are required to accommodate both Ruby Tuesday and . the existing uses in the shopping center. Therefore, the existing 180 spaces will meet the parking requirement for the existing uses and the proposed Ruby Tuesday Restaurant. ' LEGAL NOTICING REQUIREMENTS Notice of the public hearing was published in the Californian on March 15, 2008 and mailed to the property owners within the required 600 -foot radius. ENVIRONMENTAL DETERMINATION ' The proposed project has been determined to be consistent with the previously approved Negative Declaration and is exempt from further Environmental Review (CEQA Section 15162 subsequent EIR's and Negative Declarations). According to CEQA Guidelines Section 15162 (a), when a negative declaration has been adopted for a project, no subsequent environmental review shall be undertaken for a project unless the lead agency determines that, on basis of substantial evidence in light of the whole ' record, one of the following exists: Substantial changes are proposed in the project that will require revisions to the negative ' declaration. Substantial changes are proposed to occur with respect to the circumstances under which the project is being undertaken that will require major revisions to the negative declaration. New information of substantial importance for the project, which was not known and could not have been known at the time the negative declaration was adopted, becomes available. G:\PIanning\2007\PA07-0123 Ruby Tuesday's DP\P1anning\DH STAFF REPORTAM -4 - -�_ In this case, the Development Plan for Ruby Tuesday does not propose substantial changes to the project that was originally anticipated to be constructed on this site. The circumstances under which the project is anticipated to be constructed have not changed, and no new information of substantial importance that was not known at the time the previous negative declaration was adopted has become available. The original Development Plan for Creekside Centre shopping center included approvals to construct a 26,470 square foot retail building, and anticipated 10,000 square feet of restaurant space to be constructed in the future on the two vacant pads located on the northeast comer of the site. The Development Plan for Ruby Tuesday is consistent with the original project scope and does not exceed the 10,000 square feet of restaurant space that was previously analyzed. The proposed project will not intensify the development that was previously approved and anticipated for the site, and therefore will not result in effects that were not discussed in the previously adopted Mitigated Negative Declaration. ' Specifically, the Development Plan does not involve substantial changes in the project that will require major revisions to the previously adopted Mitigated Negative Declaration. The previously adopted Mitigated Negative Declaration analyzed and mitigated the potential environmental impacts of 26,470 square feet of retail uses and 10,000 square feet of restaurant space on this project site. The intensification of the development on-site, the total building square footage and land uses are consistent with what was previously approved and analyzed. The proposed Development Plan for Ruby Tuesday does not change the baseline environmental conditions, and does not represent new information of substantial importance which shows that the Development Plan will result in one or more significant effects that were not previously discussed in the previously adopted Mitigated Negative Declaration. All potential environmental impacts associated with the construction of a 5,660 square foot restaurant are adequately addressed in the prior Mitigated Negative Declaration, and the mitigation measures contained in the Mitigated Negative Declaration will reduce those impacts to a level that is less then significant. A Notice of Determination pursuant to Section 15162 of the CEQA Guidelines is therefore the appropriate type of CEQA documentation for this Development Plan, and no additional environmental documentation or analysis is required ' FINDINGS Development Code Section 17.05.010 (F) — Development Plans The proposed use is in conformance with the General Plan for the City of Temecula and with all applicable requirements of State law and other ordinances. The proposed use is a restaurant use which is consistent with the General Plan land use designation of Community Commercial (CC). The City of Temecula General Plan has listed ' restaurant uses as a typical use in the Community Commercial designation. The project meets all of the Development Code design and development requirements for the Community Commercial. (CC) zoning designation. The project meets all minimum parking requirements, landscape requirements, setback requirements, and the architectural design of the building is consistent with the Citywide Design Guidelines. The project, as conditioned, is consistent with all State laws and.other requirements. The project is compatible with all other surrounding uses and since the approval of the original Development Plan for Creekside Centre a restaurant use ' has always been anticipated to be constructed on the vacant pad on which Ruby Tuesday is proposed to be located. G:\P1anningQOOTPA07-0123 Ruby Tuesday's DP1PIannin \DH STAFF REPORT.doc. _ 5 The overall development of the land is designed for the protection of the public health, safety and general welfare. The Creekside Centre Development Plan was approved and constructed in such a manner to ensure the protection of the public health, safety and welfare. The construction of a restaurant on the vacant pad located on the northernmost portion of the project site was anticipated as a part of the original approval. The project has been reviewed for, and as conditioned has been found to be consistent with, all applicable policies, guidelines, standards, and regulations intended to ensure that the development will be constructed and function in a manner consistent with public health, safety, and welfare. Development Code Section 17.04.010 (E) — Conditional Use Permit The proposed conditional use is consistent with the General Plan and the Development Code. ' The proposal for the restaurant to serve beer, wine and distilled spirits on the premises requires a Conditional Use Permit in the Community Commercial zoning district. The project, as conditioned is consistent with the General Plan land use designation which anticipated restaurant uses in the Community Commercial (CC) designation. The proposed conditional use meets the minimum 500 -foot minimum sensitive use buffer that is required by the Development ' Code and the proposed use is compatible with the surrounding uses, which include other restaurant uses that also serve beer, wine and distilled spirits. The proposed conditional use is compatible with the nature, condition and development of . adjacent uses, buildings and structures and the proposed conditional use will not adversely affect the adjacent uses, buildings or structures. The proposed conditional use is. compatible with the nature, condition, and development of adjacent uses in the vicinity of the project site, and the proposed use, as conditioned, will not adversely affect the adjacent uses, buildings, or structures. The conditional use is consistent with the City's Development Code and is compatible with other activities approved in the vicinity ' of the project site. The proposed use is surrounded by existing retail and commercial uses, as well as other restaurants that have been permitted to sell beer, wine and distilled spirits. ' The site for a proposed conditional use is adequate in size and shape to accommodate the yards, walls, fences, parking and loading facilities, buffer areas, landscaping, and other development features prescribed in this development code and required by the Planning Commission or City Council in order to integrate the use with other uses in the neighborhood. The proposed conditional use is adequate in size and shape to accommodate the yards, walls, fences, parking and loading facilities, buffer areas, landscaping and other development features 1 that are required by the Development Code to integrate the conditional use with other uses in the area. The proposed restaurant will be constructed on a vacant pad within an existing shopping center. The addition of the proposed use in the shopping center will not cause the ' shopping center to be out of conformance with the Development Code requirements. Adequate parking and landscaping will be provided and the proposed use is anticipated to integrate into the area since the surrounding uses include other retail and commercial uses, including restaurants serving beer, wine and distilled spirits. The closest residential area is approximately 1,500 feet away. The project also meets the 500 -foot sensitive uses buffer and it has been determined that the project is not within 500 -feet of any sensitive uses that may otherwise be impacted by this conditional use. GiPlannin912007%PA07-0123 Ruby Tuesdays MPlanninglDH STAFF REPORT.doc_ 6 The nature of the proposed conditional use is not detrimental to the health, safety and general welfare of the community. ' The nature of the proposed conditional use is not detrimental to the health, safety and general welfare of the community. The project, as conditioned will ensure that the use will not adversely affect the surrounding uses, and will not negatively impact the public health safety or welfare of the community. The project is consistent with the goals and policies contained within the ! General Plan. The proposed use is consistent with all Development Code requirements. ATTACHMENTS Vicinity Map Plan Reductions 500-foot Sensitive Buffer Map Ruby Tuesday Statement of Operations DH Resolution 08 (Development Plan) ! Exhibit A — Draft Conditions of Approval DH Resolution 08-_ (Conditional Use Permit) Exhibit A — Draft Conditions of Approval . Notice of Public Hearing ! GAPlanning\2007\PA07-0123 Ruby Tuesday's DP\Planning\OH STAFF REPORT.doc 1 1 1 1 1 1 1 1 1 1 1 1 VICINITY MAP G.%Planning\20071PA07-0123 Ruby Tuesday's DP\Planning\DH STAFF REPORT.doc � t a��s�rde 411�VLNVDNVYI gg 2 N L i 3 Q V z 0 g �T�.G3PPWV g g MSmAhm M m m m m m m r! i46 m t DRAWING INDEX cENEN�L WFORNmnoN . CMLN .. ........... . - RUBY TUESDAY LMIOSGPE - - AACWTEMT SIMPLE FRESH AMERICAN DINING BASED on PROTOTYPE DESIGN 4600 N + 4 -APR -07 CONTACT INFORMATION CODE INFORMATION NOTE: QENEIVIL INFQt1UnON UflES GLGS: OWNER:JEFFIgNE ' w�.ne�raiwaw arwiwRrmu,wr .rcomrwnE/inwamsr...+mzw rorvcwmro/w�/�w=� AOXCn' CONWWOT19N DOCUMEMS CO NATM a. ru MrcPe .lav ioMew a vi+ww. wrru. �rsw.xx rmorKa/w�aw PM.IINNa!/llMas./lIC/Oir RWA9Jr.N0/xErtlCw�NwOW.� mcmn T:IPot MCNNEC m _ mr.un:.�a�.•reenr cemrcm/me wi mauwo afA� anvmsenn.a MK/MN'JTWn-m . CML ENGWJM Xa S MGI RNO xmnra�aswo rr iaraw��in ' IM108CME IIiCFREGI':.�� OCCUPANTL ca�srwrnartarwuE jom�arana/saxwr N:a.Nm sa > kvm a110p./ awawrteaonram rmu/aocvrwrs•eu BUILDING INFORMATION e � rencanE . waNmwJ• �... t /�\�` APnICANr ��r» uowls Vele I or soc"L ]SgLTv CLINTON KlIT! I. dICEMETIV[eGAYII.VPIWEDMp rtivr mmw,vEw p/.ognwvA OVLRLAN MhDWAR. G445P5 e flESfNMNf BP.ICEPERCpIL1fIOXM IpP110/K Ti•Rf� ! p.11 FAMDILRf ICEVLtVM6llryµ fQ{ cAEF.wIcecExrrFY lnaulLaarsTxareru ""�^''� Y I DATA TABLE -ENTIRE SITE namuhMlTePAceroro,ImamwneraET.uaaaa xare nmw[cwa�lu - I°nr uq mPMi egT'biem UW rRwu q ANBIyEepREPLWIayeECMMea1eN, rID NAEnEOJMIM � MIT C>" V {1: Ky .MMVK6"fIPMUIE � jey N m�«e"-i','e.W� rElaar. a °'Rv"T"".�w �: !/' ], lwlE BIG! GN L RAN fcR LLv'AT KN GP rxiarlw rile uToneNrs. MC Nw Na oe &y.NAEGAL OESCRIPDON _ — E NYCRANTy ,gANNm. ° j� � eQ¢p5 I.IO!aNG_ LMDOGs»e RaN rae w, i lNb5G41n'O.N4Y."4VJ 1'EATI119 YULtD PnGEftIl Y1E e L ' MIT x rWa•i Ks'r¢ K' ,m•6eW1Mn.ws fi� BInIOMe P CCMS CT m+irt I y. PAare!<fl TSASu lye wLL ex Iwcnv ZONING DESIGNATION GONaiINeIED "T GT T115 AO A rARIT OIVO.ORSNT RAV AOrOSaL. �� 5. oesnNv wo ux Is var.ANr O GENERAL PIAN DESIGNATION IEiAIIAtlrWRu:i PdO' 11O Ap"CJED mrxn awrma LA•D ux u's.aaP aqua roor n t A 'W SING UND USE nEATYIUNT NIiN A Yl3 lOLRL rCOT PATIV � ° O rW/v.uR r ceoan ° 20NMGAISEOFA0.MCENT PRGPERiY WILO N MUIN JV /iter e ql Rya (E -arrn �r • ; . � 2 ase-ao+..nn� am °wl"10 MIT IY r Ce SAIXn t TOTAL SITE AREA i rA. - Rusr TUEsoAYSsrTE AREA SUILDINGAREA i ,arm»`.,�We�.�.R�:x;�•.;:� a8�..°9"r rAlxNo iorcwERAGE ,I ,' r�M.M1rR NWW,Iut� '1 `C/ u PARKWO Swcxr,fd Swcaa oraridad L E � ILL{T R I RIMI T,•"WI-..W Y/Iq � aglap �iiiZ� � @C a� - rRFERfTL.IE Ts MEM1RVf.. � \ .mAl:.eci _ Paan Rxn 'A• 15pS @r yL SITE PLAN fla. rE..,MS NORW D' AM1 M. o_ mUYR Mc l SIY4MN PROJECT SITE VWCT MAP SP T'RDJECTPROPERTY -0 OVERLAND DRIVE xoattf rzn a� soca v1o5 cuwrora re�ni 1I1 -1D WLLQ�AR, W 12515 mom m m m m ai m�m m m m mmrwm� AREA CHART too r eu a I I I I I I I a I I Olgp I P 6wlrr�yy JEFF NOME A 1 ` I I I I I I RTI3905 OF WC% 2WNION KEM t05 BM I NS 9.f. I, a CRAG 65 S.F. i I I 0114-415 WOOLUR. CA 92595 MN 10p TO SiIBIILE 1 SE 1MECHANIC&. RISER RON 81 Sr I I �1 45R T J. 110 MEN'S P W0011 llB 6.f. TOTAL 5,660 SF. I � / I `SAF— wy I I 1 1 I i jiPLAN I I I I i I Olgp I P I 1 ` I I I I I I I i I I I I I I � / I `SAF— wy I I 1 1 I i I m me m m MOVE m CMS�� AS A PAM M KM PftPDSAL (D ILI � LEVARM AMICANT .TEFF HOWE RTI Of SMAL 2J905 CLINTON XETH fIT4-413 "LOMAR, CA 92595 (D ILI � LEVARM rou: m' in�sx SxaaW Ire n Pmraxo aw Su Se SAFiCp /T � PM! W MIS p[I6WQIi rtIN PIIMGS/L JEff HOME Rll OF $OCAL 2]905 CLMTON KEIiH NI1H-K15 'MLOOMAR, CA 93595 O 4 IS h4 T HOWE RTI of RTI SCCOCAL. F11.- <LWTON KEIiH WI1hg5 WIDONAR, CA 92595 Mr,m� � 'is 15111 t ® �N.-..�®��®'r mom f •k ® m... ROOF PLAN i Landscape Architecture Plans for RUBY TUESDAY RESTAURANT AT CREEKSIDE CENTRE TEMECULA, CALIFORNIA DAVCON DEVELOPMENT 42389 WINCHESTER ROAD, SUITE B. TEMECULA CA 92590 (951) 296-5225 KEY MAP. VICINITY MAP. SHEET INDEX: .�/ � i ' / r L41 RMMIW R"1 Lx.l lbAnd Dlf1U r tgrta w r.unu ce..lu /%I OWNER CONSULTANTS: ED AIK Mn"PIIL�i[O LYKVF Mr 0.r. (f R) � 1 j rm.� rna " r+w.m amort sm ar. P.n s twwue �nw u�awms Wean uLcuLarld• uea�eu• Jnr... =mom== m m m m w m m m m e m eec.rowrw mww NOI... onsnu n.�m.n wnw rV.MAN _... ........ ..._ ___...___.. _. w �rwniiTr.�� ..nwu.iaw�w�rw.w..•. u�e.cr. NrA 13 � mom == m m m M 0=!= m m mINV= m raw:rwa.cn+urw "'Gtr*.. �^......e....�. rpm•. m: m.� .. •�w�.�IMY�M��11,O1�IIPRP r•�na r.e w '�"�iar ®rte rS i mlml.+L .n.•t.�.af..al m M}.M4t .r>wwn. ..rn.o�wrw.x °A�' wsu n°T✓wMia °"� IVMLLpObY.M mi."mv."n m"r r.. �a.va�e•r.eva DTAK DETAIL ror . rY�r. ��rae�.�•a ' u'•"s•r"�rusen�^nr maw a.amd�1°" merw arwi 0. . �na.nrr..sax pr wr. .v.w.nnrw" .uo.wwo�rn..•x "'Gtr*.. �^......e....�. rpm•. m: m.� .. •�w�.�IMY�M��11,O1�IIPRP r•�na r.e w '�"�iar ®rte rS i mlml.+L .n.•t.�.af..al m M}.M4t .r>wwn. ..rn.o�wrw.x °A�' wsu n°T✓wMia °"� IVMLLpObY.M mi."mv."n m"r r.. �a.va�e•r.eva DTAK DETAIL ror . rY�r. ��rae�.�•a ' u'•"s•r"�rusen�^nr maw a.amd�1°" merw arwi 0. . �na.nrr..sax pr wr. .v.w.nnrw" .uo.wwo�rn..•x mom m m m m/ m m i m m mrwn C MS Y 0-1 0 _ MMIL -IML sm. m SYMM .^^................. ........... _.......... ---- w.^._. .... ....._...._....... ...._.............- _ _ _ w^� ...... ............. . .... 4. ...w.. _..._.............a..w..._... . ^... ..... .. ... ........... .. .._.._a .....�... ... ......... —a ^a+ ..................... pow.........._. qn i.. e..ww. s.......... ..,.......__. 20M AFPIXMT w.rw. I SM Q F.w3.R�'4"Q"s CC;w&�YTACSC'�.. \a ! O Q .>9s *11iA � .a a ; i;�, t. , F (I ..moi mElweS .... r n _'. �. , f e ENTRE PARCEL 2 ON 91EET 31 KO ENCINEEfWC ) iry www^SSW AL77o. w rye^��aTR I� .B.Fa�...G lyra i r w v -'kms.+-.�e. fGmLtl INH ^ LL �0.�d ,a�•_.2'.' �.� r Fa'vC 4 MY OF YEMEGULA Conceptiml iiidkV f'IM =mom== M M IMM. M s MIM MI m owspo m CONCEPTUAL GRADING PLAN FOR RUBY TUESDAY j �=_eeeeee��ee� Cmceptu arad4p Ren 500 -FOOT SENSITIVE BUFFER MAP GAPlanning\2007\PA07-D123 Ruby Tuesday's DPiPlanning\DH STAFF RPPORT.doc _�.,.-. _ ... .. 1.0 I 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 STATEMENT OF OPERATIONS G:1Planning12007\PA07-0123 Ruby Tuesday's DP\Planning\DH STAFF REPORT,doc Statement of Operations for Ruby Tuesday �D EW . APR 2 It 2097 ;By j Ruby Tuesday is a full service.restaurant serving American style food, steaks, seafood, pasta ect. Ruby Tuesday will have store operations from 10 am to 11 pm Monday thru Sunday. ' We will have approximately 80-90 employees. We are developing a full service bar to better serve our customer; and provide a complete ' diningexperience. i 1 1 1 1 1 1 1 1 1 i 1 1 t 1 DH RESOLUTION NO. 08 - (DEVELOPMENT PLAN) G:1Planning120071PA07-0123 Ruby Tuesday's DP\Planning\DH STAFF REPORT.doc 12 I DH RESOLUTION NO. 08- A RESOLUTION OF THE DIRECTOR OF PLANNING OF THE CITY OF TEMECULA APPROVING PLANNING APPLICATION NO. PA07-0123 A DEVELOPMENT PLAN TO CONSTRUCT A 5,660 SQUARE FOOT COMMERCIAL BUILDING (RUBY TUESDAY RESTAURANT), LOCATED IN THE CREEKSIDE CENTRE SHOPPING CENTER GENERALLY LOCATED SOUTH OF OVERLAND DRIVE AND WEST OF NICOLE LANE (APN 921-810-032) Section 1. Procedural Findings. The Director of Planning of the City of Temecula does hereby find, determine and declare that: A. On April 24, 2007, Mr. Jeff Howie representing RT Restaurant So Cal, LLC {led Planning Application No. PA07-0123, a Development Plan, in a manner in accord with the City of Temecula General Plan and Development Code. B. The Application was processed including, but not limited to a public notice, in the time and manner prescribed by State and local law. C. The Director of Planning, at a regular meeting, considered the Application and environmental review on March 27, 2008, at a duly noticed public hearing as prescribed by law, at which time the City staff and interested persons had an opportunity to and did testify either in support or in opposition to this matter. D. At the conclusion of the Director's Hearing and after due consideration of the testimony, the Director of Planning approved Planning Application No. PA07-0123 subject to Conditions of Approval, after finding that the project proposed in Planning Application No. PA07-0123 conformed to the City of Temecula's General Plan and Development Code. Section 2. Further Findings. The Director of Planning, in approving the Planning Application No. PA07-0123 hereby makes the following findings as required by Section 17.05.010.F (Development Plan) of the Temecula Municipal Code: ' Development Code Section 17.05.010 (F) — Development Plans A. The proposed use is in conformance with the General Plan for Temecula �i and with all applicable requirements of State law and other ordinances of the City; The proposed use is a restaurant use which is consistent with the General Plan land use designation of Community Commercial (CC). The City of Temecula General Plan has listed restaurant uses as a typical use in the Community Commercial designation. The project meets all of the Development Code design and development requirements for the Community Commercial (CC) zoning designation. The project meets all minimum parking requirements, landscape requirements, setback requirements, and the architectural design of the building GAPlanning\2W\7A07-0123 Ruby Tuesday's DP\Planning\DH RESOLUTION NO DPAOC I is consistent with the Citywide Design Guidelines. The project, as conditioned, is consistent with all State laws and other requirements. The project is compatible with all other surrounding uses and since the approval of the original Development Plan for Creekside Centre a restaurant use has always been anticipated to be constructed on the vacant pad on which Ruby Tuesday is proposed to be located B. The overall development of the land is designed for the protection of the public health, safety and general welfare; ' The Creekside Centre Development Plan was approved and constructed in a manner to ensure the protection of the public health, safety and welfare. The construction of a restaurant on the vacant pad located on the northernmost portion of the project site was anticipated as a part of the original approval. The project has been reviewed for, and as conditioned has been found to be consistent with, all applicable policies, guidelines, standards, and regulations intended to ensure that the development will be constructed and function in a manner consistent with public health, safety, and welfare. ' Section 3. Environmental Findings. The Director of Planning hereby makes the following environmental findings and determinations in connection with the approval of the Development Plan application for Ruby Tuesday restaurant: A. Pursuant to the California Environmental Quality Act ("CEQA" ), the Planning Director has considered the proposed Development Plan application for Ruby Tuesday restaurant. The Planning Commission has previously reviewed and considered the Negative Declaration prepared for the General Plan Amendment, Specific Plan Amendment and Zone change for the parcels located on the south side of Overland Drive and west of Nicole Lane, approved by the Council as Planning Application Nos. PA01-0418, PA01-0509 and PA01-0510 on April 7, 2003, including the impacts and mitigation measures identified therein, and the subsequent environmental reviews required as mitigation measures identified therein. The Planning Commission also previously reviewed and considered the addendum to a the previously adopted Negative Declaration prepared for the Development Plan Creekside Centre shopping center which consisted of two retail buildings totaling 26,470 square feet and two restaurants totaling 10,000 square feet, generally located south of Overland Drive and west of Nicole Lane, approved by Planning Commission as Planning Application No. PA04-0525 on March 30, 2005, including the impacts and mitigation measures identified therein, and the subsequent environmental reviews required as mitigation measures identified therein. Based on that review, the Director of Planning finds that the proposed Development Plan application does not require the preparation of a subsequent Environmental Impact Report or Mitigated Negative Declaration as none of the conditions described in Section 15162 of the CEQA Guidelines (14 Cal. Code Regs. 15162) exist. Specifically, the Director of Planning also finds that the proposed Development Plan does not involve significant new effects, does not change the baseline environmental conditions, and does not represent new information of substantial importance which shows that the Development Plan will have one or more G:\P1anning\?KPRA07-0123 Ruby Tuesday's DP\PlmminglDH RESOLUTION NO DP.doc- 2 significant effects not previously discussed in the Negative Declaration and in the addendum to the previously adopted Negative Declaration. All potential environmental impacts associated with the proposed Development Plan are adequately addressed by the prior Negative Declaration and addendum to the previously approved Negative Declaration, ,and the mitigation measures contained in the Mitigation Monitoring Program will reduce those impacts to a level that is less than significant. A Notice of Determination pursuant to Section 15162 of the CEQA Guidelines (14 Cal. Code Regs. ' 15162) is therefore the appropriate type of CEQA documentation for the Development Plan application, and no additional environmental documentation or analysis is required. Section 4. Conditions. The Director of Planning of the City of Temecula hereby approves Planning Application No. PA07-0123, a Development Plan to construct a 5,660 square foot commercial building (Ruby Tuesday restaurant), located in the Creekside Centre shopping center generally located south of Overland Drive and west of Nicole Lane subject to the Conditions of Approval set forth on Exhibit A, attached hereto, and incorporated herein by this reference. ' Section 5. PASSED, APPROVED AND ADOPTED by the Director of Planning of the City of Temecula this 271" day of March 2008. Debbie Ubnoske, Director of Planning I, Cynthia Lariccia, Secretary of the Temecula Director's Hearing, do hereby certify that DH Resolution No. 08- was duly and regularly adopted by the Director of Planning of the City of Temecula at a regular meeting thereof held on the 27th day of March 2008. Cynthia Lariccia, Secretary GAP1anning\106Q'PPA07-0123 Ruby Tuesday's DAPlanninoH RESOLUTION NO DP.doc - 3 ACCEPTANCE OF CONDITIONS OF APPROVAL ^� I, Jeff Howie, representing RT Restaurant So Cal, LLC understand that Planning Application No. PA07-0123 has been approved with Conditions of Approval which are set forth in Exhibit A. I have read the Conditions of Approval contained in DH Resolution No. ' and understand them. Through signing this ACCEPTANCE OF CONDITIONS OF APPROVAL, I agree and commit to the City of Temecula that I will implement and abide by the Conditions.of Approval, including any indemnification requirements imposed by those conditions. i SIGNATURE- Jeff Howie GAPIanningMMPA07-0723 Ruby Tuesdays DP\PIanning\Draft COAs -DP.dm -2 DATE EXHIBIT A CITY OF TEMECULA DRAFT CONDITIONS OF APPROVAL Planning Application No.: PA07-0123 Project Description: A Development Pian to construct a 5,660 square foot commercial building (Ruby Tuesday restaurant) located in the Creekside Centre shopping center, generally located south of Overland Drive and west of Nicole Lane Assessor's Parcel No. 921-810-032 MSHCP Category: DIF Category: TUMF Category: Approval Date: Expiration Date: Commercial Retail Commercial Retail Commercial March 27, 2008 March 27, 2010 WITHIN 48 HOURS OF THE APPROVAL OF THIS PROJECT Planning Department 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 One Thousand Nine Hundred Forty Dollars and Seventy -Five Cents ($1,940.75) which includes the One Thousand Eight Hundred Seventy Six Dollar and Seventy -Five Cent ($1,876.75) fee, required by Fish and Game Code Section 711.4(d)(3) plus the Sixty -Four Dollar ($64.00) County administrative fee, to enable the City to file the Notice of Determination for the previously approved Mitigated or Negative Declaration required under Public Resources Code Section 21152 and California Code of Regulations Section 15075. 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)]. 2. The applicant shall review and sign the Acceptance of Conditions of Approval document that will be provided by the Planning Department staff and return the document with an original signature to the Planning Department. GENERAL REQUIREMENTS Planning Department ' 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 G:Panning&(W PA67-0123 Ruby Tuesdays DPT[anninglDraft COAs-DP.doc 3 I n u u I r 4. 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. The permittee shall obtain City approval for any modifications or revisions to the approval of this project. 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. 30 days prior to expiration,. and for good cause, grant a time extension of up to 3 one-year extensions of time, one year at a time. 7. A separate building permit shall be required for all signage. 8. The building signage shall include an enhanced architectural background and/or an enhanced lighting method that is complimentary to the building architecture and adds interest to the signage, subject to the review and approval of the Director of Planning. The installation of plain unenhanced intemally illuminated channel letters shall not be permitted. 9. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 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 S" 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. 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 G\Plann1ng\20071PA07-0123 Ruby Tuesday's DPOanning0raft COAs -DP.do 4 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 tStucco '# 1 "Sandlewood" # 112 by Drivit Stucco # 2 "Buckskin" #449 by Drivit Cornice "Bright White" # 102 by Drivit EI Dorado stone ledger Mountain Ledge "Buckskin" Roof Black standing seam metal roof #02 Black by ATAS Window framing Aluminum clad/wood painted "Ebony King" by Benjamin Moore Windows Clear glass Fabric Awnings Jet Black by Sunbrella Decorative Wrought Iron "Ebony King" #2132-20 by Benjamin Moore Ornamental Light Fixture Grande Manor by Sitescape Gooseneck lighting Black RLM Shade by Sitescape ' Wood Trellis Natural wood 13. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. The trash enclosure shall be shown ori the construction drawings and include a wood trellis and incorporate the same colors, material and EI Dorado stone as the main structure on-site. 14. All storm water treatments shall be screened to the satisfaction of the Director of Planning. If revision are made to the conceptual WOMP and/or storm water treatment design that result in changes to the conceptual landscape plans, the revisions will be shown on the construction landscape plans, subject to the approval of the Director of Planning. 1 15. The aluma-wood shade structure shall be continuously maintained in a "like -new" condition to the reasonable satisfaction of the Director of Planning. Any aesthetic flaws or ' imperfections resulting directly of indirectly from weathering, vandalism, or any other unforeseeable circumstance shall be remedied immediately. 16. Parking for the project shall be shared across the site, including parking spaces in all lots that are a part of the project. If the project involves multiple lots, the applicant shall submit to the Planning Department a copy of a recorded Reciprocal Use.Agreement, which provides for cross -lot access and parking across all lots. GAPlanning\20671PA07-0123 Ruby Tuesday's DP\PlanninglDraft COAs-DP.doc ' 5 ...___.......... .. 17. If construction is phased, a construction staging area plan, or phasing plan for construction equipment and trash shall be approved by the Director of Planning prior to issuance of a building permit. 18. The development of the premises shall substantially conform to the approved plans contained on file with the Planning Department for Planning Application No. PA07-0123. 19. Unless modified herein, the project shall be subject to the Conditions of Approval for Planning Application No. PA04-0525 and PA07-0325. Public Works Department 20. A Grading Permit for precise grading, including all on-site flatwork 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. ' 21. 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. 22. 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. 23. The project shall include construction -phase pollution prevention controls and permanent post -construction water quality protection measures into the design of the project to prevent non -permitted runoff from discharging offsite or entering any storm drain system or receiving water. 24. A Water Quality Management Plan (WQMP) must be accepted by the City priorto the initial grading plan check. The WQMP will be prepared by registered Civil Engineer and include site design BMPs (Best Management Practices), source controls, and treatment mechanisms. Building and Safety Department 25. All design components shall comply with applicable provisions of the 2007 edition of the California Building, Plumbing and Mechanical Codes; 2007 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 26. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 forthe regulation of light pollution. All street -lights and otheroutdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 27. Obtain all building plans and permit approvals prior to the commencement of any construction work. 28. Show all building setbacks. 29. Provide an approved automatic fire sprinkler system. WPlanning120R PA07.0123 Ruby Tuesday's DMPlanning\Draft COAs-DP.doc 6 30. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans. (California Disabled Access Regulations effective April 1, 1998) 31. Provide disabled access from the public way to the main entrance of the building. 32. Provide van accessible parking located as close as possible to the main entry. ' 33. Show path of accessibility from parking to furthest point of improvement. 34. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits. a35. 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 Fire Prevention Bureau 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. If construction is phased, each phase shall provide approved access and fire protection prior to any building construction (CFC 503.4). 38. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix B. The developer shall provide for this project, a water system capable of delivering 4,000 GPM at 20 PSI residual operating pressure for a 4 hour duration. The Fire Flow as given above has taken into account all information as provided (CFC Appendix B and Temecula City Ordinance 15.16.020, Section R). Community Services Department 39. All existing planting and irrigation to be protected in place. 40. The applicant shall comply with the Public Art Ordinance. 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. WPIanning120071PA07-0123 Ruby Tuesday's MPIanning\Draft COAs-DP.doc 7 43., All parkways, landscaping, fencing and on site lighting shall be maintained by the property owner. PRIOR TO ISSUANCE OF GRADING PERMITS Planning Department 44. 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. 45. 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. The location of the double detector check valves shall be shown ' on the grading plan. 46. The following shall be included in the Notes Section of the Grading Plan: "If at any time during excavation/construction of the site, archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of cultural or archaeological resource are discovered, the property owner shall immediately advise the City of such and the City shall cause all further excavation or other disturbance of the affected area to immediately cease. The Director of Planning at his/her sole discretion may require the property to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/cultural resource, the Director of Planning shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Director of ' Planning shall notify the property owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Director of Planning." Public Works Department 47. 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. ' 48. 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. 49, A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to the Director of the Department of Public Works with the initial grading plan check. The report shall address all soils conditions of the site, and provide recommendations for the construction of engineered structures and pavement sections. ' 50. The Developer shall have a Drainage Study prepared by a registered Civil Engineer in accordance with City Standards identifying storm water runoff expected from this site and upstream of this site. The study shall identify all existing or proposed public or private ■ GAPlanningl2007\PA07.0123 Ruby Tuesday's DMPIanning\Draft CONS -DP.dx 8 ' 51 drainage facilities intended to discharge this runoff. The study shall also analyze and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the Developer. Construction -phase pollution prevention controls shall be consistent with the City's Grading, Erosion & Sediment Control Ordinance and associated technical manual, and the 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 Stormwater Pollution Prevention Plan (SWPPP) shall be available at the site throughout the duration of construction activities. t53. As deemed necessary by the Director of the Department of Public Works, the Developer shall receive written clearance from the following agencies:. a. Riverside County Flood Control and Water Conservation District b. Planning Department C. Department of Public Works 54. The Developer shall comply with all constraints which may be shown upon an Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the subject property. 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 setforth 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. Fire Prevention Bureau 58, 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 508.5). 59. Fire apparatus access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be with a surface so as to provide all-weather driving capabilities. Access roads shall be 80,000 lbs. GVW with a minimum of AC thickness of .25 feet. In accordance with Section 1410.1, prior to building construction all locations where structures are to be built shall have fire apparatus access roads. When temporary fire apparatus access roads are approved by the chief and provided for use until permanent fire access roads are installed; the fire apparatus roads shall be an all weather surface for an 80,000 lbs GVW (CFC 503.2.3 and City Ordinance 15.16.020 Section E). GAPIanriingZV-j1PA0Y0123 Ruby Tuesday's DMIDIanning\Draft COAs-DP.doe 9 60. Fire Department vehicle access roads shall have an unobstructed width of not less than twenty-four (24) feet and an unobstructed vertical clearance of not less than thirteen (13) feet six (6) inches (CFC 503.2, 503.4 and City Ordinance 15. 16.020 Section E). ' 61. The gradient for fire'apparatus access roads shall. not exceed fifteen (15) percent (CFC 503.2.7 and City Ordinance 15.16.020 Section Q. PRIOR TO ISSUANCE OF BUILDING PERMIT Planning Department ' 62. 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. 63. All downspouts shall be internalized. ' 64. 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. A note on the plans stating that "Two landscape inspections are required: one inspection is required for irrigation lines and a separate inspection is required for final planting inspection". d. A note on the plans stating that "The contractor shall provide two copies of an agronomic soils report at the first irrigation inspection". j. 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 GAP1ann1ng\2007\PA07-0123 Ruby Tuesday's DP\Planning\Draft COAs-DP.doe ' 10 e. One copy of the approved grading plan. f. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). ' g. Total cost estimate of plantings and irrigation (in accordance with approved plan). h. The locations of all existing trees that will be saved consistent with the tentative map and previous Development Plan for Creekside Centre. ' i. 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. j. 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 GAP1ann1ng\2007\PA07-0123 Ruby Tuesday's DP\Planning\Draft COAs-DP.doe ' 10 pressure. The second inspection will verify that all irrigation systems have head-to- head coverage, and to verify that all plantings have been installed consistent with the approved construction landscape plans. The applicantlowner shall contact the Planning Department to schedule inspections. 65. Per the original Conditions of Approval for PA04-0525, the approved landscape construction drawings for Creekside Centre shall be revised to include enhanced landscaping, decorative features and monumentation improvements at the southwest corner of Overland Drive and Nicole Lane. The revisions shall be reviewed and approved by the Planning Director priorto the issuance of building permits for the restaurant(s) located at the northeast corner of the site. ! 66. Building Construction Plans shall include detailed outdoor areas (including but not limited to trellises, decorative furniture, fountains, and decorative hardscapelpaving to match the style ! of the building subject to the approval of the Planning Director. 67. Building plans shall indicate that all roof hatches shall be painted "International Orange". 68. 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 69. Precise grading plans shall conform to applicable City of Temecula Standards subject to approval by the Director of the Department of Public Works. The following design criteria ! shall be observed: a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over A.C. paving. ! b. Landscaping shall be limited in the comer cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. ! 70. 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. ! 71. 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. 72. 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 73. Restroom fixtures, number and type, to be in accordance with the provisions of the 2001 edition of the California Building Code Appendix 29. GAPlanningTOMPA07-0123 Ruby Tuesday's DP1Ptanning\Draft COAs-DP.doc ! 11 I 74. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. 75. Provide precise grading plan at plan check submittal to check accessibility for persons with ' disabilities. 76. A pre -construction meeting is required with the building inspector prior to the start of the building construction. ' Fire Prevention Bureau ' 77. The developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval prior to installation for all private water systems pertaining to the fire service loop or fire riser lines coming into the building. Plans shall be signed by a registered civil engineer; contain a Fire Prevention Bureau approval signature block; and conform to hydrant type, location, spacing and minimum fire flow standards. Hydraulic calculations will be required with the underground submittal to ensure fire flow requirements are being met forthe on site hydrants. The plans must be submitted and approved prior to building permit ' being issued. 78. The fire sprinkler riser needs to be it's own separate room with exterior access. Risers shall ' not be obstructed in any manner. The fire system riser is to be provided with eighteen (18) inch clearance to each side and to the front of the system riser, access shall be provided by means of a door with the minimum dimensions two (2) feet six (6) inches wide by six (6) feet eight (8) inches tall from the exterior of the building directly to the riser as approved by the Chief. The fire system riser room shall not share with any other equipment (i.e., mechanical, electrical, etc.). The main Fre alarm control panel shall also be placed in the riser room. (Temecula City Ordinance 15.16.020 Section 510.2) ' 79. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of sprinkler plans must be submitted by the installing contractor to the Fire Prevention Bureau. These plans must be submitted prior to the issuance of building permit. ' 80. Fire alarm plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of alarm plans must be submitted by the installing contractorto the Fire Prevention Bureau. ' The fire alarm system is required to have a dedicated circuit from the house panel. Community Services Department 81. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. ' PRIOR TO RELEASE OF POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT Planning Department 1 t 82. Per the original Conditions of Approval for PA04-0525, the enhanced landscaping, decorative features and monumentation improvements at the southwest corner of Overland Drive and Nicole Lane, and shall be fully installed prior to the issuance of final occupancy for the restaurant(s). GAP1annin9ZMfPAW-_0123 Ruby Tuesday's DMPlanning0ratt COAs-DP.dbc 12 I 83. The applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of-ways. If upon final inspection it is determined that any mechanical equipment„roof equipment or backs of building - parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening if reviewed and approved by the Director of Planning. 84. 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. 85. Performance securities, in amounts to be determined by the Director of Planning, to ' guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final certificate of occupancy. After that year, if the landscaping and irrigation ' system have been maintained in a condition satisfactory to the Director of Planning, the bond shall be released upon request by the applicant. 86. 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.” 87. 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. ' 88. 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. ' 89. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. I Public Works Department ' 90. The project shall demonstrate that the pollution prevention BMPs outlined in the WQMP ' have been constructed and installed in conformance with approved plans and are ready for immediate implementation. ■ GAPlanningV201W PA07-0123 Ruby Tuesday's DP\Planning\Dmft COAs-DP.doc ' 13 I 91. 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. Eastern Municipal Water District C. Department of Public Works ' 92. 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 Bureau 93. Hydrant locations shall be identified by the installation of reflective markers (blue dots)(City Ordinance 15.16.020 Section E). 94. New and existing buildings shall have approved address numbers, building numbers or ' approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Commercial buildings shall have a minimum of twelve (12) inch numbers with suite numbers being a minimum of six (6) inches in size. All suites shall have a minimum of six (6) inch high letters and/or numbers on both the front and rear doors (CFC 505.1 and City Ordinance 15.16.020 Section E). 95. 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 fire riser sprinkler room (CFC 506). 96. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs (CFC 503.3). ' 97. Prior to issuance of a Certificate of Occupancy or building final a simple plot plan and a simple floor plan, each as an electronic file of the .DWG format must be submitted to the Fire Prevention Bureau. Alternative file formats may be acceptable, contact fire prevention for approval. OUTSIDE AGENCIES 98. Flood protection shall be provided in accordance with the Riverside County Flood Control District's transmittal dated May 14, 2007, a copy of which is attached. The fee is made payable to the Riverside County Flood Control Water District by either a cashier's check or ' money order, prior to the issuance of a grading permit (unless deferred to a later date by the District), based upon the prevailing area drainage plan fee. 99. The applicant shall comply with the recommendations set forth in the County of Riverside ' Department of Environmental Health's transmittal dated April 27, 2007, a copy of which is attached. GAPlannIng\PA07-0123 Ruby Tuesday's DP\Planning\Draft COAs-DP.doe ^ ' 14 1 .. 100. The applicant shall comply with the recommendations set forth in the Southern California Gas Company transmittal dated July 5, 2007, a copy of which is attached. 101. The applicant shall comply with the recommendations set forth in the Eastern Information Center transmittal dated May 3, 2007, a copy of which is attached. 1 ■ G1PIanningMdAPA07-0123 Ruby Tuesday's OPVPIanning\Dmft COAs-DP.doc ' 15 'WARREN D. WILLIAMS iencral Manages -Chief Engineer y```�Y f Ilcpe r. s a i RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT City ofTemecula PostniOtficeeBox 9033 Temecula, California 92589-9033 Attention: Wrl r L Ecolx r� Ladies and Gentlemen: Re The District does not normally recommend conditions for land divisions or other land use cases in incorporated cities. The Distrkf also does not plan check city land use cases, or provide Slate Division of Real Estate letters or other flood hazard reports for such cases. District comments/recommendations for such cases are normally limited to items of specific nac interest to the District indud'mg District Master Drainage Plan facilities, other regional flood control and drainage facilities which could be considered a 171cal componerd or extension of a master plan system, and District Area Drainage Plan fees (development mitigation fees). In addition, information of a general nature is provided. The District has not reviewed the uroposed project in detail and the following checked comments do not in any wayy constitute or imply District approval or endorsement of the proposed project with respect to flood hazard, public eaig and safety or any other such issue: No comment. -.X_ reg o pro . Je ciewould propos bola. impacted by District Master Drainage Plan facilities nor are other facilities of This project involves District Master Plan facilities. The District will accepptt ownership of such facilities on written request of the City. Facilities must be constructed to District standards, and District plan check and inrequspp � n will be required for District acceptance. Plan check, inspection and administrative fees will be This project proposes channels, storm drains 36 Inches or larger in diameter or other facilities that could be considered regional in nature and/or a logical extension of the adopted Master Drainage -Plan. The District would consider accepting ownership� o such facilities on n request of the City. Facilities must be constructed to District standards, and DiZct plan check and inspection will be required for District acceptance. Plan check, inspection and administrative fees will be required. ..This project is located within the units of the District's N""� .TMIF�Area Drainage Plan for which drainage tees have been aWDted; appii a ees s ou pad y s check or money order onlyYo the Flood Control District or City poor to issuance of grading permits. Fees to be paid should be at the rate In effect at the time of issuance 000fff ttie, actual permit. An encroachment, permit shalt be obtained for any construction related activities occurring within District right of way or facilities. For further information, contact the District's emxoadunent Permit section at 951.955.1266. GENERAL INFORMATION This project may require a Nattonal.Pollutant Discharge Elimination System (NPDES) permit from the State Water Resources Canfrd Board. Clearance for.grading recordation, or other final approval should not be given until the City has determined that the project has been granted a permit or is shown to be exempt. If this project involves a Federal Emergency Management Agency (FEMA) mapped Hood plain, then the C'rry should require the applicant to vide all studies, caicWations. clans and other Information required to meet FEMA requirements, and should further require that the applicant obtain a Conditional tetter of Map Revision (CLOMRr ding to gra, recordation or other final approval of the project, and a Letter of Map Revision (LOMR) prior to occupancy. If a natural watercourse or mapped flood plain is imppacted by this pro ect, the City should require the applicant to obtain a Section 1601/1603 Agreement from the C21omia Department of Fish and Game and a Clean Water Act Section 404 Permit from the U.S. Arany Corps of Engineersor written correspondence from these agencies Indicating the project is exempt from these requirements. A Clean 1tVstar Act Section 401 Water Quality Certification may be required from the local California Regional Water Quality Control Board prior to issuance of the Corps 404 permit. Riverside County Planning Department Attn: David Mares /rvA Very truly yours, ARTUR&, Senior Civil Engineer Date: Z¢ az 1995 MARKET S'T'REET RIVERSIDE, CA 92501 951.955.1200 ;. ., -.951 .788.9965 FAX a K. C MAY 16 2007 The District does not normally recommend conditions for land divisions or other land use cases in incorporated cities. The Distrkf also does not plan check city land use cases, or provide Slate Division of Real Estate letters or other flood hazard reports for such cases. District comments/recommendations for such cases are normally limited to items of specific nac interest to the District indud'mg District Master Drainage Plan facilities, other regional flood control and drainage facilities which could be considered a 171cal componerd or extension of a master plan system, and District Area Drainage Plan fees (development mitigation fees). In addition, information of a general nature is provided. The District has not reviewed the uroposed project in detail and the following checked comments do not in any wayy constitute or imply District approval or endorsement of the proposed project with respect to flood hazard, public eaig and safety or any other such issue: No comment. -.X_ reg o pro . Je ciewould propos bola. impacted by District Master Drainage Plan facilities nor are other facilities of This project involves District Master Plan facilities. The District will accepptt ownership of such facilities on written request of the City. Facilities must be constructed to District standards, and District plan check and inrequspp � n will be required for District acceptance. Plan check, inspection and administrative fees will be This project proposes channels, storm drains 36 Inches or larger in diameter or other facilities that could be considered regional in nature and/or a logical extension of the adopted Master Drainage -Plan. The District would consider accepting ownership� o such facilities on n request of the City. Facilities must be constructed to District standards, and DiZct plan check and inspection will be required for District acceptance. Plan check, inspection and administrative fees will be required. ..This project is located within the units of the District's N""� .TMIF�Area Drainage Plan for which drainage tees have been aWDted; appii a ees s ou pad y s check or money order onlyYo the Flood Control District or City poor to issuance of grading permits. Fees to be paid should be at the rate In effect at the time of issuance 000fff ttie, actual permit. An encroachment, permit shalt be obtained for any construction related activities occurring within District right of way or facilities. For further information, contact the District's emxoadunent Permit section at 951.955.1266. GENERAL INFORMATION This project may require a Nattonal.Pollutant Discharge Elimination System (NPDES) permit from the State Water Resources Canfrd Board. Clearance for.grading recordation, or other final approval should not be given until the City has determined that the project has been granted a permit or is shown to be exempt. If this project involves a Federal Emergency Management Agency (FEMA) mapped Hood plain, then the C'rry should require the applicant to vide all studies, caicWations. clans and other Information required to meet FEMA requirements, and should further require that the applicant obtain a Conditional tetter of Map Revision (CLOMRr ding to gra, recordation or other final approval of the project, and a Letter of Map Revision (LOMR) prior to occupancy. If a natural watercourse or mapped flood plain is imppacted by this pro ect, the City should require the applicant to obtain a Section 1601/1603 Agreement from the C21omia Department of Fish and Game and a Clean Water Act Section 404 Permit from the U.S. Arany Corps of Engineersor written correspondence from these agencies Indicating the project is exempt from these requirements. A Clean 1tVstar Act Section 401 Water Quality Certification may be required from the local California Regional Water Quality Control Board prior to issuance of the Corps 404 permit. Riverside County Planning Department Attn: David Mares /rvA Very truly yours, ARTUR&, Senior Civil Engineer Date: Z¢ az 0 C..' jNTY OF RIVERSIDE • HEAI ll SERVICES AGENCY 0 - DEPARTMENT OF ENVIRONMENTAL HEALTH 0 VV MAY 0 2 2007 By PtnQ Denarrtrrrwm ' RE: PA07-0123 ' The Department of Environmental Health (DEH) has received and reviewed the PA07- 0123 for the Creekside Centre Shopping Center project, under the applicant: Ruby's Tuesday's. The development plan application for 5,176 square foot restaurant building located on the southeast comer of Overland Drive and Nicole Lane (APN 921-810-025) shall be connected to a potable water line and sanitary sewer from the closest purveyor. A water and sewer availability letter shall be required by the City of Temecula at time of building plan submittal to the City. Any food vending or restaurant use of the building shall require food plan check compliance by the County of Riverside DEH. If your have any questions, please do not hesitate to call me at 951.955.8980 EHS071495 Local Enforcement Agency • P.O. Boz 1280, Riverside, CA 92502-1280 • (909) 955-8982 • FAX (909) 781-9653 • 4080 Lemon Street, 9th Floor, Riverside, CA 92501 Land Use and Water Engineering • P.O. Box 1206, Riverside, CA 92502-1206 • (909)955-8980 • FAX (9091 955-8903 • 4080 Lemon Street, 2nd Floar, Riverside, CA 92501 City of Temecula Planning Department ' c/o Katie Lecomte PO BOX 9033 Temecula, CA 92589-9033 27 April 2007 0 VV MAY 0 2 2007 By PtnQ Denarrtrrrwm ' RE: PA07-0123 ' The Department of Environmental Health (DEH) has received and reviewed the PA07- 0123 for the Creekside Centre Shopping Center project, under the applicant: Ruby's Tuesday's. The development plan application for 5,176 square foot restaurant building located on the southeast comer of Overland Drive and Nicole Lane (APN 921-810-025) shall be connected to a potable water line and sanitary sewer from the closest purveyor. A water and sewer availability letter shall be required by the City of Temecula at time of building plan submittal to the City. Any food vending or restaurant use of the building shall require food plan check compliance by the County of Riverside DEH. If your have any questions, please do not hesitate to call me at 951.955.8980 EHS071495 Local Enforcement Agency • P.O. Boz 1280, Riverside, CA 92502-1280 • (909) 955-8982 • FAX (909) 781-9653 • 4080 Lemon Street, 9th Floor, Riverside, CA 92501 Land Use and Water Engineering • P.O. Box 1206, Riverside, CA 92502-1206 • (909)955-8980 • FAX (9091 955-8903 • 4080 Lemon Street, 2nd Floar, Riverside, CA 92501 Southern California Gas Company A SempraEnergy company July 5, 2007 City of Temecula Attn: Katie Lecomte P.O. Box 9033 Temecula, Ca 92589-9033 Subject: PA 07-0123 - Utility Request Creekside Shopping Center Overland Drive & Nicole Lane 2007 Southern California Gas Company, Transmission Department, has no facilities within your proposed improvement and will not impact our Transmission Lines. However, our Distribution department may have some facilities within your construction area. To assure no conflict with the local distribution's pipeline system, please contact (951) 335-7725. Si erely, saVIS aresTranon Pipeline Planning Assistant 0 Ok&WMA G 91313 MdhsA0—, P. 0.BWzM OouxaA G 91313-2300 ML9314 Ad 818-701♦3/6 f= 818-7013",r 0 EASTERN INFORMATION CENTER CALIFORNIA HISTORICAL RESOURCES INFORMATION SYSTEM Department of Anthropology, University of California, Riverside, CA 92521-0418 ' (951) 827-5745 - Fax (951) 827-5409 - eickw@ucr.edu Inyo, Mono, and Riverside Counties ' May 3, 2007 TO: Katie Lecomte City of Temecula Planning Department RE: Cultural Resource Review Case: PA07-01 23 /DP/ Ruby Tuesday's ' Records at the Eastern Information Center of the California Historical Resources Information System have been reviewed to determine if this projectwould adversely affect prehistoric or historic cultural resources: The proposed project area has not been surveyed for cultural resources and contains or is adjacent to known cultural resource(s). A Phase I study is recommended. N Based upon existing data the proposed project area has the potential for containing cultural resources. A Phase ' — I study is recommended. A Phase I cultural resource study (RI- ) identified one or more cultural resources. The project area contains, or has the possibility of containing, cultural resources. However, due to the nature of the project or prior data recovery studies, an adverse effect on cultural resources is not anticipated. Further study is not recommended. ■ A Phase I cultural resource study (part of RI -2612) identified no cultural resources within the boundaries of the project area. _ There Is a low probability of cultural resources. Further study is not recommended. If, during construction, cultural resources are encountered, work should be halted or diverted in the immediate area while a qualified archaeologist evaluates the finds and makes recommendations. _ Due to the archaeological sensitivity of the area, earthmoving during construction should be monitored by a professional archaeologist. 0 The submission of a cultural resource management report Is recommended following guidelines for Archaeological Resource Management Reports prepared by the California Office of Historic Preservation, ' Preservation Planning Bulletin 4(a), December. 1989. X Phase i Records search and field survey _ Phase ll Testing [Evaluate resource significance; propose mitigation measures for "significant" sites.] =Phase III Mitigation [Data recovery by excavation, preservation in place, or a combination of the two.] Phase IV Monitor earthmoving activities ' COMMENTS: The project area was examined in a non-systematic manner. It is recommended that the project area be surveyed systematically. If you have any questions, please contact us. Eastern Information Center DH RESOLUTION NO. 08 (CONDITIONAL USE PERMIT) G:\Planning12007\PA07-0123 Ruby Tuesday's DP%Planning\DH STAFF REPORT.doc ....�._ _.. 13 DH RESOLUTION NO. 08- A RESOLUTION OF THE DIRECTOR OF PLANNING OF THE CITY OF TEMECULA APPROVING PLANNING ,APPLICATION NO. PA07-0124 A CONDITIONAL USE PERMIT TO AUTHORIZE A TYPE -47 ABC LICENSE WHICH WOULD ALLOW FOR THE SALE OF BEER, WINE AND DISTILLED SPIRITS FOR CONSUMPTION ON THE PREMISES AT RUBY TUESDAY RESTAURANT LOCATED IN THE CREEKSIDE CENTRE SHOPPING CENTER GENERALLY LOCATED SOUTH OF OVERLAND DRIVE AND WEST OF NICOLE LANE (APN 921-810-032) Section 1. Procedural Findings. The Director of Planning of the City of Temecula does hereby find, determine and declare that: A. On April 24, 2007, Mr. Jeff Howie representing RT Restaurant So Cal, LLC filed Planning Application No. PA07-0124, .a Conditional Use Permit, in a manner in ' accord with the City of Temecula General Plan and Development Code. B. The Application was processed including, but not limited to a public notice, in the time and manner prescribed by State and local law. C. The Director of Planning, at a regular meeting, considered the Application and environmental review on March 27, 2008, at a duly noticed public hearing as prescribed by law, at which time the City staff and interested persons had an opportunity to and did testify either in support or in opposition to this matter. ' D. At the conclusion of the Director's Hearing and after due consideration of the testimony, the Director of Planning approved Planning Application No. PA07-0124 subject to Conditions of Approval, after finding that the project proposed in Planning Application No. PA07-0124 conformed to the City of Temecula's General Plan and Development Code. ' Section 2. Further Findings. The Director of Planning, in approving the Planning Application No. PA07-0124 hereby makes the following findings as required by Section 17.040.010. (E) (Conditional Use Permit) of the Temecula Municipal Code: Development Code. Section 17.040.010 (E) —Conditional Use Permit A. The proposed conditional use is consistent with the General Plan and the Development Code; The proposal for the restaurant to serve beer, wine and distilled spirits on the premises requires a Conditional Use Permit in the Community Commercial zoning district. The project, as conditioned is consistent with, the General Plan land use designation which anticipated restaurant uses in the Community G:0anning\W.\PA07-0124 Ruby Tuesday's CUPWIanning\OH RESOLUTION NO CUPAM Commercial (CC) designation. The proposed conditional use meets the minimum 500 -foot minimum sensitive use buffer that is required by the Development Code and the proposed use is compatible with the surrounding uses, which include other restaurant uses that also serve beer, wine and distilled spirits: B. The proposed conditional use is compatible with the nature, condition and ' development of adjacent uses, buildings and structures and the proposed conditional use will not adversely affect the adjacent uses, buildings or structures; ' The proposed conditional use is compatible with the nature, condition, and development of adjacent uses in the vicinity of the project site, and the proposed use, as conditioned, will not adversely affect the adjacent uses, buildings, or structures. The conditional use is consistent with the City's Development Code and is compatible with other activities approved in the vicinity of the project site. The proposed use is surrounded by existing retail and commercial uses, as well as other restaurants that have been permitted to sell beer, wine and distilled spirits. ' C. The site for a proposed conditional use is adequate in size and shape to accommodate the yards, walls, fences, parking and loading facilities, buffer areas, landscaping, and other development features prescribed in this Development Code and required by the Planning Commission or City Council in order to integrate the use with other uses in the neighborhood; The proposed conditional use is adequate in size and shape to accommodate the yards, walls, fences, parking and loading facilities, buffer areas, landscaping and other development features that are required by the Development Code to integrate the conditional use with other uses in the area. The proposed ' restaurant will be constructed on a vacant pad within an existing shopping center. The addition of the proposed use in the shopping center will not cause the shopping center to be out of conformance with the development code requirements. Adequate parking and landscaping will be provided and the proposed use is anticipated to integrate into the area since the surrounding uses include other retail and commercial uses, including restaurants serving beer, wine and distilled spirits. The closest residential area is approximately 1,500 feet away. The project also meets the 500 -foot sensitive uses buffer and it has been determined that the project is not within 500 -feet of any sensitive uses that may ' otherwise be impacted by this conditional use. D. The nature of the proposed conditional use is not detrimental to the health, safety and general welfare of the community; The nature of the proposed conditional use is not detrimental to the health, safety and general welfare of the community. The project, as conditioned, will ensure that the use will not adversely affect the surrounding uses, and will not negatively impact the public health safety or welfare of the community. The project is 07-0124 RubyTu CUPTIannin D RESOLUTTION NO CUP.doc G:1Ptan,ing@907,1PA esdays g\ H • •- 2 `I consistent with the goals and policies contained within the General Plan. The proposed use is consistent with all Development Code requirements. Section 3. Environmental Findings, The Director of Planning hereby makes the following environmental findings and determinations in connection with the approval of the Development Plan application for Ruby Tuesday restaurant: A. Pursuant to the California Environmental Quality Act ("CEQA"), the Planning Director has considered the proposed Conditional Use Pemit application for Ruby Tuesday restaurant. The Planning Commission has previously reviewed and considered the Negative Declaration prepared for the General Plan Amendment, Specific Plan Amendment and Zone change for the parcels located on the south side of Overland Drive and west of Nicole Lane, approved by the Council as Planning Application Nos. PA01-0418, PA01-0509 and PA01-0510 on April 7, 2003, including the impacts and mitigation measures identified therein, and the subsequent environmental reviews required as mitigation measures identified therein. The Planning Commission also previously reviewed and considered the addendum to a the previously adopted Negative Declaration prepared for the original Development Plan Creekside Centre shopping center which consisted of two retail buildings totaling 26,470 square feet and two restaurants totaling 10,000 square feet, generally located south of Overland Drive and west of Nicole Lane, approved by Planning Commission as. Planning Application No. PA04-0525 on March 30, 2005, including the impacts and mitigation measures identified therein, and the subsequent environmental reviews required as mitigation measures identified therein. Based on that review, the Director of Planning finds that the proposed Development Plan application does not require the preparation of a subsequent Environmental Impact Report or Mitigated Negative Declaration as none of the conditions described in Section 15162 of the CEQA Guidelines (14 Cal. Code Regs. 15162) exist. Specifically, the Director of Planning also finds that the proposed Development Plan does not involve significant new effects, does not change the baseline environmental conditions, and does not represent new information of substantial importance which shows that the Development Plan will have one or more significant effects not previously discussed in the Negative Declaration and in the addendum to the previously adopted Negative Declaration. All potential environmental impacts associated with the proposed Conditional Use Permit with the Development Plan for Ruby Tuesday are adequately addressed by the prior Negative Declaration and addendum to the previously approved Negative Declaration, and the mitigation measures contained in the Mitigation Monitoring Program will reduce those impacts to a level that is less than significant. A Notice of Determination pursuant to Section 15162 of the CEQA Guidelines (14 Cal. Code Regs. 15162) is therefore the appropriate type of CEQA documentation for the Conditional Use Permit with a Development Plan application for Ruby Tuesday, and no additional environmental documentation or analysis is required. Section 4. Conditions. The Director of Planning of the City of Temecula hereby -approves Planning Application No. PA07-0124, a Conditional Use Permit to authorize a Type -47 ABC license which would allow for the sale of beer, wine and distilled spirits for consumption on the premises at Ruby Tuesday restaurant located in GAP1anning\208P\f A07-0124 Ruby Tuesday's CUP\Planning\DH RESOLUTION NO CUP.doc •- 3 the Creekside Centre shopping center, generally located south of Overland Drive an west of Nicole Lane subject to the Conditions of Approval set forth on Exhibit A, attached hereto, and incorporated herein by this reference. Section 5. PASSED, APPROVED AND ADOPTED by the Director of Planning of the City of Temecula this 27th day of March 2008. Debbie Ubnoske, Director of Planning I, Cynthia Lariccia, Secretary of the Temecula Director's Hearing, do hereby certify that DH Resolution No. 08- was duly and regularly adopted by the Director of Planning of the City of Temecula at a regular meeting thereof held on the 27th day of March 2008. t Cynthia Lariccia, Secretary O:\P1mming\2@%TA07-0t24 RubyTumday's CUP\PIanning\DH RESOLUTION NO CUPAOC 4 - n EXHIBIT A DRAFT CONDITIONS OF APPROVAL SCANNED: G DRIVE: PERMITS PLUS: INITIALS: PLANNER: GAPlanning\2007\PA07.0124 Ruby Tuesday's CUP\Planning\COA•CUP.doc Le Comte ACCEPTANCE OF CONDITIONS OF APPROVAL I, Jeff Howie, representing RT Restaurant So Cal, LLC understand that Planning Application No. PA07-0124 has been approved with Conditions of Approval which are set forth in Exhibit A. I have read the Conditions of Approval contained in DH Resolution No. and understand them. Through signing this ACCEPTANCE OF CONDITIONS OF APPROVAL, I agree and commit to the City of Temecula that I will implement and abide by the Conditions of Approval, including any indemnification requirements imposed by those conditions. SIGNATURE G\P1anning\2007\PA07.0124 Ruby Tuesdays CUP\Planning\COA-CUP.dac ._.,�..-_ _.. .. 2 DATE EXHIBIT A CITY OF TEMECULA DRAFT CONDITIONS OF APPROVAL Planning Application No.: PA07-0124 Project Description: A Conditional Use Permit to authorize a Type-47 (on sale general) ABC License which would allow for the service of beer, wine and distilled spirits to be served for consumption on the premises of Ruby Tuesday restaurant located in the Creekside Centre shopping center generally located south of Overland Drive and west of Nicole Lane. Assessor's Parcel No. 921-810-025 MSHCP Category: Commercial DIF Category: Retail Commercial TUMF Category: Retail Commercial Approval.Date: March 27, 2008 Expiration Date: March 27, 2010 ' WITHIN 48 HOURS OF THE APPROVAL OF THIS PROJECT PLANNING DEPARTMENT 1. The applicant/developer shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of One Thousand Nine Hundred Forty Dollars and Seventy-Five Cents ($1,940:75) which includes the One Thousand Eight Hundred Seventy Six Dollar and Seventy-Five Cent ($1.,876.75) fee, required by Fish and Game Code Section 711.4(d)(3) plus the Sixty-Four Dollar ($64.00) County administrative fee, to enable the City to file the Notice of Determination for the previously approved Mitigated or Negative Declaration required under Public Resources Code Section 21152 and California Code of Regulations Section 15075. 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)]. ' 2. The applicant shall review and sign the Acceptance of Conditions of Approval document that will be provided by the Planning Department staff and retum the document with an original signature to the Planning Department. GAP1annin9\2007\PA07-0124 Ruby Tuesday's CUPVPIanningiCOA-CUP•doc _ h GENERAL REQUIREMENTS Planning Department 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 applicant shall comply with their Statement of Operations dated April 24, 2007, on file with the Planning Department, unless superseded by these Conditions of Approval. 5. The regular hours of operations shall be 10 a.m, to 11 p.m. Monday through Sunday. 6. This Conditional Use Permit may be revoked pursuant to Section 17.03.080 of the City's Development Code. The City, and its Planning Director, Planning Commission, and City Council retain and reserve the right and jurisdiction to review and modify this Conditional Use Permit (including the Conditions of Approval) based on changed circumstances. Changed circumstances include, but are not limited to the modification of the business, a change in scope, emphasis, size or nature of the business, and the expansion, alteration, reconfiguration or change of use. The reservation of right to review any Conditional Use Permit granted or approved or conditionally approved hereunder by the City, its Planning Director, Planning Commission, and City Council is in addition to, and not in -lieu of, the right of the City, its Planning Director, Planning Commission, and City Council to review and revoke or modify any Conditional Use Permit approved or conditionally approved hereunderfor any violations of the conditions imposed on such Conditional Use Permit or for the maintenance of any nuisance condition or other code violation thereon. 8. The permittee shelf obtain City approval for any modifications or revisions to the approval of this Conditional Use Permit. 9. 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. 10. If commencement of the use has not occurred within two years of approval of this permit, the permittee may file an application at lest thirty days priorto expiration of the conditional use permit, apply for up to 3 one-year extensions of time. Each extension of time shall be granted in one-year increments only. GAPlanning120071PA07-0124 Ruby Tuesdays CUP%PIanning=A-CUPAd 11. Prior to an employee selling alcohol from this facility, the alcohol licensee or employer for the facility shall ensure that the employee has received Licensee Education on Alcohol and Drugs (L.E.A.D.) training from the California Department of Alcoholic Beverage Control. 12. An 8.5"x 11" (or larger) sign listing local transportation service providers and corresponding telephone numbers shall be posted at a conspicuous location within the building. Information to assist in the compilation of this sign may be obtained through the Temecula Valley Chamber of Commerce (telephone number 951-676-5090). 13. Prior to the commencement of the use the permittee shall complete an Alcohol Review Board review with the City of Temecula Crime Prevention Bureau. 14. 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. 15. 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. 16. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. 17. Parking for the project shall be shared across the site, including parking spaces in all lots that are a part of the project. If the project involves multiple lots, the applicant shall submit to the Planning Department a copy of a recorded Reciprocal Use Agreement, which provides for cross -lot access and parking across all lots. 18. The development of the premises shall substantially conform to the approved site plan and elevations for PAO7-0123 contained on file with the Planning Department. 19. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. Police Department 20. Permittee/Applicant shall ensure all landscaping surrounding all buildings are kept at a height of no more than three feet or below the ground floor windowsills. Plants, hedges and shrubbery should be defensible plants to deter would-be intruders from breaking into the buildings utilizing lower level windows. 21. Applicant shall ensure all trees surrounding all building roof tops be kept at a distance so as . to deter roof accessibility by "would-be burglars." Trees also act as a natural ladder. Prune tree branches with at least a six feet clearance from the buildings. 22. Any berms should not exceed three feet in height. GAP1anning\2007\PA07.0124 Ruby Tuesday's CUPnanning\COA-CUPAd i 23. The placement of all landscaping should be in compliance with guidelines from Crime Prevention through Environmental Design (CPTED) (See Condition item #34 below). 24. All parking lot lighting surrounding the complex should be energy-saving and minimized after hours of darkness and in compliance with the State of California Lighting Ordinance, California Government Code 8565. Furthermore, recommend all exterior lighting be in compliance with Mt. Palomar Lighting Ordinance 665 requiring low-pressure sodium lighting. 25. Recommend all exterior doors have theirown vandal resistant fixtures installed above each door. The doors should be illuminated with a minimum one -foot candle illumination at ground level, evenly dispersed: 26. All exterior night lighting should be wall mount fight fixtures to provide sufficient lighting during hours of darkness and to prevent problems on the premises. 27. The Governors Order to address the power crisis became effective March 18, 2001. This bill calls for a substantial reduction from businesses to cut usage during non -business hours. The order, in part, states: "All California retail establishments, including but not limited to shopping centers, auto malls and dealerships, shall substantially reduce maximum outdoor lighting capability during non -business hours except as necessary for the health and safety of the public, employees or property." a. "Failure to comply with this order following a warning by law enforcement officials shall be punishable as a misdemeanor with a fine not to exceed $1,000.00 in accordance with section 8565 of the California Government Code." 28. Recommend all doors, windows, locking mechanisms, hinges, and other miscellaneous, hardware is commercial or institution grade. 29. Any graffiti painted or marked upon the buildings should be removed or painted over within 24 hours of being discovered. Report all crimes to the Temecula Police 24-hour dispatch ' center (951) 696 -HELP. 30. Upon completion of construction, the buildings shall have a monitored alarm system installed and monitored 24 hours a day by a designated private alarm company, to notify the Temecula Police Department of any intrusion. All multi -tenant offices/suites/businesses located within a specific building should have their own alarm system. This condition is void if business is opened 24/7. 31. All roof hatches should be painted "International Orange." ' 32. Any public telephones located on the exterior of the buildings should be placed in a well - lighted, highly visible area, and installed with a "call -out only" feature to deter loitering. This feature is not required for public telephones installed within the interior of the buildings. 33. All disabled parking stalls on the premises shall be marked in accordance with section 22511.8 of the California Vehicle Code. 34. The Crime -Free Multi -Housing Program is available to all businesses. Both the Police and Fire department are involved in this program. Furthermore, the definition of Crime Prevention through Environmental Design (CPTED) as developed by the National Crime GAP.Ianning\2007\PA07-0124 Ruby Tuesday's CUP\Planning\COA-CUPAd Prevention Institute (NCPI) at the University of Louisville as "the proper design and effective use of the built environment can lead to reduction in the fear and incidence of crime, and an improvement in the quality of life." The primary nine CPTED strategies are: a. Provide clear border definition of controlled space. Examples of border definition 'may include fences, shrubbery of signs in exterior areas. Within a building, the arrangement of furniture and color definition can serve as means of identifying controlled space. b. Provide clearly marked transitional zones. Persons need to be able to identify when they are moving from public to semi-public to private space. ' C. Relocation of gathering areas. Gathering areas or congregating areas need to be located or designated in locations where there is good surveillance and access control. d. Place safe activities in unsafe locations. Safe activities attract normal users to a location and subsequently render the location less attractive to abnormal users due to observation and possible intervention. e. Place unsafe activities in safe locations. Placing unsafe activities in areas of natural surveillance or controlled access will help overcome risk and make the users of the areas feel safer. ' f. Redesign the use of space to provide natural barriers. Separate activities that may conflict with each other (outdoor basketball court and children's play area, for example) by distance, natural terrain or other functions to avoid such conflict. g. Improve scheduling of space. The timing in the use of space can reduce the risk for normal users and cause abnormal users to be of greater risk of surveillance and intervention. ' h. Redesign space to increase the perception of natural surveillance. Abnormal users need to be aware of the risk of detection and possible Intervention. Windows and clear lines -of -sight serve to provide such a perception of surveillance. I. Overcome distance and isolation. This strategy may be accomplished through improved communications (portable two-way radios, for example) and design efficiencies, such as the location of restrooms in a public building. 35. Crime Prevention: a. All retailing businesses shall contact the California Retailers Association for their booklet on the California Retail Theft Law at: California Retailers Association 1127- 11th Street, Suite 1030, Sacramento, CA 95614 (916) 443-1975. Penal Code 490.5 affords merchants the opportunity to recover their losses through a civil demand program. b. Business desiring a business security surveyoftheirlocation can contactthe Crime Prevention and Plans Unit of the Temecula Police Department. C. Employee training regarding retail theft, credit card prevention, citizen's arrest procedures, personal safety, business security, shoplifting or any other related crime prevention training procedures is also available through the crime prevention unit. 36. Any business that serves or sell any type of alcoholic beverages will comply with all guidelines within the Business and Profession Codes and all other guidelines associated GAP1anningM071PA07-0124 Ruby Tuesday's CUNPIann1ng\G0A-CUP.doc with the State Department of Alcohol Beverage Control. Contact the Temecula Police Department for inspections and training for both employees and owners. This includes special events held at business location where alcohol will be serviced for a fee and the event is open to the general public. 37. The Temecula Police Department affords all retailers the opportunity to participate in the "Inkless Ink Program." At a minimal cost of less than $40.00 for inkless inkpads, retailers can take a thumbprint of every customer using a personal check to pay for services. A decal is also posted on the front entry of the business -advising customers of the'Snkless Ink program in use". If the business becomes a victim of check fraud, the police department will be able to track the suspect with the thumbprint. . 38. Applicant has applied for a Type 47 (On -Sales General- Eating Place) through the Riverside District Office of Alcohol Beverage Control. Authorizes the sale of beer, wine and distilled spirits for consumption on the licensed premises. Authorizes the sale of beer and wine for consumption on the licensed premises. Must operate and maintain the licensed premises as a bona fide eating place. Licensee must make actual and substantial sales of meals, during the normal meal hours that they are open, at least five days a week. Normal �- mealtimes are 6:00 a.m.-9:00 a.m., 11:00 a -m.-2:00 p.m., and 6:00 p.m. 9:00 p.m. Premises that are not open five days a week must serve meals on the days they are open. Minors are allowed on the premises. `f 39. Applicant will comply with City Ordinance 97-07, (9.14.010 Temecula Municipal Code Series). 40. Identification will be verified utilizing one of the following: a. A California driver's license b. A valid California identification card C. A valid military identification card (active, reserve, retired, and dependent) d. A valid driver's license from any of the fifty States or Territories of the United States e. A valid U.S. Passport f. A valid government issued identification card issued by a Federal, State, County or tCity agency 41: As noted above, only a valid government issued identification card issued by a Federal, State, county or City agency is acceptable, providing it complies with the below requirements (25660 Business and Profession Code): a. Name of person b. Date of birth G. Physical description d. Photograph e. Currently valid (not expired) G:1PIsnning'200APA07-0124 Ruby Tuesday's CUP\PlanninglCOA-CUP.doc _�..- -.. .. 8. �J PRIOR TO ISSUANCE OF GRADING PERMITS Planning Department 42. 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. ' 43. 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. 44. The following shall be included in the Notes Section of the Grading Plan: "If at any time during excavation/construction of the site, archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of cultural or archaeological resource are discovered, the property owner shall immediately advise the City of such and the City shall cause all further excavation or other disturbance of the affected area to immediately cease. The Director of Planning at his/her sole discretion may require the property to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/cultural resource, the Directorof Planning shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Director of Planning shall notify the property 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." PRIOR TO ISSUANCE OF BUILDING PERMIT Planning Department 45. 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. 46. A construction staging area plan for construction equipment and trash shall be approved by the Director of Planning prior to issuance of a building permit. 47. All downspouts shall be internalized. 48. 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: G:\P1ann1ng\2007\PA07-0124 Ruby Tuesdays CUP\Planning=P CUP.doc J I I I I, I ,�i 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. A note on the plans stating that "Two landscape inspections are required: one inspection is required for irrigation lines and a separate inspection is required for final planting inspection". d. A note on the plans stating that "The contractor shall provide two copies of an agronomic soils report at the first irrigation inspection." e. One copy of the approved grading plan. f. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). g. Total cost estimate of plantings and irrigation (in accordance with approved plan). h. The locations of all existing trees that will be saved consistent with the tentative map. I. 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. j. 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 hours without loss of pressure. The second inspection will verify that all irrigation systems have head-to-head coverage, and to verify that all plantings have been installed consistent with the approved construction landscape plans. The applicant/owner shall contact the Planning Department to schedule inspections. 49. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a three-foot clear zone around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduce intrusion. Screening of utilities is not to look like an after -thought. Plan planting beds and design around utilities. Locate all light poles on plans and insure that there are no conflicts with trees. 50. Building Construction Plans shall include detailed outdoor areas (including but not limited to trellises, decorative furniture, fountains, hardscape/paving to match the style of the building subject to the approval of the Planning Director. 51. Building plans shall indicate that all roof hatches shall be painted "International Orange". 52. The construction plans shall indicate the application of painted rooftop addressing plotted on a 9 -inch grid pattern with 45 -inch tall numerals spaced 9 -inches apart. The numerals shall be painted with a standard 9 -inch paint roller using fluorescent yellow paint applied over a contrasting background. The address shall be oriented to the street and placed as closely as possible to the edge of the building closest to the street. GAPIanningX2007APA07-0124 Ruby Tuesday's CUPTIanning\COA-CUP.doc PRIOR TO RELEASE OF POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT Planning Department 53. Prior to the release of power, occupancy, or any use allowed by this permit, the applicant shall be required to screen all loading areas and roof mounted mechanical equipment from view of the adjacent residences and public right-of-ways. If upon final inspection it is determined that any mechanical equipment, roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping tile covered mansard roof element or other screening if reviewed and approved by the Director of Planning. 54. 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. 55. Performance securities, in amounts to be determined by the Director of Planning, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final certificate of occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Director of Planning, the bond shall be released upon request by the applicant. 56. 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." 57. 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. 58. 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. 59. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. G:1PIanning12007\PA07-0124 Ruby Tuesday's CUMPIanninglCOA-CUP.doe 60. All foregoing conditions for Planning Application PA07-0123, a Development Plan for Ruby Tuesday shall be complied with prior to occupancy or the use allowed by this permit. I f 1 i r GV°Ianning120071PA07-0124 Ruby Tuesdays CUPWIanninglCOA-CUP.doc i - r r r r rNOTICE OF PUBLIC HEARING r r G.Vlanning\2007\PA07-0123 Ruby Tuesdays DP\Planning\DH STAFF REPORTADC 14 - .- - 1 �i I Place of Hearing: Date of Hearing: Time of Hearing: Notice of Public Hearing A PUBLIC HEARING has been scheduled before the City of Temecula's DIRECTOR'S HEARING to consider the matter described below: Planning Application Nos. PA07-0123 and PA07-0124 Mr. Jeff Howie, representing RT Restaurants So Cal, LLC South of Overland Drive and West of Nicole Lane in the Creekside Centre shopping center A Development Plan to construct a 5,660 square foot commercial building (Ruby Tuesday Restaurant), and a Conditional Use Permit to authorize a Type- 47 (on -sale general) ABC license which would allow for the sale of beer, wine and distilled spirits for consumption on the premises. In accordance with the California Environmental Quality Act (CEQA), the proposed project is exempt from further environmental review and a Notice of Determination will be adopted in compliance with CEQA (Section 15162, Previously Adopted EIRS and Negative Declarations). Katie Le Comte, Assistant Planner City of Temecula, Main Conference Room 43200 Business Park Drive, Temecula, CA 92590 March 27, 2008 1:30 p.m. Any person may submit written comments to the Planning Director before the hearing or may appear and be heard in support of or opposition to the approval of the project at the time of hearing. H you challenge the project in court, you may be limited to raising only those Issues you or someone also raised at the public hearing described in this notice, or in written correspondence delivered to the Planning Director at, or prior to, the public hearing. The proposed project application may be viewed at the Temecula Planning Department, 43200 Business Park Drive, Monday through Friday from 8:00 a.m. until 5:00 p.m. Questions concerning the project may be addressed to the case planner at the City of Temecula Planning Department, (951) 694-6400. G:TlannftVW"AQMKRuby Tuesday'ss CUPXPJaming\NOPH-DH.dna Case No: Applicant Location: Proposal: Environmental Case Planner: 1 �i I Place of Hearing: Date of Hearing: Time of Hearing: Notice of Public Hearing A PUBLIC HEARING has been scheduled before the City of Temecula's DIRECTOR'S HEARING to consider the matter described below: Planning Application Nos. PA07-0123 and PA07-0124 Mr. Jeff Howie, representing RT Restaurants So Cal, LLC South of Overland Drive and West of Nicole Lane in the Creekside Centre shopping center A Development Plan to construct a 5,660 square foot commercial building (Ruby Tuesday Restaurant), and a Conditional Use Permit to authorize a Type- 47 (on -sale general) ABC license which would allow for the sale of beer, wine and distilled spirits for consumption on the premises. In accordance with the California Environmental Quality Act (CEQA), the proposed project is exempt from further environmental review and a Notice of Determination will be adopted in compliance with CEQA (Section 15162, Previously Adopted EIRS and Negative Declarations). Katie Le Comte, Assistant Planner City of Temecula, Main Conference Room 43200 Business Park Drive, Temecula, CA 92590 March 27, 2008 1:30 p.m. Any person may submit written comments to the Planning Director before the hearing or may appear and be heard in support of or opposition to the approval of the project at the time of hearing. H you challenge the project in court, you may be limited to raising only those Issues you or someone also raised at the public hearing described in this notice, or in written correspondence delivered to the Planning Director at, or prior to, the public hearing. The proposed project application may be viewed at the Temecula Planning Department, 43200 Business Park Drive, Monday through Friday from 8:00 a.m. until 5:00 p.m. Questions concerning the project may be addressed to the case planner at the City of Temecula Planning Department, (951) 694-6400. G:TlannftVW"AQMKRuby Tuesday'ss CUPXPJaming\NOPH-DH.dna ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center AL PA07-0123 Appendix B ' Vicinity Map, WQMP Site Plan, and Receiving Waters Map 1 a 1 ke 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 r Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 TEMECULA 15 t�• v Project Site IoM LANE VICINITY MAP I f 1 1 1 1 1 1 6 I II 1 1 1 r A Ati _ �� K&S ENGINEERING ROOF DRAIN OUTLET FD (LANDSCAPE AREA PER LD095-083GR) CITY OF TE Pinning Engineeilg Sumimg STORM DRAIN SIGNAGE OR STENCIL ® DECORATIVE WATER FEATURE SCALE: 1'=20' CATCH BASIN FILTER INSERT [E%) V j BUILDING FOOTPRINT � r'' PLAN 36e L4 IEVIA ED COPY'r9° Water }gr9 E A lISDUCSD COPY. GREASE INTERCEPTOR Qct FILTRATION CHAMBER - �' Pte' Acca2DDrcae .- (6N�6-5565 � p� 92108 s"I` `'m KATCHALL KLEERSTREAM' - - - (PER ARCHITECT PLAN) ( '� Ar >Lr cpnnprl ar nc rxa[cr. nc Eaxowxc Pwi AwL BE FLuoRm m pAFE MAIW WNItY LW1Ml S Y WtAAfD rpP 11E IPE p' II[ R'MEC!' 1. Sr.1pI1lAMN: Ill flM'IED Sp'ES AW OnEF 1t'QiAIFD AffAS 9IN1. BE EISF£CIFD P9(R p WIpIF 1 p' Gpl IF.AP AID MW WAW FARfMI ETfNrs (wa nun tl Yw) MD RFPApfD Alo Fw,wrto As xEEtm. 2 IWETR o.LL flNCIKE' p9LINP. RAWR p"AEB plp6. IXAIHMNMS "BUT Wll£r flNiFCIKN YE ER AID RThFFxS SW r M1EF pMYR ANB F EACH l AAV AND AFT R MAXR5 WAI BE N6M[nD PMCQ t) W m p' GCH IFAN NO AFTER n RAR BE b ux AS (YCM MAV Y Hp MPAF3 AND REFU04'YR .W41 REYARE AS NfIlCD ND Vww AND x VENAA n FIANE lW x lEASURPI AND ENE RESAVLL RAMWN. POsr- OFER1mm YANACfxEYr 1E.AESPE ARE FE R@VIE9 LW 111E AT THAT 11IMR N MANSpt W ERS SHMr Arts E nc Icw RIMERS AT ptAr nE VE Mtr OF RIF 91N1 ASAK FE4VIsfllln fpR 11E1R FE9£cnK KAIKKIs OF n<DEximMYi 1. OFftwDED MD YANrtNWCE MALL BE lfwls RY AN EIFWrtD MD FE(pA9 WNIIXYICF AOCEVOR. WrfAAnN CAMOVED AND REsIRCIMIs IIXdR$A pt AVOntlt IRA/AWAY AMROIfD Rr nC pm pFT4Flt MA i ASa1A1f3 Au AEslwnr B W RE Y.wiwFD PEn n2 SPAM WATER SEABOARDS WIDAL KAA>lALL kIELPSpE.WHYVnOV NAYIC AWCRC9AL MMAMN OENCC Y "n ((p 0, A/f+POLFD EWALJ ACCESS YN MM SEEPS Alp WLER 1) CONCnETE CHAMBER. BARLE WAILS AVD MADE WNGS MMUFACNRED BY RISEN RECAST FM N-20 LOALVNG. i' TO 6' CPN. 2) ANPMMMIAL EILMAnI BIO -RMV BY NAlCHAU MTRATCH SYSTEMS. J) MSTML.nW CONMRAMON SUMCT TO .ARROVAL BY KATCHML NLTRATW SYSTEMS PAM TO WM G FLAK APPROVAL FILTRATION CHAMBER ror ro sr.Ne n o.. Od OJ r �r- r 0 0 N rn N OD 3 z N Ln6 4 c ' LO 0 I 0 Q W . z / CD / co un 0 i 0 3 f— U W C� r) 3 d 4� 4 3 P�ro�-oia3 ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-012 rYS TISLjr ( J ,�'KRe 1n I Mur f I \ �° I l Sf al 4.I WK �•�r -�i I `i-� �� v 1 � � M p' 1 _ / d'�' r c �s"'1 1+ Oa � � � ",+ ✓ w�_ /� cd.,.•4, It - f`J� I /1 !'f�IS � 'J � r F 'rl �� /� �Y� � � �V'v am w I f( I\ /MOUNLIN I I I R, A ♦N j' 999...\ 1 J :C SOA[ M? _ RIV[N9 E CouNiv ♦ ua Y- 1 \ _ u" r �� I y. 1 A 'ca 'snr) oc_oun.v MII,,, [ .HtfA`eP cll! "may erw �. -uVA .-`` •`s'-"I"/rNo+-\ �mic4DD-�}+ry!--.�_r.t rprs—�.a I f i `k(11 (U Y_IpC , I w PROJECT SITE _ I u n,+ . rraD I 1 R. / , m: �(/�{� �) P CHANGA ) A ✓� 1" �i F41 L 1% / _ 1 R ,d). _can �W wJ� // ;116 B d l W"D P t ll �� i ( tlf JRa n �_ / / E VA�i1JN I �� 5 �I � 1F / - I •cam >I •ann/�/U-d'� -� -�. ��.rl 1�6A `./ �i1/ ipinG� orrMeusl; i Irl r+mow. rrew�`. o 1eYr` li tt} 1 / J "MidJf� P ia6L.HT0N j r e �L yELa�t I ail lop y .r _y5B 6 P N e,,.,i�, y ° I I� r ' `� viAr I. P.uA SG Y i \� J 1 �qp1 P A ON K JDA L , I be NDIAN\ f rf t lir rye 1/ 1`F I J_ Fi II le Mesa I Sr RESERVAIt10N eulni (;.� ♦s i, �f 211 ' an / x4 I p P�e1' I a+.,l \ �a /e ; s `Z al x GIM I L f 5 I? A U n l pMCP r 1 Im I11� ft r' WAV f MN 22i tt TJJ-YX�I an Mr AR.YFRr Rihcon Mtn 1 /p RIpC N h_ 2.1 /� /� ' PA L��Luc3 ° I ' 1 OCEAN Ai a* i S'x �;.;:. ��1 �*, } _ -"'I -114 OCEANSIDE - a%` 'A : �k iuta;t = "il ` (, • � � ...y ... �9 �e ] I � V.D. n'. dr �mL 4?es ' S .Lh Ocean i a VI° °R' I r 08ri N RECEIVING WATERS MAP ' WITHIN SANTA MARGARITA WATERSHED (HU 902.00) NO SCALE LEGEND ' HYDROLOGIC UNIT (HU) _— BOUNDARY HYDROLOGIC SUB AREA (HSA) 1 1 PROXIMITY WATERS IDENTIFICATION TABLE NO.0 NHD REACH CODE STREAM NAME 1 18070302 000102 MURRIETA CREEK 2 18070302 000128 WARM SPRINGS CREEK 3 18070302 000104 SANTA GERTRUDIS CREEK 4 18070302 000114 TUCOLOTA CREEK 5 18070302 000754 LONG CANYON CREEK 6 18070302 000704 LONG VALLEY CREEK 7 18070302 000028 TEMECULA CREEK 8 18070302 000166 PECHANGA CREEK BOUNDARY HSA NUMBER att RIVER/STREAM/CREEK DIRECTION OF FLOW Map excerpted from: State of California, Regional Water Quality Control Board, San Diego Region (9) San Diego Hydrologic Basin Planning Area Reach Codes from NHD Geodatabose and Stream Names from CA. Dept. Fish & Game IMAPS Viewer & EPA E . f W t * — PER FEMA PANEL 06074200058 nvlromapper or a er. Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center AL PA07-0123 Appendix C ' Supporting Detail Related to Hydraulic Conditions of Concern I I K&S ENGINEERING, INC. Planning Engineering Surveying PRELIMINARY -HYDROLOGY STUDY FOR RUBY TUESDAY Prepared January, 2008 Prepared For: RIT OF SOCAL 2400 East Arizona Baltmore Circle Phoenix, AZ, 85016-2196 NoFESS/Prepared by: sP4 S.8 l�2 & S ENGINEERING, INC. F No. 48592 �N i 7801 Mission Center Court, Exp. 6/30/08 amm Suite 100 * SAN DIEGO, CA 92108 KAMAL S. SWEIS M:.' JN 06-058 D TE 1 7801 Mission Ccntcr Cpa1'1, SWIG 100. San Diego, California 92108 . (619)296-5565 . Pox (619)296-55&1 I TABLE OF CONTENTS 1. Introduction 2. Vicinity and Location Maps 3. Methodology ' 4. Hydrology 5. Hydraulics 6. Conclusion ' TABLES 1. 2, 10, 100 -YEAR Storm event peak runoff summary APPENDIXES FbAppendix A: Rational Method Appendix A-1: Existing condition 2 -yr storm ' Appendix A -1a: Existing condition 10 -yr storm Appendix A -lb: Existing condition 100 -yr storm ' Appendix A -lc: Developed condition 2 -yr storm Appendix A-ld: Developed condition 10 -yr storm ' Appendix A -le: Developed condition 100 -yr storm Appendix B: UNIT HYDROGRAPH ANALYSIS ' Appendix C: Map Pockets: ' 1. Existing condition 2. Developed condition ' 3. References 1. INTRODUCTION The purpose of this report is to calculate the peak runoff rates during the 2, 10 and 100 year storm events that would flow through the subject property. There is no offsite runoff flows into the Project site. The proposed on-site storm drain will be collected using curb and gutters, inlets, downspout and discharged at a low point from which it enters Katchall Stormwater Filtration system units and located at the northwesterly corner of the property, and will be connected to the existing private 8 -inch PVC that currently serves the northwesterly side of the lot. At the same time, this private 8" PVC is connected to the existing public 18" RCP. The peak runoff rates will be calculated using the Rational Method outlined in the County of Riverside flood control Hydrology Manual, April 1978 edition and will be presented at the point of discharge shown on the hydrology map. The drainage study also analyzed the impacts of the adjacent pipes (the above mentioned private 8" PVC and 18" RCP) and downstream storm drain system. Based on the result of study, we conclude that the project run-off flow rate, and duration for the post development condition do not exceed the ultimate developed condition pipe design for 2, 10 and 100 - year designed drainage master study and the project does not affect the downstream drainage system or crate erosion. The proposed development will not alter the natural drainage path or divert any drainage from the current condition or drainage boundaries. Existing and developed condition hydrology map are presented in map pocket A and B respectively. The hydrology map depict hydrologic node numbers, drainage basin areas, major and minor drainage boundaries, land use boundaries, and classifications, storm drain facilities locations. Drainage basin boundary was determined from field reconnaissance and each major basin is represented on the maps drainage area number. LOCATION This report has been prepared as supporting calculations for the drainage design of Ruby Tuesday Building. The project site is bounded by north Overland Drive, south Parcel 3, TM 34387, west Panera Bread Building and west Creek Flood Control Channel, in the City of Temecula, County of Riverside, California. (See the Vicinity map attached). PRE—DEVELOP CONDITION The existing subject property has been graded to its approximate finish grade and compacted during development of the adjacent site and poorly natural ground covered. The drainage pattern of the existing site slops to the north westerly, and intercepted by existing earth channel to existing catch basin which ultimately connected to existing private 8 -inch PVC storm drain pipe. (See the existing hydrology map attached). POST -DEVELOP CONDITION Under developed condition the project consists of Ruby Tuesday Building, and parking lots. The proposed on-site storm drain will be collected using curb and gutters, inlets and discharged at a low point from which it enters Katchall Stormwater Filtration system units and downspout located at different corners of the property, and will be connected to the existing private 8 -inch PVC that currently serves the northwesterly side of the lot. At the same time, this private 8" PVC is connected to the existing public 18" RCP. I n ' 2. Vicinity and Location Maps FS 1 1 i ■ Mi i ■i i ■i i i 0 �a 15 Che�'eC Project Site OR OVERLAND DR. NICOLE LANE VICINITY MAP NOT TO SCALE i 3. METHODOLOGY ANALYTICAL METHOD Rational Method ' 3.1.1 Introduction The rational method was utilized to perform all hydrologic calculations with this study. The Civil ' design version of computer program for rational method was used to help automate the process. The "Civil -D" program allows the user to develop a node link model of the watershed. The nodes are placed as needed to depict the sub -basin topography, and are linked together to model connivance ' mechanisms and confluence points of the watershed. When using the rational drainage method some precautions should be considered. ' • In determining the C value (land use) for the drainage area, hydrologic analysis should take into account any changes in land use. • Since the rational method uses a composite C value for the entire drainage area, if the distribution of land uses within the drainage basin will affect the results of hydrologic analysis, then the basin should be divided into sub- drainage basins for analysis. ' • The graphs, and tables included in this section are given to assist the engineer in applying the rational method. The engineer should use good engineering judgment in applying these design aids and should make appropriate adjustments when specific site characteristics dictate these adjustments are appropriate. ' 3.2.2 Equation The rational formula estimates the peak rate of runoff at any location in a watershed as a function of ' the drainage area, runoff coefficient, and mean rainfall intensity for a duration equal to the time of concentration (the time required for water to flow from the most remote point of the basin to the location being analyzed). The rational formula is expressed as follows: ' Q = CIA ' Where: Q = maximum rate of runoff (cfs) C = runoff coefficient representing a ratio of runoff to rainfall I = average rainfall intensity for a duration equal to the tC (in./hr) ' A = drainage area contributing to the design location (acres) 3.3.3 Time of Concentration ' Use of the rational formula requires the time of concentration (tc) for each design point within the drainage basin. The duration of rainfall is then set equal to the time of concentration and is used to ' estimate the design average rainfall intensity (I). The time of concentration consists of an overland flow time to the point where the runoff enters a defined drainage feature (i.e., open channel) plus the time of flow in a closed conduit or open channel to the design point. For each drainage area, the distance is determined from the inlet to the most remote point in the tributary area. From a topographic map, the average slope is determined for the same distance. The runoff coefficient (C) is determined by the procedure described in a subsequent section of this manual. To obtain the total time of concentration, the pipe or open channel flow time must be calculated and added to the inlet time. After first determining the average flow velocity in the pipe or channel, the travel time is obtained by dividing velocity into the pipe or channel length. Velocity can be estimated by using the norm graph shown in Figure 2-2. Note that the time of concentration cannot be less than 5 minutes. Two common errors should be avoided when calculating time of concentration — t c. First, in some cases runoff from ' a portion of the drainage area which is highly impervious may result in a greater peak discharge than would occur if the entire area were considered. In these cases, adjustments can be made to the drainage area by disregarding those areas where flow time is too slow to add to the peak discharge. Second, ' when designing a drainage system, the overland flow path is not necessarily the same before and after development and grading operations have been completed. Selecting overland flow paths in excess of 100 feet in urban areas and 300 feet in rural areas should be done only after careful consideration. 3.4.4 Rainfall Intensity ' The rainfall intensity (I) is the average rainfall rate in inches/hour for duration equal to the time of concentration for a selected return period. Once a particular return period has been selected for design and a time of concentration calculated for the drainage area, the rainfall intensity can be determined from Rainfall -Intensity -Duration data. 3.4.5 Runoff Coefficient The runoff coefficient (C) is the variable of the rational method least susceptible to precise determination and requires judgment and understanding on the part of the design engineer. While engineering judgment will always be required in the selection of runoff coefficients, typical coefficients represent the integrated effects of many drainage basin parameters. ' 3.4.6 Composite Coefficients It is often desirable to develop a composite runoff coefficient based on the percentage of different types ' of surfaces in the drainage areas. Composites can be made with percentages of different land uses. In addition, more detailed composites can be made with coefficients for different surface types such as roofs, asphalt, and concrete streets, drives and walks. The composite procedure can be applied to an ' entire drainage area or to typical "sample" blocks, as a guide to the selection of reasonable values of the coefficient for an entire area. It should be remembered that the rational method assumes that all land uses within a drainage area are uniformly distributed throughout the area. If it is important to ' locate a specific land use within the drainage area then another hydrologic method should be used where hydrographs can be generated and routed through the drainage system light areas. ' 4. SCS Unit Hydrograph ' 4.1.1 Introduction The Soil Conservation Service (SCS) hydrologic method requires basic data similar to the rational ' method: drainage area, a runoff factor, time of concentration, and rainfall. The SCS approach, however, is more sophisticated in that it also considers the time distribution of the rainfall, the initial rainfall losses to interception and depression storage, and an infiltration rate that decreases during the course of a storm. Details of the methodology can be found in the SCS National Engineering 1 Handbook, Section 4. The SCS method includes the following basic steps: 1. Determination of curve numbers which represent different land uses within the drainage area. 2. Calculation of time of concentration to the study point. ' 3. Using the Type III rainfall distribution, total and excess rainfall amounts are determined. 4. Using the unit hydrograph approach, triangular and composite hydrographs are developed for the drainage area. 4.2.2 Equations and Concepts The following discussion outlines the equations and basic concepts used. Drainage Area — The drainage area of a watershed is determined from topographic maps and field ' Surveys. For large drainage areas it might be necessary to divide the area into sub -drainage areas. To account for major land use changes, obtain analysis results at different points within the drainage area, and route flows to points of interest. Rainfall — The SCS method applicable to Riverside County is based on a storm event which has a Type III time distribution. To use this distribution it is necessary for the user to obtain the 24-hour ' rainfall volume (24 hour rainfall volumes for Riverside County are given in hydrology design manual). Rainfall -Runoff Equation — A relationship between accumulated rainfall and accumulated runoff was derived by SCS from experimental plots for numerous soils and vegetative cover conditions. The following SCS runoff equation is used to estimate direct runoff from 24-hour or 1 -day storm rainfall. The equation is: Q = (P — 0.2S)2/ (P + 0.8S) Where: Q = accumulated direct runoff (in.) P = accumulated rainfall (potential maximum runoff) (in.) S = potential maximum soil retention (in.) ' S = (1000/CN) - 10 (CN = SCS curve number) 4.3.3 Runoff Factor The principal physical watershed characteristics affecting the relationship between rainfall and runoff ' are land use, land treatment, soil types, and land slope. The SCS method uses a combination of soil conditions and land -uses (ground cover) to assign a runoff factor to an area. These runoff factors, called runoff curve numbers (CN), indicate the runoff potential of an area. The higher the CN, the higher is the runoff potential. Soil properties influence the relationship between runoff and rainfall since soils have differing rates of infiltration. Based on infiltration rates, the Soil Conservation Service (SCS) has divided soils into four hydrologic soil groups. 11 ' Group A Soils having a low runoff potential due to high infiltration rates. These soils consist primarily of deep, well -drained sands and gravels. Group B Soils having a moderately low runoff potential due to moderate infiltration rates. These soils consist primarily of moderately deep to deep, moderately well to well drained soils with moderately fine to ' moderately coarse textures. Group C ' Soils having a moderately high runoff potential due to slow infiltration rates. These soils consist primarily of soils in which a layer exists near the surface that impedes the downward movement of water or soils with moderately fine to fine texture. Group D Soils having a high runoff potential due to very slow infiltration rates. These soils Consist primarily of clays with high swelling potential, soils with permanently high Water tables, soils with a clay pan or clay layer at or near the surface, and shallow Soils over nearly impervious parent material. A list of soils for Riverside County and their hydrologic classification is presented in hydrology design manual. Soil Survey maps can be obtained from local SCS (NRCS) office. Reface and subsurface soils, appropriate changes should be made in the soil group selected. Also runoff curve numbers vary with ' the antecedent soil moisture conditions, Average antecedent soil moisture conditions (AMC II) are recommended for all hydrologic analysis. 5. HYDROLOGY ' HYDROLOGIC METHODOLOGIES The methodology included the use of an s -curve, converting the s -curve to a unit hydrograph, applying precipitation data to the unit hydrograph and creating a sub -watershed runoff hydrograph, then combining the sub -watershed runoff hydrographs to route the sub -watershed flows through the project site. 6. CONCLUSION ' The proposed on-site storm drain will be collected using curb and gutters, inlets and discharged at a ' low point from which it enters Katchall Stormwater Filtration system units, and will be connected to the existing private 8 -inch PVC that currently serves the northwesterly side of the lot. At the same time, this private 8" PVC is connected to the existing public 18" RCP. ' The peak runoff rates will be calculated using the Rational Method outlined in the County of Riverside flood control Hydrology Manual, April 1978 edition and will be presented at the point of discharge ' shown on the hydrology map. The drainage study also analyzed the impacts of the adjacent pipes (the above mentioned private 8" PVC and 18" RCP) and downstream storm drain system. Based on the result of study, we conclude that the project run-off flow rate, for the post development condition do not exceed the ultimate developed condition pipe design for 2, 10 and 50 -year designed drainage master study and the increase in volume would have a negligible effect on the hydraulics and hydrology functions of the existing downstream drainage system, or crate erosion. The proposed ' development will not alter the natural drainage path or divert any drainage from the current condition or drainage boundaries. Existing and developed condition hydrology map are presented in map pocket A and B respectively. The hydrology map depict hydrologic node numbers, drainage basin areas, and major and minor drainage boundaries, land use boundaries, and classifications, storm drain facilities locations. Drainage basin boundary was determined from field reconnaissance and each major basin is represented on the ' maps drainage area number. SUMMARY OF RATIONAL HYDROLOGY UNDEVELOPED CONDITION ' Storm frequency 10 Area in acre '•a <A� �� ,55 DEVELOPED =` �u UNDEVELOPED azxra 2 -YEAR 1.02CFS 0.57CFS 10 -YEAR 1.56CFS 0.94CFS 100 -YEAR 2.33 -CFS 1.47CFS 1 Appendix A: Rational Method Appendix A-1: Existing condition 2 -yr storm Appendix A -la: Existing condition 10 -yr storm Appendix A -lb: Existing condition 100 -yr storm Appendix A -lc: Developed condition 2 -yr storm Appendix A -1d: Developed condition 10 -yr storm Appendix A -le: Developed condition 100 -yr storm F 1 1 1 1 Appendix C: Exhibits: 1 Hydrology map existing condition Hydrology map developed condition References 1 1 1 1 1 1 LJ I h 1 1 1 Appendix A: Rational Method ' Appendix A-1: Existing condition 2 -yr storm Appendix A -la: Existing condition 10 -yr storm ' Appendix A -lb: Existing condition 100 -yr storm Appendix A -lc: Developed condition 2 -yr storm Appendix A -1d: Developed condition 10 -yr storm Appendix A -le: Developed condition 100 -yr storm 1 1 1 F- L Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 09/18/07 File:hy.out ----------------------------------------- ----------- UNDEVELOPED CONDITION ' 2 -YEAR STORM EVENT HYDROLOGY STUDY 09/18/07 BY T.M. ------------------------------------------------------------------ Hydrology Study Control Information ********** English (in -lb) Units used in input data file --------------------------------------------- ------- ' Program License Serial Number 4035 --------------------------------------- ------------------ 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 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** 1 Initial area flow distance = 196.930(Ft.) Top (of initial area) elevation = 75.600(Ft.) Bottom (of initial area) elevation = 72.530(Ft.) I Difference in elevation = 3.070(Ft.) Slope = 0.01559 s(percent)= 1.56 TC = k(0.530)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 10.079 min. Rainfall intensity = 1.564(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea ' Runoff Coefficient = 0.693 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 t Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 ' Initial subarea runoff = 0.130(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction = 1.000 Process from Point/Station 4.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 72.530(Ft.) Downstream point elevation = 72.000(Ft.) Channel length thru subarea = 49.440(Ft.) Channel base width = 0.000(Ft.) . Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.145(CFS) ' Manning's 'N' = 0.015 - Maximum depth of channel 0.200(Ft.) Flow(q) thru subarea = 0.145(CFS) Depth of flow = 0.048(Ft.), Average velocity = 0.849(Ft/s) Channel flow top width = 7.148(Ft.) Flow Velocity = 0.85(Ft/s) Travel time = 0.97 min. Time of concentration = 11.05 min. Sub -Channel No. 1 Critical depth = 0.047(Ft.) 'I ICritical flow top width = 7.068(Ft.) 'I Critical flow velocity= 0.869(Ft/s) ' Critical flow area = 0.167(Sq.Ft) ' Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.684 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 ' Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.487(In/Hr) for a 2.0 year storm Subarea runoff = 0.027(CFS) for 0.027(Ac.) Total runoff = 0.157(CFS) Total area = 0.147(Ac.) 1 Depth of flow = 0.049(Ft.), Average velocity = 0.868(Ft/s) Sub-Channel No. 1 Critical depth = 0.049(Ft.) Critical flow top width = 7.324(Ft.) ' Critical flow velocity= 0.881(Ft/s) Critical flow area = 0.179(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.147(Ac.) ' Runoff from this stream = 0.157(CFS) Time of concentration = 11.05 min. Rainfall intensity = 1.487(In/Hr) ' Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Ll Initial area flow distance = 50.070(Ft.) Top (of initial area) elevation = 73.010(Ft.) Bottom (of initial area) elevation = 72.810(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00399 s(percent)= 0.40 TC = k(0.530)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 7.653 min. Rainfall intensity = 1.820(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.716 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.039(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 72.810(Ft.) Downstream point elevation = 72.000(Ft.) lJ Channel length thru subarea = 125.050(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.274(CFS) Mannings 'N' = 0.015 ' Maximum depth of channel = 0.200(Ft.) Flow(q) thru subarea = 0.274(CFS) Depth of flow = 0.067(Ft.), Average velocity = 0.824(Ft/s) 1 Channel flow top width = 9.977(Ft.) Flow Velocity = 0.82(Ft/s) Travel time = 2.53 min. Time of concentration = 10.18 min. ' Sub -Channel No. 1 Critical depth = 0.061(Ft.) ' Critical flow top width = 9.082(Ft.) ' Critical flow velocity= 0.995(Ft/s) I Critical flow area = 0.275(Sq.Ft) Adding area flow to channel ' UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.692 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = O.S00 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.556(In/Hr) for a 2.0 year storm Subarea runoff = 0.387(CFS) for 0.360(Ac.) Total runoff = 0.426(CFS) Total area = 0.390(Ac.) ' Depth of flow = 0.079(Ft.), Average velocity = 0.921(Ft/s) Sub -Channel No. 1 Critical depth = 0.072(Ft.) ' Critical flow top width = 10.840(Ft.) ' 1 1 Critical flow velocity= 1.089(Ft/s) ' Critical flow area = 0.392(Sq.Ft) ' Process from Point/Station 2.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.390(Ac.) Runoff from this stream = 0.426(CFS) ' Time of concentration = 10.18 min. Rainfall intensity = 1.556(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 I 1 0.157 11.05 1.467 2 0.426 10.18 1.556 Largest stream flow has longer or shorter time of concentration QP = 0.426 + sum of Qa Tb/Ta 0.157 * 0.921 = 0.145 1 Qp = 0.572 Total of 2 streams to confluence: 1 Flow rates before confluence point: 0.157 0.426 Area of streams before confluence: 0.147 0.390 1 Results of confluence: Total flow rate = 0.572(CFS) Time o€ concentration = 10.181 min. Effective stream area after confluence = 0.537(Ac.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 ++++ Process from Point/Station 20.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 1 Upstream point/station elevation = 68.000(Ft.) Downstream point/station elevation = 57.080(Ft.) Pipe length = 193.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.572(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.572(CFS) 1 Normal flow depth in pipe = 2.42(In.) Flow top width inside pipe = 7.35(In.) Critical Depth = 4.26(In.) Pipe flow velocity = 6.41(Ft/s) 1 Travel time through pipe = 0.50 min. Time of concentration (TC) = 10.68 min. End of computations, total study area = 0.54 (Ac.) 1 The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 1 Area averaged RI index number = 87.5 1 I 1 ke 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** 1 Initial area flow distance = 196.930(Ft.) Top (of initial area) elevation = 75.600(Ft.) Bottom (of initial area) elevation = 72.530(Ft.) .1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 09/18/07 File:hy.out 1 ---------------------------------------- ------------ UNDEVELOPED CONDITION ' 10 -YEAR STORM EVENT HYDROLOGY STUDY 09/18/07 BY T.M. ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ ' Program License Serial Number 4035 -------- -------------- --------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 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 = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** 1 Initial area flow distance = 196.930(Ft.) Top (of initial area) elevation = 75.600(Ft.) Bottom (of initial area) elevation = 72.530(Ft.) .1 Difference in elevation = 3.070(Ft.) Slope = 0.01559 s(percent)= 1.56 TC = k(0.530)*[(lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 10.079 min. Rainfall intensity = 2.347(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 ' Initial subarea runoff = 0.211(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction = 1.000 ' Process from Point/Station 4.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' upstream point elevation = 72.530(Ft.) Downstream point elevation = 72.000(Ft.) Channel length thru subarea = 49.440(Ft.) . Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.235(CFS) Manning's 'N' = 0.015 _ Maximum depth of channel 0.200(Ft.) Flow(q) thru subarea = 0.235(CFS) Depth of flow = 0.057(Ft.), Average velocity = 0.959(Ft/s) Channel flow top width = 8.576(Ft.) Flow Velocity = 0.96(Ft/s) Travel time = 0.86 min. ' Time of concentration = 10.94 min. Sub-Channel No. 1 Critical depth = 0.057(Ft.) ' ' ' Critical flow top width = 8.569(Ft.) Critical flow velocity= 0.961(Ft/s) ' ' Critical flow area = 0.245(Sq.Ft) ' Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.745 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 ' Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.244(In/Hr) for a 10.0 year storm Subarea runoff = 0.045(CFS) for 0.027(Ac.) Total runoff = 0.256(CFS) Total area = 0.147(Ac.) 1 E 11 r 1 Depth of flow = 0.059(Ft.), Average velocity = 0.980(Ft/s) Sub -Channel No. 1 Critical depth = 0.059(Ft.) ' Critical flow top width = 8.862(Ft Critical flow velocity= 0.980(Ft/s) Critical flow area = 0.262(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.147(Ac.) Runoff from this stream = 0.256(CFS) Time of concentration = 10.94 min. Rainfall intensity = 2.244(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 50.070(Ft.) Top (of initial area) elevation = 73.010(Ft.) Bottom (of initial area) elevation = 72.810(Ft. Difference in elevation = 0.200(Ft.) Slope = 0.00399 s(percent)= 0.40 TC = k(0.530)*[(length"3)/(elevation change) ]A0.2 Initial area time of concentration = 7.653 min. Rainfall intensity = 2.731(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.768 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.063(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 72.810(Ft.) Downstream point elevation = 72.000(Ft.) I Channel length thru subarea = 125.050(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.412(CFS) Manning's 'N' = 0.015 ' Maximum depth of channel = 0.200(Ft.) Flow(q) thru subarea = 0.412(CFS) Depth of flow = 0.078(Ft.), Average velocity = 0.913(Ft/s) Channel flow top width = 11.635(Ft.) ' Flow Velocity-= 0.91(Ft/s) Travel time 2.28 min. Time of concentration = 9.93 min. ' Sub -Channel No. 1 Critical depth = 0.071(Ft.) ' Critical flow top width = 10.693(Ft.) ' Critical flow velocity= 1.081(Ft/s) ' ' ' Critical flow area = 0.381(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.751 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 . Rainfall intensity = 2.366(In/Hr) for a 10.0 year storm Subarea runoff = 0.640(CFS) for 0.360(Ac.) Total runoff = 0.703(CFS) Total area = 0.390(Ac.) Depth of flow = 0.095(Ft.), Average velocity = 1.044(Ft/s) Sub -Channel No. 1 Critical depth = 0.089(Ft.) Critical flow top width = 13.330(Ft.) ' Critical flow velocity= 1.187(Ft/s) Critical flow area = 0.592(Sq.Ft) 1 11 Process from Point/Station 2.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.390(Ac.) Runoff from this stream = 0.703(CFS) Time of concentration = 9.93 min. Rainfall intensity = 2.366(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 11 A 1 1 0.256 10.94 2 0.703 9.93 Largest stream flow has longer or Qp = 0.703 + sum of Qa Tb/Ta 0.256 * 0.908 = 0 Qp = 0.936 2.244 2.366 shorter time 233 Total of 2 streams to confluence: Flow rates before confluence point: 0.256 0.703 Area of streams before confluence: 0.147 0.390 Results of confluence: Total flow rate = 0.936(CFS) Time of concentration = 9.934 min. Effective stream area after confluence = of concentration 0.537(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 68.000(Ft.) Downstream point/station elevation = 57.080(Ft.) Pipe length = 193.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.936(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.936(CFS) Normal flow depth in pipe = 3.14(In.) Flow top width inside pipe = 7.81(In.) Critical Depth = 5.51(In.) Pipe flow velocity = 7.35(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 10.37 min. End of computations, total study area = 0.54 (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 = 87.5 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 09/18/07 File:hy.out ------------------------------------------------------------------ UNDEVELOPED CONDITION 100 -YEAR STORM EVENT HYDROLOGY STUDY 09/18/07 BY T.M. ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 4035 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 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 = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 196.930(Ft.) Top (of initial area) elevation = 75.600(Ft.) Bottom (of initial area) elevation = 72.530(Ft.) I Difference in elevation = 3.070(Ft.) Slope = 0.01559 s(percent)= 1.56 TC = k(0.530)*[(lengthA 3)/(elevation change)]"0.2 Initial area time of concentration = 10.079 min. Rainfall intensity = 3.468(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea ' Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 ' Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.330(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction = 1.000 Process from Point/Station 4.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 72.530(Ft.) Downstream point elevation = 72.000(Ft.) Channel length thru subarea = 49.440(Ft.) Channel base width = 0.000(Ft.) . Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.367(CFS) ' Manning's 'N' = 0.015 - Maximum depth of channel 0.200(Ft.) Flow(q) thru subarea = 0.367(CFS) Depth of flow = 0.068(Ft.), Average velocity = 1.072(Ft/s) Channel flow top width = 10.136(Ft.) Flow Velocity = 1.07(Ft/s) Travel time = 0.77 min. ' Time of concentration = 10.85 min. Sub -Channel No. 1 Critical depth = 0.068(Ft.) 'I I Critical flow top width = 10.254(Ft.) ' 1 Critical flow velocity= 1.047(Ft/s) ' Critical flow area = 0.350(Sq.Ft) ' Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.789 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 ' Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.330(In/Hr) for a 100.0 year storm Subarea runoff = 0.071(CFS) for 0.027(Ac.) Total runoff = 0.401(CFS) Total area = 0.147(Ac.) I 1 1 1 1 11 1 1 Depth of flow = 0.070(Ft.), Average velocity = 1.096(Ft/s) Sub -Channel No. 1 Critical depth = 0.071(Ft.) ' Critical flow top width = 10.620(Ft.) Critical flow velocity= 1.066(Ft/s) ' Critical flow area = 0.376(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.147(Ac.) Runoff from this stream = 0.401(CFS) Time of concentration = 10.85 min. Rainfall intensity = 3.330(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 50.070(Ft.) Top (of initial area) elevation = 73.010(Ft.) Bottom (of initial area) elevation = 72.810(Ft.) Difference in elevation = 0.200(Ft.) Slope = 0.00399 s(percent)= 0.40 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.653 min. Rainfall intensity = 4.035(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.806 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.098(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 72.810(Ft.) Downstream point elevation = 72.000(Ft.) Channel length thru subarea = 125.050(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 0.644(CFS) Manning's 'N' = 0.015 ' Maximum depth of channel = 0.200(Ft.) Flow(q) thru subarea = 0.644(CFS) Depth of flow = 0.092(Ft.), Average velocity = 1.021(Ft/s) Channel flow top width = 13.757(Ft.) Flow Velocity = 1.02(Ft/s) Travel time = 2.04 min. Time of concentration = 9.69 min. Sub -Channel No. 1 Critical depth = 0.085(Ft.) ' ' I Critical flow top width = 12.817(Ft.) ' ' Critical flow velocity= 1.177(Ft/s) 'I Critical flow area = 0.548(Sq.Ft) Adding area flow to channel ' UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 1) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.543(In/Hr) for a 100.0 year storm Subarea runoff = 1.014(CFS) for 0.360(Ac.) Total runoff = 1.111(CFS) Total area = 0.390(Ac.) Depth of flow = 0.113(Ft.), Average velocity = 1.171(Ft/s) Sub -Channel No. 1 Critical depth = 0.106(Ft.) ' Critical flow top width = 15.967(Ft.) ' Critical flow velocity= 1.308(Ft/s) ' Critical flow area = 0.850(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 2.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.390(Ac.) Runoff from this stream = 1.111(CFS) t Time of concentration = 9.69 min. Rainfall intensity = 3.543(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.401 10.85 3.330 2 1.111 9.69 3.543 Largest stream flow has longer or shorter time of concentration Qp = 1.111 + sum of Qa Tb/Ta 0.401 * 0.894 = 0.358 ' Qp = 1.470 Total of 2 streams to confluence: ' Flow rates before confluence point: 0.401 1.111 Area of streams before confluence: 0.147 0.390 ' Results of confluence: Total flow rate = 1.470(CFS) Time of concentration = 9.693 min. Effective stream area after confluence = 0.537(Ac.) ra 1 11 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 68.000(Ft.) Downstream point/station elevation = 57.080(Ft.) Pipe length = 193.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.470(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.470(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = 8.00(In.) Critical Depth = 6.81(In.) Pipe flow velocity = 8.27(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 10.08 min. End of computations, total study area = 0.54 (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 = 87.5 11 1 [1 Fa Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 01/03/08 File:vv.out ------------------------------------------------------------------ DEVELOPED CONDITION HYDROLOGY STUDY FOR 2 -YEAR STORM EVENT 01/03/08 BY T. M. ----------------------- — ------------------- — ------- — ----------- ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 4035 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.670(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.290(Ft.) Difference in elevation = 0.260(Ft.) Slope = 0.00429 s(percent)= 0.43 TC = k(0.300)*L(length�3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. ' Rainfall intensity = 2.300(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.051(CFS) Total initial stream area = 0.025(Ac.) Pervious area fraction = 0.100 COMMERCIAL subarea type Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 73.040(Ft.) Downstream point/station elevation = 72.750(Ft.) A = Pipe length = 34.93(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.051(CFS) Decimal fraction soil group Nearest computed pipe diameter = 3.00(In.) 0.000 Calculated individual pipe flow = 0.051(CFS) ' Normal flow depth in pipe = 1.72(In.) C = Flow top width inside pipe = 2.97(In.) Critical Depth = 1.63(In.) Decimal fraction soil group Pipe flow velocity = 1.73(Ft/s) 1.000 Travel time through pipe = 0.34 min. Time of concentration (TC) = 5.34 min. 75.00 ' Pervious area fraction = 0.100; Impervious Process from Point/Station 13.000 to Point/Station 14.000 ' **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.34 min. Rainfall intensity = 2.219(In/Hr) for a 2.0 year storm Subarea runoff = 0.018(CFS) for 0.009(Ac.) I I Total runoff = 0.069(CFS) Total area = 0.034(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.750(Ft.) Downstream point/station elevation = 72.160(Ft.) Pipe length = 53.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.069(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.069(CFS) Normal flow depth in pipe = 1.90(In.) Flow top width inside pipe = 2.89(In.) Critical Depth = 1.90(In.) Pipe flow velocity = 2.07(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 5.77 min. ' Upstream point/station elevation = 72.160(Ft.) Downstream point/station elevation = 72.020(Ft.) Pipe length = 27.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.102(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.102(CFS) Normal flow depth in pipe = 2.07(In.) Flow top width inside pipe = 5.70(In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.77 min. ' Rainfall intensity = 2.127(In/Hr) for a 2.0 year storm Subarea runoff = 0.034(CFS) for 0.018(Ac.) Total runoff = 0.102(CFS) Total area = 0.052(Ac.) Process from Point/Station 15.000 to Point/Station 16.000 ' **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.160(Ft.) Downstream point/station elevation = 72.020(Ft.) Pipe length = 27.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.102(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.102(CFS) Normal flow depth in pipe = 2.07(In.) Flow top width inside pipe = 5.70(In.) r� 1 Critical Depth = 1.90(In.) Pipe flow velocity = 1.70(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 6.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION **** J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.020(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 7.93(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.132(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.132(CFS) Normal flow depth in pipe = 2.37(ln.) Flow top width inside pipe = 5.87(In.) Critical Depth = 2.16(In.) Pipe flow velocity = 1.82(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.068(Ac.) Runoff from this stream = 0.132(CFS) Time of concentration = 6.11 min. Rainfall intensity = 2.060(In/Hr) COMMERCIAL subarea type ' Runoff Coefficient = Decimal fraction soil 0.884 group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.04 min. ' Rainfall intensity = 2.074(In/Hr) for a 2.0 year storm Subarea runoff = 0.029(CFS) for 0.016(Ac.) Total runoff = 0.132(CFS) Total area = 0.068(Ac J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.020(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 7.93(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.132(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.132(CFS) Normal flow depth in pipe = 2.37(ln.) Flow top width inside pipe = 5.87(In.) Critical Depth = 2.16(In.) Pipe flow velocity = 1.82(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.068(Ac.) Runoff from this stream = 0.132(CFS) Time of concentration = 6.11 min. Rainfall intensity = 2.060(In/Hr) I [1 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 30.350(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.000(Ft.) Difference in elevation = 0.550(Ft.) Slope = 0.01812 s(percent)= 1.81 TC = k(0.300)*[(lengthA3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 2.300(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.012(CFS) Total initial stream area = 0.006(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.00 min. Rainfall intensity = 2.300(In/Hr) for a 2.0 year storm Subarea runoff = 0.128(CFS) for 0.063(Ac.) Total runoff = 0.141(CFS) Total area = 0.069(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.100(Ft.) Downstream point/station elevation = 72.960(Ft.) Pipe length = 30.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.141(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.141(CFS) ' Normal flow depth in pipe = 2.54(In.) Flow top width inside pipe = 5.93(In.) Critical Depth = 2.24(In.) Pipe flow velocity = 1.78(Ft/s) ' Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.29 min. Process from Point/Station 1.200 to Point/Station 20.000 ' **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.29 min. Rainfall intensity = 2.230(In/Hr) for a 2.0 year storm Subarea runoff = 0.093(CFS) for 0.047(Ac.) ' Total runoff = 0.233(CFS) Total area = 0.116(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 ++++ Process from Point/Station 1.200 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.885 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.29 min. Rainfall intensity = 2.230(In/Hr) for a 2.0 year storm Subarea runoff = 0.012(CFS) for 0.006(Ac.) Total runoff = 0.245(CFS) Total area = 0.122(Ac.) ++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.960(Ft.) Downstream point/station elevation = 72.800(Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.245(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.245(CFS) Normal flow depth in pipe = 3.42(In.) ' Flow top width inside pipe = 5.94(In.) Critical Depth = 2.99(In.) Pipe flow velocity = 2.11(Ft/s) ' Travel time through pipe = 0.26 min. Time of concentration (TC) = 5.54 min. ++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Time of concentration = 5.54 min. Rainfall intensity = 2.173(In/Hr) for a 2.0 year storm Subarea runoff = 0.063(CFS) for 0.033(Ac.) Total runoff = 0.309(CFS) Total area = 0.155(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.54 min. Rainfall intensity = 2.173(In/Hr) for a 2.0 year storm ' Subarea runoff = 0.006(CFS) for 0.003(Ac.) Total runoff = 0.314(CFS) Total area = 0.158(Ac.) 11 I 0 I I he ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.800(Ft.) Downstream point/station elevation = 72.700(Ft.) Pipe length = 20.84(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.314(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.314(CFS) Normal flow depth in pipe = 4.10(In.) Flow top width inside pipe = 5.58(In.) Critical Depth = 3.41(In.) Pipe flow velocity = ' 2.20(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.70 min. Rainfall intensity = 2.140(In/Hr) for a 2.0 year storm Subarea runoff = 0.006(CFS) for 0.003(Ac.) Total runoff = 0.320(CFS) Total area = 0.161(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.700(Ft.) Downstream point/station elevation = 72.100(Ft.) Pipe length = 60.27(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.320(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.320(CFS) Normal flow depth in pipe = 3.25(In.) Flow top width inside pipe = 5.98(In.) Critical Depth = 3.44(In.) Pipe flow velocity = 2.94(Ft/s) Travel time through pipe = 0.34 min. I Time of concentration (TC) = 6.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 ' **** SUBAREA FLOW ADDITION **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ COMMERCIAL subarea type Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated ' Runoff Coefficient = 0.884 Upstream point/station elevation = 72.100(Ft.) Downstream point/station elevation = 71.980(Ft.) Decimal fraction soil group A = 0.000 No. of pipes = 1 Required pipe flow = 0.349(CFS) Decimal fraction soil group B = 0.000 Calculated individual pipe flow = 0.349(CFS) ' Decimal fraction soil Decimal fraction soil group group C = D = 0.000 1.000 Flow top width inside pipe = 5.95(In.) RI index for soil(AMC 2) = 75.00 Pipe flow velocity = 3.05(Ft/s) Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.04 min. ' Rainfall intensity = 2.073(In/Hr) for a 2.0 year storm Subarea runoff = 0.029(CFS) for 0.016(Ac.) Total runoff = 0.349(CFS) Total area = 0.177(Ac 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 18.000 ' **** CONFLUENCE OF MINOR STREAMS ***- II 1 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.177(Ac.) Runoff from this stream = 0.349(CFS) Time of concentration = 6.11 min. Rainfall intensity = 2.061(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Process from Point/Station 23.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.100(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 11.67(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 0.349(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.349(CFS) Normal flow depth in pipe = 3.40(In.) ' Flow top width inside pipe = 5.95(In.) Critical Depth = 3.60(In.) - Pipe flow velocity = 3.05(Ft/s) ' Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.11 min. Process from Point/Station 23.000 to Point/Station 18.000 ' **** CONFLUENCE OF MINOR STREAMS ***- II 1 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.177(Ac.) Runoff from this stream = 0.349(CFS) Time of concentration = 6.11 min. Rainfall intensity = 2.061(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity I I� J 1 No. (CFS) (min) 1 0.132 6.11 2 0.349 6.11 Largest stream flow has longer or Qp = 0.349 + sum of Qa Tb/Ta 0.132 * 1.000 = 0 QP = 0.481 (In/Hr) 2.060 2.061 shorter time 132 Total of 2 streams to confluence: Flow rates before confluence point: 0.132 0.349 Area of streams before confluence: 0.068 0.177 Results of confluence: Total flow rate = 0.481(CFS) Time of concentration = 6.107 min. Effective stream area after confluence = of concentration 0.245(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.980(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 62.26(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow 0.481(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.481(CFS) Normal flow depth in pipe = 4.03(In.) Flow top width inside pipe = 8.95(In.) Critical Depth = 3.75•(In.) Pipe flow velocity = 2.51(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) _ 1 6.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 0.245(Ac.) Runoff from this stream = 0.481(CFS) Time of concentration = 6.52 min. Rainfall intensity = 1.988(In/Hr) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 P Process from Point/Station 2.200 to Point/Station 1.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 24.040(Ft.) .� Upstream point/station elevation = 73.080(Ft.) Downstream point/station elevation = 72.790(Ft.) ' Pipe length = 20.85(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.022(CFS) Nearest computed pipe diameter = 3.00(In.) ' Calculated individual pipe flow = 0.022(CFS) Normal flow depth in pipe = 0.97(In.) Flow top width inside pipe = 2.80(In.) Critical Depth = 1.06(In.) ' Pipe flow velocity = 1.71(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.20 min. ' Process from Point/Station 1.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 1 Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 74.330(Ft.) Difference in elevation = 0.620(Ft.) Slope = 0.02579 s(percent)= 2.58 TC = k(0.300)*((length"3)/(elevation change)]'0.2 ' Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. ' Rainfall intensity = 2.300(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.022(CFS) Total initial stream area = 0.011(Ac.) ' Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ r Process from Point/Station 1.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** .� Upstream point/station elevation = 73.080(Ft.) Downstream point/station elevation = 72.790(Ft.) ' Pipe length = 20.85(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.022(CFS) Nearest computed pipe diameter = 3.00(In.) ' Calculated individual pipe flow = 0.022(CFS) Normal flow depth in pipe = 0.97(In.) Flow top width inside pipe = 2.80(In.) Critical Depth = 1.06(In.) ' Pipe flow velocity = 1.71(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.20 min. ' Process from Point/Station 1.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 1 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.20 min. Rainfall intensity = 2.250(In/Hr) for a 2.0 year storm ' Subarea runoff = 0.012(CFS) for 0.006(Ac.) Total runoff = 0.034(CFS) Total area = 0.017(Ac.) Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.790(Ft.) ' Downstream point/station elevation = 72.740(Ft.) Pipe length = 18.17(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.034(CFS) Nearest computed pipe diameter = 3.00(In.) ' Calculated individual pipe flow = 0.034(CFS) Normal flow depth in pipe = 1.95(In.) Flow top width inside pipe = 2.86(In.) Critical Depth = 1.32(In.) Pipe flow velocity = 1.04(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.49 min. 1 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious Time of concentration = 5.49 min. fraction = 0.900 Rainfall intensity = 2.184(In/Hr) for a 2.0 year storm Subarea runoff = 0.008(CFS) for 0.004(Ac.) Total runoff = 0.042(CFS) Total area = 0.021(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.49 min. Rainfall intensity = 2.184(In/14r) for a 2.0 year storm Subarea runoff = 0.139(CFS) for 0.072(Ac.) ' Total runoff = 0.181(CFS) Total area = 0.093(Ac [l .16 Process from Point/Station 3.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.740(Ft.) Downstream point/station elevation = 72.130(Ft.) Pipe length = 18.78(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.181(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.181(CFS) Normal flow depth in pipe 1.72(In.) Flow top width inside pipe 5.42(In.) Critical Depth = 2.55(In.) Pipe flow velocity = 3.89(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 5.58 min. Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I Process from Point/Station 3.000 to Point/Station 5.000 ' **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.58 min. Rainfall intensity = 2.167(In/Hr) for a 2.0 year storm ' Subarea runoff = 0.010(CFS) Total runoff = 0.191(CFS) for 0.005(Ac.) Total area = 0.098(Ac.) Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 72.130(Ft.) Downstream point/station elevation = 71.900(Ft.) Pipe length = 24.53(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.191(CFS) ' Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.191(CFS) Normal flow depth in pipe = 2.45(In.) Flow top width inside pipe = 5.90(In.) ' Critical Depth = 2.62(In.) Pipe flow velocity = 2.52(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** ' 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.74 min. 1 Rainfall intensity = 2.133(In/Hr) for a 2.0 year storm Subarea runoff = 0.009(CFS) for 0.005(Ac.) Total runoff = 0.200(CFS) Total area = 0.103(Ac.) Process from Point/Station 6.000 to Point/Station 7.000 ' **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.900(Ft.) Downstream point/station elevation = 71.760(Ft.) Pipe length = 27.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.200(CFS) ' Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.200(CFS) Normal flow depth in pipe = 3.00(In.) Flow top width inside pipe = 6.00(In.) Critical Depth = 2.69(In.) Pipe flow velocity = 2.04(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.96 min. 11 I 1 1 1 11 1 ++++ Process from Point/Station 6.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.96 min. Rainfall intensity = 2.088(In/Hr) for a 2.0 year storm Subarea runoff = 0.129(CFS) for 0.070(Ac.) Total runoff = 0.329(CFS) Total area = 0.173(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1 Upstream point/station elevation = 71.760(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 17.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.329(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.329(CFS) 1 Normal flow depth in pipe = 4.13(In.) Flow top width inside pipe = 5.56(In.) Critical Depth = 3.49(In.) Pipe flow velocity = 2.29(Ft/s) 1 Travel time through pipe = 0.13 min. Time of concentration (TC) = 6.09 min. Process from Point/Station 7.000 to Point/Station 8.000 ' **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 ' Stream flow area = 0.173(Ac.) Runoff from this stream = 0.329(CFS) Time of concentration = 6.09 min. 1 Rainfall intensity = 2.064(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.481 6.52 1.988 1 2 0.329 6.09 2.064 Largest stream flow has longer time of concentration Qp = 0.481 + sum of Qb Ia/Ib 0.329 * 0.963 = 0.317 Qp = 0.798 Total of 2 streams to confluence: Flow rates before confluence point: 0.481 0.329 Area of streams before confluence: 0.245 0.173 Results of confluence: Total flow rate = 0.798(CFS) Time of concentration = 6.520 min. Effective stream area after confluence = 0.418(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.670(Ft.) Downstream point/station elevation = 71.570(Ft.) Pipe length = 19.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.798(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.798(CFS) Normal flow depth in pipe = 5.37(In.) Flow top width inside pipe = 8.83(In.) Critical Depth = 4.89(In.) Pipe flow velocity = 2.90(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.63 min. Rainfall intensity = 1.970(In/Hr) for a 2.0 year storm Subarea runoff = 0.031(CFS) for 0.018(Ac.) Total runoff = 0.830(CFS) Total area = 0.436(Ac 1 0 0 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.570(Ft.) Downstream point/station elevation = 67.490(Ft.) Pipe length = 22.68(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.830(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.830(CFS) Normal flow depth in pipe = 2.45(In.) Flow top width inside pipe = 5.90(In.) Critical Depth = 5.40(In.) Pipe flow velocity = 11.04(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.436(Ac.) Runoff from this stream = 0.830(CFS) Time of concentration = 6.66 min. Rainfall intensity = 1.964(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 89.830(Ft.) Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 68.000(Ft. Difference in elevation = 6.950(Ft.) Slope = 0.07737 s(percent)= 7.74 TC = k(0.530)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 5.345 min. Rainfall intensity = 2.217(In/Hr) for a 2 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.215(CFS) Total initial stream area = 0.116(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1 ra 1 .1 .1 Upstream point/station elevation = 68.000(Ft.) Downstream point/station elevation = 67.490(Ft.) Pipe length = 7.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.215(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.215(CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 2.51(In.) Critical depth could not be calculated. Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.116(Ac.) Runoff from this stream = 0.215(CFS) Time of concentration = 5.37 min. Rainfall intensity = 2.212(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 0.830 6.66 2 0.215 5.37 Largest stream flow has longer time of Qp = 0.830 + sum of Qb Ia/Ib 0.215 * 0.888 = 0.191 Qp = 1.021 Total of 2 streams to confluence: Flow rates before confluence point: 0.830 0.215 Area of streams before confluence: 0.436 0.116 Results of confluence: Total flow rate = 1.021(CFS) Time of concentration = 6.663 min. Rainfall Intensity (In/Hr) 1.964 2.212 concentration I 1 Effective stream area after confluence = 0.552(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.490(Ft.) Downstream point/station elevation = 56.080(Ft.) Pipe length = 215.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.021(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.021(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 7.89(In.) Critical Depth = 5.76(In.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 7.15 min. End of computations, total study area = 0.55 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.289 Area averaged RI index number = 77.9 I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 1 e = 0.5500 Process from Point/Station 1.100 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.670(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.290(Ft.) 7.0 Rational Hydrology Study Date: 01/03/08 File:vv.out ------- ----------------- ------------------------ data (Plate D-4.1) DEVELOPED CONDITION For the [ Murrieta,Tmc,Rnch Callorco HYDROLOGY STUDY ' FOR 10 -YEAR STORM EVENT 2.360(In/Hr) 01/03/08 BY T. M. 10 year storm 60 minute intensity = ------- --------- ------------------- ********* Hydrology Study Control Information ********** ' English (in -lb) Units used in input data file 100 year storm 60 minute intensity ------------------------------------------------------------------ Program License Serial Number 4035 ------ --------------------------------------------------- Storm event year = 10.0 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual 1 e = 0.5500 Process from Point/Station 1.100 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.670(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.290(Ft.) Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: ' 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curv 1 e = 0.5500 Process from Point/Station 1.100 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.670(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.290(Ft.) LI Difference in elevation = 0.260(Ft.) Slope = 0.00429 s(percent)= 0.43 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. 1 Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.077(CFS) Total initial stream area = 0.025(Ac.) Pervious area fraction = 0.100 Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.040(Ft.) Downstream point/station elevation = 72.750(Ft.) Pipe length = 34.93(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.077(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.077(CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 2.51(In.) Critical Depth = 2.01(In.) Pipe flow velocity = 1.87(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 5.31 min. i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 ++++ Process from Point/Station 13.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff coefficient = 0.889 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.31 min. Rainfall intensity = 3.339 (In/Hr) for a 10.0 year storm Subarea runoff = 0.027(CFS) for 0.009(Ac.) 1 I Total runoff = 0.104(CFS) Total area = 0.034(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ t Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I 1 1 1 1 Upstream point/station elevation = 72.750(Ft.) Downstream point/station elevation = 72.160(Ft.) Pipe length = 53.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.104(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.104(CFS) Normal flow depth in pipe = 1.69(In.) Flow top width inside pipe = 5.40(In.) Critical Depth = 1.91(In.) Pipe flow velocity = 2.26(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 5.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction 0.100; Impervious fraction = Time of concentration = 5.71 min. 15.000 Rainfall intensity = 3.210(In/Hr) for a 10.0 year storm Subarea runoff = 0.051(CFS) for 0.018(Ac.) Total runoff = 0.155(CFS) Total area = 0.052(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.160(Ft.) Downstream point/station elevation = 72.020(Ft.) Pipe length = 27.64(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.155(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.155(CFS) Normal flow depth in pipe = 2.59(In.) Flow top width inside pipe = 5.94(In.) Critical Depth = 2.35(In.) Pipe flow velocity = 1.91(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.95 min. Process from Point/Station 15.000 to Point/Station 16.000 ' **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Time Of concentration = 5.95 min. Rainfall intensity = 3.137(In/Hr) for a 10.0 year storm Subarea runoff = 0.045(CFS) for 0.016(Ac.) ' Total runoff = 0.199(CFS) Total area = 0.068(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.020(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 7.93(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.199(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.199(CFS) ' Normal flow depth in pipe = 3.00(In.) Flow top width inside pipe = 6.00(In.) Critical Depth = 2.69(In.) ' Pipe flow velocity = 2.03(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.01 min. Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.068(Ac.) Runoff from this stream = 0.199(CFS) Time of concentration = 6.01 min. Rainfall intensity = 3.119(In/Hr) I ++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 30.350(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.000(Ft.) Difference in elevation = 0.550(Ft.) Slope = 0.01812 s(percent)= 1.81 ' TC = k(0.300)*[(length'3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. ' Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.018(CFS) Total initial stream area = 0.006(Ac.) Pervious area fraction = 0.100 Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type ' Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm Subarea runoff = 0.193(CFS) for 0.063(Ac.) Total runoff = 0.212(CFS) Total area = 0.069(Ac.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 1.200 to Point/Station 20.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 73.100(Ft.) Downstream point/station elevation = 72.960(Ft.) Pipe length = 30.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.212(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.212(CFS) ' Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 5.99(In.) Critical Depth = 2.77(In.) Pipe flow velocity = 1.98(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 5.26 min. 1b 1 Process from Point/Station 1.200 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.26 min. Rainfall intensity = 3.357(In/Hr) for a 10.0 year storm Subarea runoff = 0.140(CFS) for 0.047(Ac.) Total runoff = 0.352(CFS) Total area = 0.116(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.26 min. Rainfall intensity = 3.357(In/Hr) for a 10.0 year storm Subarea runoff = 0.018(CFS) for 0.006(Ac.) Total runoff = 0.370(CFS) Total area = 0.122(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 I I 1 1 a 1 1 1 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.960(Ft.) Downstream point/station elevation = 72.800(Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.370(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.370(CFS) Normal flow depth in pipe = 4.62(In.) Flow top width inside pipe = 5.05(In.) Critical Depth = 3.71(In.) Pipe flow velocity = 2.28(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.50 min. Rainfall intensity = 3.276(In/Hr) for a 10.0 year storm Subarea runoff = 0.096(CFS) for 0.033(Ac.) Total runoff = 0.466(CFS) Total area = 0.155(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.50 min. Rainfall intensity = 3.276(In/Hr) for a 10.0 year storm Subarea runoff = 0.009(CFS) for 0.003(Ac.) Total runoff = 0.475(CFS) Total area = 0.158(Ac 1 a ++++++++++++++++++++++++++++++++++++.++++.+++++.+.+.....+++.++.+++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.800(Ft.) Downstream point/station elevation = 72.700(Ft.) Pipe length = 20.84(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.475(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.475(CFS) Normal flow depth in pipe = 4.04(In.) Flow top width inside pipe = 8.95(In.) Critical Depth = 3.73(In.) Pipe flow velocity = 2.47(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.64 min. Rainfall intensity = 3.231(In/Hr) for a 10.0 year storm Subarea runoff = 0.009(CFS) for 0.003(Ac.) Total runoff = 0.484(CFS) Total area = 0.161(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.700(Ft.) Downstream point/station elevation = 72.100(Ft.) Pipe length = 60.27(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.484(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.484(CFS) ' Normal flow depth in pipe = 4.30(In.) Flow top width inside pipe = 5.41(In.) Critical Depth = 4.25 (in.) Pipe flow velocity = 3.21(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 5.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.95 min. Rainfall intensity = 3.137(In/Hr) for a 10.0 year storm Subarea runoff = 0.045(CFS) for 0.016(Ac.) ' Total runoff = 0.528(CFS) Total area = 0.177(Ac.) Process from Point/Station 23.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.100(Ft.) Downstream point/station elevation = 71.980(Ft.) ' Pipe length = 11.67(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.528(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.528(CFS) Normal flow depth in pipe = 4.57(In.) Flow top width inside pipe = 5.11(In.) Critical Depth = 4.45(In.) ' Pipe flow velocity = 3.29(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.01 min. Process from Point/Station 23.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.177(Ac.) ' Runoff from this stream = 0.528(CFS) Time of concentration = 6.01 min. Rainfall intensity 3.120 (In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.199 6.01 3.119 ' 2 0.528 6.01 3.120 Largest stream flow has longer or shorter time of concentration Qp = 0.528 + sum of Qa Tb/Ta ' 0.199 * 0.999 = 0.199 Qp = 0.728 Total of 2 streams to confluence ' Flow rates before confluence point: 0.199 0.528 Area of streams before confluence: 0.068 0.177 Results of confluence: Total flow rate = 0.728(CFS) Time of concentration = 6.010 min. ' Effective stream area after confluence = 0.245(Ac.) 0 1 Process from Point/Station 18.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.980(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 62.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.728(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.728(CFS) Normal flow depth in pipe = 5.14(In.) Flow top width inside pipe = 8.91(In.) Critical Depth = 4.66(In.) Pipe flow velocity = 2.79(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 6.38 min. Process from Point/Station 18.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.245(Ac.) Runoff from this stream = 0.728(CFS) Time of concentration = 6.38 min. Rainfall intensity = 3.018(In/Hr) ++++ Process from Point/Station 2.200 to Point/Station 1.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 24.040(Ft.) Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 74.330(Ft.) Difference in elevation = 0.620(Ft.) ' Slope = 0.02579 s(percent)= 2.58 TC = k(0.300)*[(length"3)/(elevation change W0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.034(CFS) Total initial stream area = 0.011(Ac.) Pervious area fraction = 0.100 11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.080(Ft.) Downstream point/station elevation = 72.790(Ft.) Pipe length = 20.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.034(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.034(CFS) Normal flow depth in pipe = 1.18(In.) Flow top width inside pipe = 2.93(In.) Critical Depth = 1.31(In.) Pipe flow velocity = 1.90(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 5.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.18 min. Rainfall intensity = 3.384(In/Hr) for a 10.0 year storm Subarea runoff = 0.018(CFS) for 0.006(Ac.) Total runoff = 0.052(CFS) Total area = 0.017(Ac.) i ++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ i Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1 Upstream point/station elevation = 72.790(Ft.) Downstream point/station elevation = 72.740(Ft.) Pipe length = 18.17(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.052(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.052(CFS) Normal flow depth in pipe = 1.72(In.) Flow top width inside pipe = 5.42(In.) Critical Depth = 1.34(In.) Pipe flow velocity = 1.13(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 5.45 min. Process from Point/Station 2.000 to Point/Station 3.000 1 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.45 min. Rainfall intensity = 3.292(In/Hr) for a 10.0 year storm Subarea runoff = 0.012(CFS) for 0.004(Ac.) Total runoff = 0.064(CFS) Total area = 0.021(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 SUBAREA FLOW ADDITION **** 1 I COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.45 min. ' Rainfall intensity = 3.292(In/Hr) for a 10.0 year storm Subarea runoff = 0.211(CFS) for 0.072(Ac.) Total runoff = 0.274(CFS) Total area = 0.093(Ac.) Process from Point/Station 3.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.740(Ft.) Downstream point/station elevation = 72.130(Ft.) Pipe length = 18.78(Ft.) Manning's N = 0.013 t No. of pipes = 1 Required pipe flow = 0.274(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.274(CFS) Normal flow depth in pipe = 2.14(In.) Flow top width inside pipe = 5.75(In.) Critical Depth = 3.17(In.) Pipe flow velocity = 4.38(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.52 min. Process from Point/Station 3.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type ' Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 1 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 t Time of concentration 5.52 min. Rainfall intensity = 3.268(In/Hr) for a 10.0 year storm Subarea runoff = 0.015(CFS) for 0.005(Ac.) Total runoff = 0.289(CFS) Total area = 0.098(Ac.) 1 Process from Point/Station 5.000 to Point/Station 6.000 1 I f 1 1 1 I \1 1 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.130(Ft.) Downstream point/station elevation = 71.900(Ft.) Pipe length = 24.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.289(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.289(CFS) Normal flow depth in pipe = 3.12(In.) Flow top width inside pipe 6.00(In.) Critical Depth = 3.26(In.) Pipe flow velocity = 2.81(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI indexforsoil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration 5.67 min. Rainfall intensity = 3.222(In/Hr) for a 10.0 year storm Subarea runoff = 0.014(CFS) for 0.005(Ac.) Total runoff = 0.303(CFS) Total area = 0.103(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.900(Ft.) Downstream point/station elevation = 71.760(Ft.) Pipe length = 27.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.303(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.303(CFS) Normal flow depth in pipe = 3.90(In.) Flow top width inside pipe = 5.72(In.) Critical Depth = 3.34(In.) Pipe flow velocity = 2.24(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 6.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.87 min. Rainfall intensity = 3.160(In/Hr) for a 10.0 year storm Subarea runoff = 0.197(CFS) for 0.070(Ac.) Total runoff = 0.500(CFS) Total area = 0.173(Ac.) Process from Point/Station 7.000 to Point/Station 8.000 ' **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.760(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 17.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.500(CFS) Nearest computed pipe diameter = 9.00(In.) ' Calculated individual pipe flow = 0.500(CFS) Normal flow depth in pipe = 4.08(In.) Flow top width inside pipe = 8.96(In.) ' Critical Depth = 3.83(In.) Pipe flow velocity = 2.57(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.98 min. 1 Process from Point/Station 7.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.173(Ac.) Runoff from this stream = 0.500(CFS) ' Time of concentration = 5.98 min. Rainfall intensity = 3.127(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.728 6.38 3.018 2 0.500 5.98 3.127 Largest stream flow has longer time of concentration Qp = 0.728 + sum of Qb Ia/Ib 0.500 * 0.965 = 0.482 Qp = 1.210 Total of 2 streams to confluence: ' Flow rates before confluence point: 0.728 0.500 Area of streams before confluence: 0.245 0.173 ' Results of confluence: Total flow rate = 1.210(CFS) Time of concentration = 6.382 min. ' Effective stream area after confluence = 0.418(Ac.) a 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.670(Ft.) Downstream point/station elevation = 71.570(Ft.) Pipe length = 19.04(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 1.210(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.210(CFS) Normal flow depth in pipe = 5.78(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 5.56(In.) Pipe flow velocity = 3.23(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 6.48 min. Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.48 min. Rainfall intensity = 2.993(In/Hr) for a 10.0 year storm Subarea runoff = 0.048(CFS) for 0.018(Ac.) Total runoff = 1.258(CFS) Total area = 0.436(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 9.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.570(Ft.) ' Downstream point/station elevation = 67.490(Ft.) Pipe length = 22.68(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 1.258(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.258(CFS) Normal flow depth in pipe = 3.10(In.) Flow top width inside pipe = 6.00(In.) Critical depth could not be calculated. Pipe flow velocity = 12.29(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.436(Ac.) Runoff from this stream = 1.258(CFS) ' Time of concentration = 6.51 min. Rainfall intensity = 2.985(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 1.258 6.51 2.985 Largest stream flow has longer time of concentration ' Qp = 1.258 + sum of Qp = 1.258 Total of 1 streams to confluence: Flow rates before confluence point: 1.258 Area of streams before confluence: 0.436 ' Results of confluence: Total flow rate = 1.258(CFS) Time of concentration = 6.511 min. Effective stream area after confluence = 0.436(Ac.) 1 f I I I Process from Point/Station 2.200 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 89.830(Ft.) Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 68.000(Ft. Difference in elevation = 6.950(Ft.) Slope = 0.07737 s(percent)= 7.74 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 5.345 min. Rainfall intensity = 3.327(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.331(CFS) Total initial stream area = 0.116(Ac.) Pervious area fraction = 1.000 Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 68.000(Ft.) Downstream point/station elevation = 67.490(Ft.) Pipe length = 7.62(Ft.) Mannings N = 0.013 ' No. of pipes = 1 Required pipe flow = 0.331(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow = 0.331(CFS) Normal flow depth in pipe = 1.95(In.) ' Flow top width inside pipe = 5.62(In.) Critical Depth = 3.50(In.) Pipe flow velocity = 5.99(Ft/s) ' Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.37 min. Process from Point/Station 10.000 to Point/Station 11.000 1 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.116(Ac.) Runoff from this stream = 0.331(CFS) Time of concentration = 5.37 min. Rainfall intensity = 3.320(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 1.258 6.51 2.985 2 0.331 5.37 3.320 Largest stream flow has longer time of concentration Qp = 1.258 + sum of ' Qb Ia/Ib 0.331 * 0.899 = 0.298 Qp = 1.556 ' Total of 2 streams to confluence: Flow rates before confluence point: 1.258 0.331 ' Area of streams before confluence: 0.436 0.116 Results of confluence: Total flow rate = 1.556(CFS) ' Time of concentration = 6.511 min. Effective stream area after confluence = 0.552(Ac.) Process from Point/Station 11.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.490(Ft.) ' Downstream point/station elevation = 56.080(Ft.) Pipe length = 215.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.556(CFS) Given pipe size = 8.00(In.) ' Calculated individual pipe flow - 1.556(CFS) Normal flow depth in pipe = 4.28(In.) Flow top width inside pipe = 7.98(In.) ' Critical Depth = 6.97(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.44 min. ' Time of concentration (TC) = 6.95 min. End of computations, total study area = 0.55 (Ac.) The following figures may be used for a unit hydrograph study of the same area. iArea averaged pervious area fraction(Ap) = 0.289 Area averaged RI index number = 77.9 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 01/03/08 File:vv.out ---- DEVELOPED CONDITION ' HYDROLOGY STUDY FOR 100 -YEAR STORM EVENT 01/03/08 BY T. M. ------------------------------------------------------------------ Hydrology Study Control Information ********** English (in -lb) Units used in input data file --------------------------------------------------------- ' Program License Serial Number 4035 ' ---------------- --- ----------- -- — ---- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) ' 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) tStorm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) ' Slope of intensity duration curve = 0.5500 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ t ++++ Process from Point/Station 1.100 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** 1 Initial area flow distance = 60.670(Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.290(Ft.) I 1 Difference in elevation = 0.260(Ft.) Slope = 0.00429 s(percent)= 0.43 TC = k(0.300)*[(length"3)/(elevation change)1�0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.114(CFS) Total initial stream area = 0.025(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.040(Ft.) Downstream point/station elevation = 72.750(Ft.) Pipe length = 34.93(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.114(CFS) Nearest computed pipe diameter = 6.00(In.) t Calculated individual pipe flow = 0.114(CFS) Normal flow depth in pipe = 1.93(In.) Flow top width inside pipe = 5.60(In.) Critical Depth = 2.00(In.) Pipe flow velocity = 2.10(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 5.28 min. ' Process from Point/Station 13.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.28 min. Rainfall intensity = 4.950(In/Hr) for a 100.0 year storm Subarea runoff = 0.040(CFS) for 0.009(Ac.) Cl Total runoff = 0.154(CFS) Total area = 0.034(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.750(Ft.) Downstream point/station elevation = 72.160(Ft.) Pipe length = 53.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.154(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.154(CFS) Normal flow depth in pipe = 2.09(In.) Flow top width inside pipe = 5.72(In.) Critical Depth = 2.34(In.) Pipe flow velocity = 2.53(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 5.63 min. ' Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.160(Ft.) Downstream point/station elevation = 72.020(Ft.) Pipe length = 27.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.230(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.230(CFS) Normal flow depth in pipe = 3.27(In.) Flow top width inside pipe = 5.98(In.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.63 min. ' Rainfall intensity = 4.777(In/Hr) Subarea runoff = 0.077(CFS) for a 100.0 year for 0.018(Ac.) storm Total runoff = 0.230(CFS) Total area = 0.052(Ac.) ' Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.160(Ft.) Downstream point/station elevation = 72.020(Ft.) Pipe length = 27.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.230(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.230(CFS) Normal flow depth in pipe = 3.27(In.) Flow top width inside pipe = 5.98(In.) 1 t] I I i t Critical Depth = 2.89(In.) Pipe flow velocity = 2.11(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.85 min. Rainfall intensity = 4.678(In/Hr) for a 100.0 year storm Subarea runoff = 0.067(CFS) for 0.016(Ac.) Total runoff = 0.297(CFS) Total area = 0.068(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.020(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 7.93(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.297(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.297(CFS) Normal flow depth in pipe = 3.87(In.) Flow top width inside pipe = 5.74(In.) Critical Depth = 3.30(In.) Pipe flow velocity = 2.23(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.068(Ac.) Runoff from this stream 0.297(CFS) Time of concentration = 5.91 min. Rainfall intensity = 4.652(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 30.350 (Ft.) Top (of initial area) elevation = 74.550(Ft.) Bottom (of initial area) elevation = 74.000(Ft.) Difference in elevation = 0.550(Ft.) Slope = 0.01812 s(percent)= 1.81 TC = k(0.300)*[(length'3)/(elevation change)]''0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. ' Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.027(CFS) Total initial stream area = 0.006(Ac.) Pervious area fraction = 0.100 I �11 I I Process from Point/Station 1.100 to Point/Station 1.200 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.00 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm Subarea runoff = 0.287(CFS) for 0.063(Ac.) Total runoff = 0.314(CFS) Total area = 0.069(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.100(Ft.) Downstream point/station elevation = 72.960(Ft.) Pipe length = 30.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.314(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.314(CFS) Normal flow depth in pipe = 4.17(In.) Flow top width inside pipe = 5.52(In.) Critical Depth = 3.40(In.) ' Pipe flow velocity = 2.15(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.24 min. Process from Point/Station 1.200 to Point/Station 20.000 ' **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Fb Time of concentration = 5.24 min. Rainfall intensity = 4.970(In/Hr) for a 100.0 year storm Subarea runoff = 0.209(CFS) for 0.047(Ac.) Total runoff = 0.523(CFS) Total area = 0.116(Ac.) Process from Point/Station 1.200 to Point/Station 20.000 **** SUBAREA FLOW ADDITION **** ' COMMERCIAL subarea type Runoff Coefficient = 0.893 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.24 min. ' Rainfall intensity = 4.970(In/Hr) for a 100.0 year storm Subarea runoff = 0.027(CFS) for 0.006(Ac.) Total runoff = 0.549(CFS) Total area = 0.122(Ac.) ++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.960(Ft.) Downstream point/station elevation = 72.800(Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.549(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 0.549(CFS) ' Normal flow depth in pipe = 4.36(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 4.02(In.) Pipe flow velocity = 2.59(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.45 min. Process from Point/Station 20.000 to Point/Station 21.000 ' **** SUBAREA FLOW ADDITION **** 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious Time of concentration = 5.45 min. fraction = 0.900 Rainfall intensity = 4.864(In/Hr) for a 100.0 year storm Subarea runoff = 0.013(CFS) for 0.003(Ac.) Total runoff = 0.706(CFS) Total area = 0.158(Ac COMMERCIAL subarea type Runoff Coefficient = 0.892 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil Decimal fraction soil group group C = D = 0.000 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.45 min. ' Rainfall intensity = 4.864(In/Hr) for a 100.0 year storm Subarea runoff = 0.143(CFS) for 0.033(Ac.) Total runoff = 0.692(CFS) Total area = 0.155(Ac 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious Time of concentration = 5.45 min. fraction = 0.900 Rainfall intensity = 4.864(In/Hr) for a 100.0 year storm Subarea runoff = 0.013(CFS) for 0.003(Ac.) Total runoff = 0.706(CFS) Total area = 0.158(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 72.800(Ft.) Downstream point/station elevation = 72.700(Ft.) Pipe length = 20.84(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 0.706(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 0.706(CFS) Normal flow depth in pipe = 5.11(In.) ' Flow top width inside pipe = 8.92(In.) Critical Depth = 4.59(In.) Pipe flow velocity = 2.73(Ft/s) Travel time through pipe = 0.13 min. ' Time of concentration (TC) = 5.57 min. Upstream point/station elevation = 72.700(Ft.) Downstream point/station elevation = 72.100(Ft.) Pipe length = 60.27(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 0.718(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 0.718(CFS) Normal flow depth in pipe = 4.15(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 4.63(In.) Pipe flow velocity 3.61(Ft/s) Travel time through pipe = 0.28 min. Process from Point/Station 21.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.57 min. Rainfall intensity = 4.803(In/Hr) for a 100.0 year storm Subarea runoff = 0.013(CFS) for 0.003(Ac.) Total runoff = 0.718(CFS) Total area = 0.161(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.700(Ft.) Downstream point/station elevation = 72.100(Ft.) Pipe length = 60.27(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 0.718(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 0.718(CFS) Normal flow depth in pipe = 4.15(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 4.63(In.) Pipe flow velocity 3.61(Ft/s) Travel time through pipe = 0.28 min. I h I r 1 1 0 Time of concentration (TC) = 5.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.85 min. Rainfall intensity = 4.676(In/Hr) for a 100.0 year storm Subarea runoff = 0.067(CFS) for 0.016(Ac.) Total runoff = 0.785(CFS) Total area = 0.177(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.100(Ft.) Downstream point/station elevation = 71.980(Ft.) Pipe length = 11.67(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.785(CFS) Nearest computed pipe diameter = 9.0O(In.) Calculated individual pipe flow = 0.785(CFS) Normal flow depth in pipe = 4.33(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 4.85(In.) Pipe flow velocity = 3.73(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.177(Ac.) Runoff from this stream = 0.785(CFS) Time of concentration = 5.91 min. Rainfall intensity = 4.653(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity I L-1 1 I No. (CFS) (min) 1 0.297 5.91 2 0.785 5.91 Largest stream flow has longer or Qp = 0.785 + sum of Qa Tb/Ta 0.297 * 1.000 = 0 Qp = 1.082 (In/Hr) 4.652 4.653 shorter time .297 Total of 2 streams to confluence: Flow rates before confluence point: 0.297 0.785 Area of streams before confluence: 0.068 0.177 Results of confluence: Total flow rate = 1.082(CFS) Time of concentration = 5.905 min. Effective stream area after confluence = of concentration 0.245(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.980(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 62.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.082(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.082(CFS) Normal flow depth in pipe = 6.84(In.) Flow top width inside pipe = 7.68(In.) Critical Depth = 5.73(In.) Pipe flow velocity = 3.00(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 6.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.245(Ac.) Runoff from this stream = 1.082(CFS) Time of concentration = 6.25 min. Rainfall intensity = 4.510(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 1.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 24.040(Ft.) Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 74.330(Ft.) Difference in elevation = 0.620(Ft.) Slope = 0.02579 s(percent)= 2.58 TC = k(0.300)*[(length"3)/(elevation change)]'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. ' Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.050(CFS) Total initial stream area = 0.01l(Ac.) ' Pervious area fraction = 0.100 Process from Point/Station 1.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 73.080(Ft.) Downstream point/station elevation = 72.790(Ft.) Pipe length = 20.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.050(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.050(CFS) Normal flow depth in pipe = 1.48(In.) Flow top width inside pipe = 3.00(In.) ' Critical Depth = 1.61(In.) Pipe flow velocity = 2.11(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 F U r I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.16 min. Rainfall intensity = 5.009(In/Hr) for a 100.0 year storm Subarea runoff = 0.027(CFS) for 0.006(Ac.) Total runoff = 0.077(CFS) Total area = 0.017(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.790(Ft.) Downstream point/station elevation = 72.740(Ft.) Pipe length = 18.17(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.077(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 2.09(In.) Flow top width inside pipe = 5.72(In.) Critical Depth = 1.64(In.) Pipe flow velocity = 1.26(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious Time of concentration = 5.40 min. fraction = 0.900 Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Subarea runoff = 0.017(CFS) for 0.004(Ac.) Total runoff = 0.094(CFS) Total area = 0.021(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type I Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.40 min. Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm ' Subarea runoff = 0.314(CFS) for 0.072(Ac.) Total runoff = 0.408(CFS) Total area = 0.093(Ac.) Process from Point/Station 3.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.740(Ft.) Downstream point/station elevation = 72.130(Ft.) Pipe length = 18.78(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.408(CFS) Nearest computed pipe diameter = 6.00(In.) ' Calculated individual pipe flow = 0.408(CFS) Normal flow depth in pipe = 2.65(In.) Flow top width inside pipe = 5.96(In.) Critical Depth = 3.90(In.) Pipe flow velocity = 4.88(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 3.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** iCOMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.47 min. Rainfall intensity = 4.854(In/Hr) for a 100.0 year storm Subarea runoff = 0.022(CFS) for 0.005(Ac.) Total runoff = 0.430(CFS) Total area = 0.098(Ac.) Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I I Upstream point/station elevation = 72.130(Ft.) Downstream point/station elevation = 71.900(Ft.) Pipe length = 24.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.430(CFS) ' Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.430(CFS) Normal flow depth in pipe = 4.03(In.) ' Flow top width inside pipe = 5.63(In.) Critical Depth = 4.01(In.) Pipe flow velocity = 3.07(Ft/s) Travel time through pipe = 0.13 min. ' Time of concentration (TC) = 5.60 min. Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** 1 — COMMERCIAL subarea type Runoff Coefficient = 0.892 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 . Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.60 min. ' Rainfall intensity = 4.790(In/Hr) for a 100.0 year storm Subarea runoff = 0.021(CFS) for 0.005(Ac.) Total runoff = 0.451(CFS) Total area = 0.103(Ac.) 1 1 1 Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.900(Ft.) Downstream point/station elevation = 71.760(Ft.) Pipe length = 27.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.451(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.451(CFS) Normal flow depth in pipe = 3.86(In.) Flow top width inside pipe = 8.91(In.) Critical Depth = 3.63(In.) Pipe flow velocity = 2.49(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 5.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I 1 1 L Process from Point/Station 6.000 to Point/Station **** SUBAREA FLOW ADDITION **** 7.000 COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.79 min. Rainfall intensity = 4.706(In/Hr) for a 100.0 year storm Subarea runoff = 0.294(CFS) for 0.070(Ac.) Total runoff = 0.745(CFS) Total area = 0.173(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1 Upstream point/station elevation = 71.760(Ft.) Downstream point/station elevation = 71.670(Ft.) Pipe length = 17.48(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 0.745(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow 0.745(CFS) 1 Normal flow depth in pipe = 5.17(In.) Flow top width inside pipe = 8.90(In.) Critical Depth = 4.72(In.) 1 Pipe flow velocity = 2.84(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.89 min. 1++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 1 **** CONFLUENCE OF MINOR STREAMS **** 1 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.173(Ac.) Runoff from this stream = 0.745(CFS) Time of concentration = 5.89 min. 1 Rainfall intensity = 4.660(In/Hr) Summary of stream data: 1 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.082 6.25 4.510 1 I 2 0.745 5.89 4.660 Largest stream flow has longer time of concentration Qp = 1.082 + sum of Qb Ia/ib 0.745 * 0.968 = 0.721 Qp = 1.803 ' Total of 2 streams to confluence: Flow rates before confluence point: ' 1.082 0.745 Area of streams before confluence: 0.245 0.173 Results of confluence: ' Total flow rate = 1.803(CFS) Time of concentration = 6.251 min. Effective stream area after confluence = 0.418(Ac.) ' Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1 1 1 1 I Upstream point/station elevation = 71.670(Ft.) Downstream point/station elevation = 71.570(Ft.) Pipe length = 19.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.803(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.803(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 11.68(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 3.55(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 6.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.34 min. Rainfall intensity = 4.475(In/Hr) for a 100.0 year storm Subarea runoff = 0.072(CFS) for 0.018(Ac.) Total runoff = 1.875(CFS) Total area = 0.436(Ac.) 1 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 71.570(Ft.) Downstream point/station elevation = 67.490(Ft.) Pipe length = 22.68(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.875(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.875(CFS) Normal flow depth in pipe = 4.01(In.) Flow top width inside pipe = 5.65(In.) Critical depth could not be calculated. Pipe flow velocity = 13.43(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** ++++ Process from Point/Station 2.200 to Point/Station 10.000 Along Main Stream number: 1 in normal stream number 1 . Stream flow area = 0.436(Ac.) Runoff from this stream = 1.875(CFS) Time of concentration = 6.37 min. Rainfall intensity = 4.464(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.875 6.37 4.464 ' Largest stream flow has longer time of concentration Qp = 1.875 + sum of QP = 1.875 ' Total of 1 streams to confluence: Flow rates before confluence point: ' 1.875 Area of streams before confluence: 0.436 Results of confluence: Total flow rate = 1.875(CFS) t Time of concentration = 6.369 min. Effective stream area after confluence = 0.436(Ac.) ++++ Process from Point/Station 2.200 to Point/Station 10.000 I **** INITIAL AREA EVALUATION **** Initial area flow distance = 89.830(Ft.) Top (of initial area) elevation = 74.950(Ft.) Bottom (of initial area) elevation = 68.000(Ft.) Difference in elevation = 6.950(Ft.) slope = 0.07737 s(percent)= 7.74 TC = k(0.530)*[(length''3)/(elevation change)]'0.2 ' Initial area time of concentration = 5.345 min. Rainfall intensity = 4.915(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.497(CFS) ' Total initial stream area = 0.116(Ac.) Pervious area fraction = 1.000 Process from Point/Station 10.000 to Point/Station 11.000 . **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 68.000(Ft.) ' Downstream point/station elevation = 67.490(Ft.) Pipe length = 7.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.497(CFS) Nearest computed pipe diameter = 6.00(In.) ' Calculated individual pipe flow = 0.497(CFS) Normal flow depth in pipe = 2.42(In.) Flow top width inside pipe = 5.89(In.) Critical Depth = 4.31(In.) Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 10.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.116(Ac.) Runoff from this stream = 0.497(CFS) ' Time of concentration = 5.36 min. Rainfall intensity = 4.906(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.875 6.37 4.464 2 0.497 5.36 4.906 ' Largest stream flow has longer time of concentration Qp = 1.875 + sum of Qb Ia/Ib 0.497 * 0.910 = 0.452 Qp = 2.327 Total of 2 streams to confluence: Flow rates before confluence point: 1.875 0.497 Area of streams before confluence: 0.436 0.116 Results of confluence: Total flow rate = 2.327(CFS) Time of concentration = 6.369 min. ' Effective stream area after confluence = 0.552(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 67.490(Ft.) Downstream point/station elevation = 56.080(Ft.) Pipe length = 215.09(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 2.327(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 2.327(CFS) Normal flow depth in pipe = 5.59(In.) Flow top width inside pipe = 7.34(In.) Critical depth could not be calculated. Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 6.97 min. End of computations, total study area = 0.55 (Ac.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.289 ' Area averaged RI index number = 77.9 11 ' Appendix 8: Exhibits: . UNIT HYDROGRAPH ANALYSIS u 1 [J 1 I I [1 I 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 01/17/08 File: 25242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4035 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Drainage Area = 0.55(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.001 Sq. Mi. Length along longest watercourse = 190.06(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. Average Manning's 'N' = 0.075 Lag time = 0.050 Hr. Lag time = 3.02 Min. 25& of lag time = 0.76 Min. 40% of lag time = 1.21 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 0.55 1.80 0,99 100 YEAR Area rainfall data: 0.55(Ac.) _ 95.00(Ft.) 0.018 Mi. I I Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 0.55 4.50 2.48 STORM EVENT (YEAR) = 2.00 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.550 87.00 0.750 Total Area Entered = 0.55(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 87.0 73.2 0.324 0.750 0.105 1.000 0.105 Sum (F) _ 0.105 Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 ' (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 -------------------------------- U n i t H y d r 0 g r a p h ' ------------------------------------------------------------------ DESERT S -Curve Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph (CFS) ---- ----------------------------------------- ------ 1 0.083 165.371 35.272 0.196 2 0.167 330.743 47.967 0.266 3 0.250 496.114 10.889 0.060 4 0.333 661.486 3.913 0.022 5 0.417 826.857 1.960 0.011 Sum = 100.000 Sum________ 0.554___ Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.014 0.187 0.013 0.00 2 0.17 0.07 0.014 0.186 0.013 0.00 ' 3 0.25 0.07 0.014 0.185 0.013 0.00 4 0.33 0.10 0.022 0.185 0.019 0.00 5 0.42 0.10 0.022 0.184 0.019 0.00 6 0.50 0.10 0.022 0.183 0.019 0.00 7 0.58 0.10 0.022 0.182 0.019 0.00 8 0.67 0.10 0.022 0.182 0.019 0.00 9 0.75 0.10 0.022 0.181 0.019 0.00 10 0.83 0.13 0.029 0.180 0.026 0.00 11 0.92 0.13 0.029 0.180 0.026 0.00 ' 12 1.00 0.13 0.029 0.179 0.026 0.00 13 1.08 0.10 0.022 0.178 0.019 0.00 14 1.17 0.10 0.022 0.178 0.019 0.00 15 1.25 0.10 0.022 0.177 0.019 0.00 ' 16 1.33 0.10 0.022 0.176 0.019 0.00 17 1.42 0.10 0.022 0.175 0.019 0.00 18 1.50 0.10 0.022 0.175 0.019 0.00 ' 19 1.58 0.10 0.022 0.174 0.019 0.00 20 1.67 0.10 0.022 0.173 0.019 0.00 21 1.75 0.10 0.022 0.173 0.019 0.00 22 1.83 0.13 0.029 0.172 0.026 0.00 ' 23 1.92 0.13 0.029 0.171 0.026 0.00 24 2.00 0.13 0.029 0.171 0.026 0.00 25 2.08 0.13 0.029 0.170 0.026 0.00 ' 26 2.17 0.13 0.029 0.169 0.026 0.00 27 2.25 0.13 0.029 0.168 0.026 0.00 28 2.33 0.13 0.029 0.168 0.026 0.00 29 2.42 0.13 0.029 0.167 0.026 0.00 ' 30 2.50 0.13 0.029 0.166 0.026 0.00 31 2.58 0.17 0.036 0.166 0.032 0.00 32 2.67 0.17 0.036 0.165 0.032 0.00 33 2.75 0.17 0.036 0.164 0.032 0.00 34 2.83 0.17 0.036 0.164 0.032 0.00 35 2.92 0.17 0.036 0.163 0.032 0.00 36 3.00 0.17 0.036 0.162 0.032 0.00 ' 37 3.08 0.17 0.036 0.162 0.032 0.00 38 3.17 0.17 0.036 0.161 0.032 0.00 39 3.25 0.17 0.036 0.160 0.032 0.00 40 3.33 0.17 0.036 0.160 0.032 0.00 ' 41 3.42 0.17 0.036 0.159 0.032 0.00 42 3.50 0.17 0.036 0.158 0.032 0.00 43 3.58 0.17 0.036 0.158 0.032 0.00 ' 44 3.67 0.17 0.036 0.157 0.032 0.00 45 3.75 0.17 0.036 0.156 0.032 0.00 46 3.83 0.20 0.043 0.156 0.039 0.00 47 3.92 0.20 0.043 0.155 0.039 0.00 48 4.00 0.20 0.043 0.154 0.039 0.00 49 4.08 0.20 0.043 0.154 0.039 0.00 50 4.17 0.20 0.043 0.153 0.039 0.00 51 4.25 0.20 0.043 0.152 0.039 0.00 52 4.33 0.23 0.050 0.152 0.045 0.01 53 4.42 0.23 0.050 0.151 0.045 0.01 54 4.50 0.23 0.050 0.150 0.045 0.01 ' 55 4.58 0.23 0.050 0.150 0.045 0.01 56 4.67 0.23 0.050 0.149 0.045 0.01 57 4.75 0.23 0.050 0.149 0.045 0.01 58 4.83 0.27 0.058 0.148 0.052 0.01 ' 59 4.92 0.27 0.058 0.147 0.052 0.01 60 5.00 0.27 0.058 0.147 0.052 0.01 61 5.08 0.20 0.043 0.146 0.039 0.00 62 5.17 0.20 0.043 0.145 0.039 0.00 I 63 5.25 0.20 0.043 0.145 0.039 0.00 64 5.33 0.23 0.050 0.144 0.045 0.01 65 5.42 0.23 0.050 0.143 0.045 0.01 66 5.50 0.23 0.050 0.143 0.045 0.01 67 5.58 0.27 0.058 0.142 0.052 0.01 68 5.67 0.27 0.058 0.142 0.052 0.01 ' 69 5.75 0.27 0.058 0.141 0.052 0.01 70 5.83 0.27 0.058 0.140 0.052 0.01 71 5.92 0.27 0.058 0.140 0.052 0.01 72 6.00 0.27 0.058 0.139 0.052 0.01 ' 73 6.08 0.30 0.065 0.138 0.058 0.01 74 6.17 0.30 0.065 0.138 0.058 0.01 75 6.25 0.30 0.065 0.137 0.058 0.01 t 76 6.33 0.30 0.065 0.137 0.058 0.01 77 6.42 0.30 0.065 0.136 0.058 0.01 78 6.50 0.30 0.065 0.135 0.058 0.01 79 6.58 0.33 0.072 0.135 0.065 0.01 ' 80 6.67 0.33 0.072 0.134 0.065 0.01 81 6.75 0.33 0.072 0.134 0.065 0.01 82 6.83 0.33 0.072 0.133 0.065 0.01 ' 83 6.92 0.33 0.072 0.132 0.065 0.01 84 7.00 0.33 0.072 0.132 0.065 0.01 85 7.08 0.33 0.072 0.131 0.065 0.01 86 7.17 0.33 0.072 0.131 0.065 0.01 ' 87 7.25 0.33 0.072 0.130 0.065 0.01 88 7.33 0.37 0.079 0.129 0.071 0.01 89 7.42 0.37 0.079 0.129 0.071 0.01 90 7.50 0.37 0.079 0.128 0.071 0.01 91 7.58 0.40 0.086 0.128 0.078 0.01 92 7.67 0.40 0.086 0.127 0.078 0.01 93 7.75 0.40 0.086 0.126 0.078 0.01 ' 94 7.83 0.43 0.094 0.126 0.084 0.01 95 7.92 0.43 0.094 0.125 0.084 0.01 96 8.00 0.43 0.094 0.125 0.084 0.01 97 8.08 0.50 0.108 0.124 0.097 0.01 ' 98 8.17 0.50 0.108 0.124 0.097 0.01 99 8.25 0.50 0.108 0.123 0.097 0.01 100 8.33 0.50 0.108 0.122 0.097 0.01 ' 101 8.42 0.50 0.108 0.122 0.097 0.01 102 8.50 0.50 0.108 0.121 0.097 0.01 103 8.58 0.53 0.115 0.121 0.104 0.01 104 8.67 0.53 0.115 0.120 0.104 0.01 ' 105 8.75 0.53 0.115 0.120 0.104 0.01 106 8.83 0.57 0.122 0.119 0.00 107 8.92 0.57 0.122 0.118 --- 0.00 ' 108 9.00 0.57 0.122 0.118 --- 0.00 109 9.08 0.63 0.137 0.117 0.02 110 9.17 0.63 0.137 0.117 - 0.02 111 9.25 0.63 0.137 0.116 --- 0.02 ' 112 9.33 0.67 0.144 0.116 --- 0.03 113 9.42 0.67 0.144 0.115 0.03 114 9.50 0.67 0.144 0.115 --- 0.03 115 9.58 0.70 0.151 0.114 --- 0.04 116 9.67 0.70 0.151 0.113 --- 0.04 117 9.75 0.70 0.151 0.113 0.04 118 9.83 0.73 0.158 0.112 --- 0.05 119 9.92 0.73 0.158 0.112 0.05 LJ' I 120 10.00 0.73 0.158 0.111 --- 0.05 121 10.08 0.50 0.108 0.111 0.097 0.01 122 10.17 0.50 0.108 0.110 0.097 0.01 123 10.25 0.50 0.108 0.110 0.097 0.01 124 10.33 0.50 0.108 0.109 0.097 0.01 125 10.42 0.50 0.108 0.109 0.097 0.01 ' 126 10.50 0.50 0.108 0.108 0.097 0.01 127 10.58 0.67 0.144 0.108 0.04 128 10.67 0.67 0.144 0.107 --- 0.04 ' 129 10.75 0.67 0.144 0.107 --- 0.04 130 10.83 0.67 0.144 0.106 0.04 131 10.92 0.67 0.144 0.105 0.04 132 11.00 0.67 0.144 0.105 --- 0.04 ' 133 11.08 0.63 0.137 0.104 --- 0.03 134 11.17 0.63 0.137 0.104 0.03 135 11.25 0.63 0.137 0.103 --- 0.03 136 11.33 0.63 0.137 0.103 --- 0.03 137 11.42 0.63 0.137 0.102 --- 0.03 138 11.50 0.63 0.137 0.102 0.03 139 11.58 0.57 0.122 0.101 --- 0.02 ' 140 11.67 0.57 0.122 0.101 --- 0.02 141 11.75 0.57 0.122 0.100 0.02 142 11.83 0.60 0.130 0.100 --- 0.03 143 11.92 0.60 0.130 0.099 --- 0.03 ' 144 12.00 0.60 0.130 0.099 --- 0.03 145 12.08 0.83 0.180 0.098 0.08 146 12.17 0.83 0.180 0.098 --- 0.08 147 12.25 0.83 0.180 0.097 --- 0.08 148 12.33 0.87 0.187 0.097 0.09 149 12.42 0.87 0.187 0.096 0.09 150 12.50 0.87 0.187 0.096 --- 0.09 ' 151 12.58 0.93 0.202 0.095 --- 0.11 152 12.67 0.93 0.202 0.095 0.11 153 12.75 0.93 0.202 0.094 --- 0.11 154 12.83 0.97 0.209 0.094 --- 0.11 ' 155 12.92 0.97 0.209 0.094 --- 0.12 156 13.00 0.97 0.209 0.093 0.12 157 13.08 1.13 0.245 0.093 --- 0.15 ' 158 13.17 1.13 0.245 0.092 --- 0.15 159 13.25 1.13 0.245 0.092 0.15 160 13.33 1.13 0.245 0.091 --- 0.15 161 13.42 1.13 0.245 0.091 --- 0.15 162 13.50 1.13 0.245 0.090 --- 0.15 163 13.58 0.77 0.166 0.090 0.08 164 13.67 0.77 0.166 0.089 --- 0.08 ' 165 13.75 0.77 0.166 0.089 --- 0.08 166 13.83 0.77 0.166 0.088 0.08 167 13.92 0.77 0.166 0.088 0.08 168 14.00 0.77 0.166 0.088 --- 0.08 ' 169 14.08 0.90 0.194 0.087 --- 0.11 170 14.17 0.90 0.194 0.087 0.11 171 14.25 0.90 0.194 0.086 --- 0.11 172 14.33 0.87 0.187 0.086 --- 0.10 173 14.42 0.87 0.187 0.085 --- 0.10 174 14.50 0.87 0.187 0.085 0.10 175 14.58 0.87 0.187 0.084 --- 0.10 176 14.67 0.87 0.187 0.084 0.10 1 177 14.75 0.87 0.187 0.084 --- 0.10 178 14.83 0.83 0.180 0.083 --- 0.10 179 14.92 0.83 0.180 0.083 --- 0.10 180 15.00 0.83 0.180 0.082 --- 0.10 181 15.08 0.80 0.173 0.082 - -- 0.09 182 15.17 0.80 0.173 0.081 --- 0.09 ' 183 15.25 0.80 0.173 0.081 --- 0.09 184 15.33 0.77 0.166 0.081 0.08 185 15.42 0.77 0.166 0.080 --- 0.09 ' 186 15.50 0.77 0.166 0.080 --- 0.09 187 15.58 0.63 0.137 0.079 0.06 188 15.67 0.63 0.137 0.079 0.06 189 15.75 0.63 0.137 0.079 --- 0.06 ' 190 15.83 0.63 0.137 0.078 --- 0.06 191 15.92 0.63 0.137 0.078 0.06 192 16.00 0.63 0.137 0.077 --- 0.06 193 16.08 0.13 0.029 0.077 0.026 0.00 ' 194 16.17 0.13 0.029 0.077 0.026 0.00 195 16.25 0.13 0.029 0.076 0.026 0.00 196 16.33 0.13 0.029 0.076 0.026 0.00 ' 197 16.42 0.13 0.029 0.075 0.026 0.00 198 16.50 0.13 0.029 0.075 0.026 0.00 199 16.58 0.10 0.022 0.075 0.019 0.00 200 16.67 0.10 0.022 0.074 0.019 0.00 201 16.75 0.10 0.022 0.074 0.019 0.00 202 16.83 0.10 0.022 0.074 0.019 0.00 203 16.92 0.10 0.022 0.073 0.019 0.00 204 17.00 0.10 0.022 0.073 0.019 0.00 205 17.08 0.17 0.036 0.072 0.032 0.00 206 17.17 0.17 0.036 0.072 0.032 0.00 207 17.25 0.17 0.036 0.072 0.032 0.00 208 17.33 0.17 0.036 0.071 0.032 0.00 209 17.42 0.17 0.036 0.071 0.032 0.00 210 17.50 0.17 0.036 0.071 0.032 0.00 211 17.58 0.17 0.036 0.070 0.032 0.00 ' 212 17.67 0.17 0.036 0.070 0.032 0.00 213 17.75 0.17 0.036 0.070 0.032 0.00 214 17.83 0.13 0.029 0.069 0.026 0.00 ' 215 17.92 0.13 0.029 0.069 0.026 0.00 216 18.00 0.13 0.029 0.069 0.026 0.00 217 18.08 0.13 0.029 0.068 0.026 0.00 218 18.17 0.13 0.029 0.068 0.026 0.00 ' 219 18.25 0.13 0.029 0.068 0.026 0.00 220 18.33 0.13 0.029 0.067 0.026 0.00 221 18.42 0.13 0.029 0.067 0.026 0.00 ' 222 18.50 0.13 0.029 0.067 0.026 0.00 223 18.58 0.10 0.022 0.066 0.019 0.00 224 18.67 0.10 0.022 0.066 0.019 0.00 225 18.75 0.10 0.022 0.066 0.019 0.00 ' 226 18.83 0.07 0.014 0.065 0.013 0.00 227 18.92 0.07 0.014 0.065 0.013 0.00 228 19.00 0.07 0.014 0.065 0.013 0.00 229 19.08 0.10 0.022 0.064 0.019 0.00 ' 230 19.17 0.10 0.022 0.064 0.019 0.00 231 19.25 0.10 0.022 0.064 0.019 0.00 232 19.33 0.13 0.029 0.063 0.026 0.00 233 19.42 0.13 0.029 0.063 0.026 0.00 I 234 19.50 0.13 0.029 0.063 0.026 0,00 235 19.58 0.10 0.022 0.063 0.019 0.00 236 19.67 0.10 0.022 0.062 0.019 0.00 237 19.75 0.10 0.022 0.062 0.019 0.00 238 19.83 0.07 0.014 0.062 0.013 0.00 239 19.92 0.07 0.014 0.061 0.013 0.00 ' 240 20.00 0.07 0.014 0.061 0.013 0.00 241 20.08 0.10 0.022 0.061 0.019 0.00 242 20.17 0.10 0.022 0.061 0.019 0.00 ' 243 20.25 0.10 0.022 0.060 0.019 0.00 244 20.33 0.10 0.022 0.060 0.019 0.00 245 20.42 0.10 0.022 0.060 0.019 0.00 246 20.50 0.10 0.022 0,060 0.019 0.00 ' 247 20.58 0.10 0.022 0,059 0.019 0.00 248 20.67 0.10 0.022 0,059 0.019 0.00 249 20.75 0.10 0.022 0.059 0.019 0.00 250 20.83 0.07 0.014 0.059 0.013 0.00 251 20.92 0.07 0.014 0.058 0.013 0.00 252 21.00 0.07 0.014 0.058 0.013 0.00 253 21.08 0.10 0.022 0.058 0.019 0.00 ' 254 21.17 0.10 0.022 0.058 0.019 0.00 255 21.25 0.10 0.022 0.057 0.019 0.00 256 21.33 0.07 0.014 0.057 0.013 0.00 257 21.42 0.07 0.014 0.057 0.013 0.00 ' 258 21.50 0.07 0.014 0.057 0.013 0.00 259 21.58 0.10 0.022 0.057 0.019 0.00 260 21.67 0.10 0.022 0.056 0.019 0.00 261 21.75 0.10 0.022 0.056 0.019 0.00 262 21.83 0.07 0.014 0.056 0.013 0.00 263 21.92 0.07 0.014 0.056 0.013 0.00 264 22.00 0.07 0.014 0.056 0.013 0.00 265 22.08 0.10 0.022 0.055 0.019 0.00 266 22.17 0.10 0.022 0.055 0.019 0.00 267 22.25 0.10 0.022 0.055 0.019 0.00 268 22.33 0.07 0.014 0.055 0.013 0.00 ' 269 22.42 0.07 0.014 0.055 0.013 0.00 270 22.50 0.07 0.014 0.055 0.013 0.00 271 22.58 0.07 0.014 0.054 0.013 0.00 ' 272 22.67 0.07 0.014 0.054 0.013 0.00 273 22.75 0.07 0.014 0.054 0.013 0.00 274 22.83 0.07 0.014 0.054 0.013 0.00 275 22.92 0.07 0.014 0.054 0.013 0.00 ' 276 23.00 0.07 0.014 0.054 0.013 0.00 277 23.08 0.07 0.014 0.054 0.013 0.00 278 23.17 0.07 0.014 0.053 0.013 0.00 279 23.25 0.07 0.014 0.053 0.013 0.00 280 23.33 0.07 0.014 0.053 0.013 0.00 281 23.42 0.07 0.014 0.053 0.013 0.00 282 23.50 0.07 0.014 0.053 0.013 0.00 ' 283 23.58 0.07 0.014 0.053 0.013 0.00 284 23.67 0.07 0.014 0.053 0.013 0.00 285 23.75 0.07 0.014 0.053 0.013 0.00 286 23.83 0.07 0.014 0.053 0.013 0.00 ' 287 23.92 0.07 0.014 0.053 0.013 0.00 288 24.00 0.07 0.014 0.053 0.013 0.00 Sum = 100.0 Sum = 6.5 Flood volume = Effective rainfall 0.54 (In) [1 times area 0.6(AC.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.26(In) Total soil loss = 0.058(AC.Ft) Total rainfall = 1.80(In) Flood volume = 1079.3 Cubic Feet Total soil loss = 2514.4 Cubic Feet ---""----------""'- -"'--- --- Peak flow rate of this hydrograph 0.085(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 I I I I 0+10 0.0000 0.00 Q 0+15 0.0000 0.00 Q I 0+20 0.0000 0.00 Q I I o+zs 0.0000 0.00 Q I I 0+30 0.0000 0.00 Q I I I 0+35 0.0000 0.00 Q 0+40 0.0001 0.00 Q I I I 0+45 0.0001 0.00 Q I I I 0+50 0.0001 0.00 Q I 0+55 0.0001 0.00 Q 1+ 0 0.0001 0.00 Q I I 1+ 5 0.0001 0.00 Q 1+10 0.0001 0.00 Q I I I ' 1+15 0.0001 0.00 Q 1+20 0.0001 0.00 Q I I I 1+25 0.0001 0.00 Q 1+30 0.0001 0.00 Q I ' 1+35 0.0001 0.00 Q 1+40 0.0002 0.00 Q I I 1+45 0.0002 0.00 Q I I I ' 1+50 0.0002 0.00 Q I I I 1+55 0.0002 0.00 Q I I 2+ 0 0.0002 0.00 Q I I 2+ 5 0.0002 0.00 Q ' 2+10 0.0002 0.00 Q 2+15 0.0002 0.00 Q 2+20 0.0002 0.00 Q 2+25 0.0003 0.00 Q 2+30 0.0003 0.00 Q 2+35 0.0003 0.00 Q I I 2+40 0.0003 0.00 Q 2+45 0.0003 0.00 Q I I 1 1 I 2+50 0.0003 0.00 Q 2+55 0.0003 0.00 Q 3+ 0 0.0003 0.00 Q 3+ 5 0.0004 0.00 Q 3+10 0.0004 0.00 Q 3+15 0.0004 0.00 Q 3+20 0.0004 0.00 Q 3+25 0.0004 0.00 Q 3+30 0.0004 0.00 Q 3+35 0.0004 0.00 Q 3+40 0.0005 0.00 Q 3+45 0.0005 0.00 Q 3+50 0.0005 0.00 Q 3+55 0.0005 0.00 Q 4+ 0 0.0005 0.00 Q 4+ 5 0.0005 0.00 Q 4+10 0.0005 0.00 Q 4+15 0.0006 0.00 Q 4+20 0.0006 0.00 Q 4+25 0.0006 0.00 Q 4+30 0.0006 0.00 Q 4+35 0.0006 0.00 QV 4+40 0.0007 0.00 QV 4+45 0.0007 0.00 QV 4+50 0.0007 0.00 QV 4+55 0.0007 0.00 QV 5+ 0 0.0007 0.00 QV 5+ 5 0.0008 0.00 QV 5+10 0.0008 0.00 QV 5+15 0.0008 0.00 QV 5+20 0.0008 0.00 QV 5+25 0.0008 0.00 QV 5+30 0.0008 0.00 QV 5+35 0.0009 0.00 QV 5+40 0.0009 0.00 QV 5+45 0.0009 0.00 QV 5+50 0.0009 0.00 QV 5+55 0.0010 0.00 QV ' 6+ 0 0.0010 0.00 QV 6+ 5 0.0010 0.00 QV 6+10 0.0010 0.00 QV 6+15 0.0011 0.00 QV 6+20 0.0011 0.00 QV 6+25 0.0011 0.00 QV 6+30 0.0011 0.00 QV 6+35 0.0012 0.00 QV 6+40 0.0012 0.00 QV 6+45 0.0012 0.00 QV 6+50 0.0012 0.00 QV ' 6+55 0.0013 0.00 Q V 7+ 0 0.0013 0.00 Q V 7+ 5 0.0013 0.00 Q V 7+10 0.0013 0.00 Q V 7+15 0.0014 0.00 Q V 7+20 0.0014 0.00 Q V 7+25 0.0014 0.00 Q V 7+30 0.0015 0.00 Q V I 7+35 0.0015 0.00 Q v 7+40 0.0015 0.00 Q v 7+45 0.0016 0.00 Q V 7+50 0.0016 0.00 Q v 7+55 0.0016 0.01 Q v 8+ 0 0.0017 0.01 Q v 8+ 5 0.0017 0.01 Q v ' 8+10 0.0017 0.01 Q v 8+15 0.0018 0.01 Q V 8+20 0.0018 0.01 Q v ' 8+25 0.0019 0.01 Q v 8+30 0.0019 0.01 Q V 8+35 0.0019 0.01 Q v 8+40 0.0020 0.01 Q v ' 8+45 0.0020 0.01 Q V 8+50 0.0021 0.00 Q v 8+55 0.0021 0.00 Q v ' 9+ 0 0.0021 0.00 Q v 9+ 5 0.0021 0.01 Q v 9+10 0.0022 0.01 Q V ' 9+15 9+20 0.0023 0.0024 0.01 0.01 Q Q V V 9+25 0.0025 0.02 Q V 9+30 0.0026 0.02 Q V 9+35 0.0027 0.02 Q V ' 9+40 0.0028 0.02 Q V 9+45 0.0030 0.02 Q V 9+50 0.0031 0.02 Q V 9+55 0.0033 0.02 Q V 10+ 0 0.0035 0.03 Q v 10+ 5 0.0036 0.02 Q v 10+10 0.0037 0.01 Q V ' 10+15 0.0037 0.01 Q v 10+20 0.0038 0.01 Q v 10+25 0.0038 0.01 Q v ' 10+30 0.0039 0.01 Q V 10+35 0.0039 0.01 Q v 10+40 0.0041 0.02 Q v 10+45 0.0042 0.02 Q v ' 10+50 0.0043 0.02 Q v 10+55 0.0045 0.02 Q v 11+ 0 0.0046 0.02 Q v ' 11+ 5 0.0048 0.02 Q v 11+10 0.0049 0.02 Q v 11+15 0.0050 0.02 Q V ' 11+20 11+25 0.0051 0.0053 0.02 0.02 Q Q V v 11+30 0.0054 0.02 Q v 11+35 0.0055 0.02 Q v 11+40 0.0056 0.01 Q VI ' 11+45 0.0057 0.01 Q VI 11+50 0.0058 0.01 Q VI 11+55 0.0059 0.02 Q VI ' 12+ 0 0.0060 0.02 Q VI 12+ 5 0.0062 0.03 Q V 12+10 0.0065 0.04 Q v 12+15 0.0068 0.04 Q V 12+20 0.0071 0.05 Q IV 12+25 0.0074 0.05 Q I v 12+30 0.0078 0.05 Q I V 12+35 0.0082 0.05 Q I v I I 12+40 0.0086 0.06 Q v 12+45 0.0090 0.06 Q V I ' 12+50 0.0094 0.06 Q V 12+55 0.0098 0.06 Q v I I 13+ 0 0.0103 0.06 Q I v I 13+ 5 0.0107 0.07 Q I v I 13+10 0.0113 0.08 Q I v l 13+15 0.0119 0.08 Q I VI 13+20 0.0125 0.08 Q v ' 13+25 0.0130 0.09 Q I IV 13+30 0.0136 0.09 Q I I v 13+35 0.0141 0.07 Q I v 13+40 0.0145 0.05 Q I v ' 13+45 0.0148 0.04 Q v I 13+50 0.0151 0.04 Q I V 13+55 0.0154 0.04 Q I v ' 14+ 0 0.0157 0.04 Q I I V I 14+ 5 0.0160 0.05 Q I v 14+10 0.0164 0.06 Q I I v I 14+15 0.0168 0.06 Q I I v 14+20 0.0172 0.06 Q i v 14+25 0.0176 0.06 Q I V 14+30 0.0180 0.06 Q I v 14+35 0.0184 0.06 Q I VI 14+40 0.0188 0.06 Q I V 14+45 0.0192 0.06 Q I I v 14+50 0.0195 0.06 Q v ' 14+55 0.0199 0.05 Q I v 15+ 0 0.0203 0.05 Q I V 15+ 5 0.0207 0.05 Q I v 15+10 0.0210 0.05 Q I I v ' 15+15 0.0214 0.05 Q I I I v 15+20 0.0217 0.05 Q I I I v 15+25 0.0220 0.05 Q I v ' 15+30 0.0224 0.05 Q v 15+35 0.0226 0.04 Q v 15+40 0.0229 0.03 Q I I v 15+45 0.0231 0.03 Q I I I v ' 15+50 0.0233 0.03 Q I I I v 15+55 0.0236 0.03 Q I v 16+ 0 0.0238 0.03 Q I I v 16+ 5 0.0239 0.02 Q I I v 16+10 0.0240 0.01 Q 16+15 0.0240 0.00 Q I I I v 16+20 0.0240 0.00 Q I I V 16+25 0.0240 0.00 Q I I v 16+30 0.0240 0.00 Q V 16+35 0.0241 0.00 Q v 16+40 0.0241 0.00 Q v ' 16+45 0.0241 0.00 Q I I v 16+50 0.0241 0.00 Q I I I v 16+55 0.0241 0.00 Q 17+ 0 0.0241 0,00 Q v p I 17+ 5 0.0241 0.00 Q 17+10 0.0241 0.00 Q 17+15 0.0241 0.00 Q 17+20 0.0241 0.00 Q 17+25 0.0242 0.00 Q 17+30 0.0242 0.00 Q 17+35 0.0242 0.00 Q 17+40 0.0242 0.00 Q 17+45 0.0242 0.00 Q 17+50 0.0242 0.00 Q 17+55 0.0242 0.00 Q 18+ 0 0.0242 0.00 Q 18+ 5 0.0243 0.00 Q ' 18+10 0.0243 0.00 Q 18+15 0.0243 0.00 Q 18+20 0.0243 0.00 Q 18+25 0.0243 0.00 Q ' 18+30 0.0243 0.00 Q 18+35 0.0243 0.00 Q 18+40 0.0243 0.00 Q t 18+45 0.0243 0.00 Q 18+50 0.0243 0.00 Q 18+55 0.0244 0.00 Q 19+ 0 0.0244 0.00 Q 19+ 5 0.0244 0.00 Q 19+10 0.0244 0.00 Q 19+15 0.0244 0.00 Q 19+20 0.0244 0.00 Q 19+25 0.0244 0.00 Q 19+30 0.0244 0.00 Q 19+35 0.0244 0.00 Q 19+40 0.0244 0.00 Q 19+45 0.0244 0.00 Q 19+50 0.0244 0.00 Q 19+55 0.0245 0.00 Q ' 20+ 0 0.0245 0.00 Q 20+ 5 0.0245 0.00 Q 20+10 0.0245 0.00 Q 20+15 0.0245 0.00 Q 20+20 0.0245 0.00 Q 20+25 0.0245 0.00 Q 20+30 0.0245 0.00 Q ' 20+35 0.0245 0.00 Q 20+40 0.0245 0.00 Q 20+45 0.0245 0.00 Q ' 20+50 0.0245 0.00 Q 20+55 0.0245 0.00 Q 21+ 0 0.0245 0.00 Q 21+ 5 0.0246 0.00 Q ' 21+10 0.0246 0.00 Q 21+15 0.0246 0.00 Q 21+20 0.0246 0.00 Q ' 21+25 0.0246 0.00 Q 21+30 0.0246 0.00 Q 21+35 0.0246 0.00 Q 21+40 0.0246 0.00 Q 21+45 0.0246 0.00 Q 21+50 0.0246 0.00 Q I I V 21+55 0.0246 0.00 Q I I V 22+ 0 0.0246 0.00 Q VI 22+ 5 0.0246 0.00 Q I VI 22+10 0.0246 0.00 Q VI 22+15 0.0247 0.00 Q VI 22+20 0.0247 0.00 Q I VI 22+25 0.0247 0.00 Q I I V 22+30 0.0247 0.00 Q I VI 22+35 0.0247 0.00 Q ' 22+40 0.0247 0.00 Q I ( I V 22+45 0.0247 0.00 Q I I VI 22+50 0.0247 0.00 Q I VI ' 22+55 0.0247 0.00 Q V 23+ 0 0.0247 0.00 QI I I 23+ 5 0.0247 0.00 Q V 23+10 0.0247 0.00 Q I I V ' 23+15 0.0247 0.00 Q I I I V 23+20 0.0247 0.00 Q I I VI 23+25 0.0247 0.00 Q I ( VI ' 23+30 0.0247 0.00 Q I I VI 23+35 0.0247 0.00 Q V 23+40 0.0248 0.00 Q VI 23+45 0.0248 0.00 Q I VI 23+50 0.0248 0.00 Q 23+55 0.0248 0.00 Q I I V 24+ 0 ,� 0.0248 0.00 Q I I V 24+ 5 0.0248 0.00 Q I I VI 24+10 0.0248 0.00 Q VI 24+15 0.0248 0.00 Q I V 24+20 0.0248 0.00 Q V J 1 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 01/17/08 File: 252410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ________________________________________________________________________ ' Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4035 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used ' English Units used in output format --------------------------------------------------------------------- Drainage Area = 0 55(Ac ) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.55(Ac.) _ 0.001 Sq. Mi. Length along longest watercourse = 190.06(Ft.) Length along longest watercourse measured to centroid = 95.00(Ft.) Length along longest watercourse = 0.036 Mi. ' Length along longest watercourse measured to centroid = 0.018 Mi. Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. Average Manning's 'N' = 0.072 ' Lag time = 0.048 Hr. Lag time = 2.90 Min. 25% of lag time = 0.73 Min. 40% of lag time = 1.16 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) ' 2 YEAR Area rainfall data: [J 1 Area(Ac.)[1] Rainfall(In)[2] 0.55 1.80 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 0.55 4.50 STORM EVENT (YEAR) = 10.00 Weighting[1*2] 0.99 Weighting[1*2] 2.48 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.550 87.00 0.750 Total Area Entered = 0.55(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 87.0 73.2 0.324 0.750 0.105 1.000 0.105 Sum (F) = 0.105 Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 (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 DESERT S -Curve ------------------- Unit H dro ra h Data ---------------- --------- --------- ------------ Unit time period Time % of lag Distribution Unit Hydrograph ----(hrs) - -------------------------Graph % (CFS) ----------------------- --------- 1 0.083 172.262 36.772 0.204 ' 2 0.167 344.524 47.499 0.263 3 0.250 516.786 10.460 0.058 4 0.333 689.048 3.618 0.020 5 0.417 861.310 1.650 0.009 Sum = 100.000 Sum=- 0.554 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.023 0.187 0.021 0.00 2 0.17 0.07 0.023 0.186 0.021 0.00 3 0.25 0.07 0.023 0.185 0.021 0.00 4 0.33 0.10 0.035 0.185 0.031 0.00 5 0.42 0.10 0.035 0.184 0.031 0.00 1 6 0.50 0.10 0.035 0.183 0.031 0.00 7 0.58 0.10 0.035 0.182 0.031 0.00 8 0.67 0.10 0.035 0.182 0.031 0.00 9 0.75 0.10 0.035 0.181 0.031 0.00 10 0.83 0.13 0.047 0.180 0.042 0.00 11 0.92 0.13 0.047 0.180 0.042 0.00 12 1.00 0.13 0.047 0.179 0.042 0.00 13 1.08 0.10 0.035 0.178 0.031 0.00 14 1.17 0.10 0.035 0.178 0.031 0.00 15 1.25 0.10 0.035 0.177 0.031 0.00 I 1 1 0 1 16 1.33 0.10 0.035 0.176 0.031 0.00 17 1.42 0.10 0.035 0.175 0.031 0.00 18 1.50 0.10 0.035 0.175 0.031 0.00 19 1.58 0.10 0.035 0.174 0.031 0.00 20 1.67 0.10 0.035 0.173 0.031 0.00 21 1.75 0.10 0.035 0.173 0.031 0.00 22 1.83 0.13 0.047 0.172 0.042 0.00 23 1.92 0.13 0.047 0.171 0.042 0.00 24 2.00 0.13 0.047 0.171 0.042 0.00 25 2.08 0.13 0.047 0.170 0.042 0.00 26 2.17 0.13 0.047 0.169 0.042 0.00 27 2.25 0.13 0.047 0.168 0.042 0.00 28 2.33 0.13 0.047 0.168 0.042 0.00 29 2.42 0.13 0.047 0.167 0.042 0.00 30 2.50 0.13 0.047 0.166 0.042 0.00 31 2.58 0.17 0.058 0.166 0.052 0.01 32 2.67 0.17 0.058 0.165 0.052 0.01 33 2.75 0.17 0.058 0.164 0.052 0.01 34 2.83 0.17 0.058 0.164 0.052 0.01 35 2.92 0.17 0.058 0.163 0.052 0.01 36 3.00 0.17 0.058 0.162 0.052 0.01 37 3.08 0.17 0.058 0.162 0.052 0.01 38 3.17 0.17 0.058 0.161 0.052 0.01 39 3.25 0.17 0.058 0.160 0.052 0.01 40 3.33 0.17 0.058 0.160 0.052 0.01 41 3.42 0.17 0.058 0.159 0.052 0.01 42 3.50 0.17 0.058 0.158 0.052 0.01 43 3.58 0.17 0.058 0.158 0.052 0.01 44 3.67 0.17 0.058 0.157 0.052 0.01 45 3.75 0.17 0.058 0.156 0.052 0.01 46 3.83 0.20 0.070 0.156 0.063 0.01 47 3.92 0.20 0.070 0.155 0.063 0.01 48 4.00 0.20 0.070 0.154 0.063 0.01 49 4.08 0.20 0.070 0.154 0.063 0.01 50 4.17 0.20 0.070 0.153 0.063 0.01 51 4.25 0.20 0.070 0.152 0.063 0.01 52 4.33 0.23 0.082 0.152 0.073 0.01 53 4.42 0.23 0.082 0.151 0.073 0.01 54 4.50 0.23 0.082 0.150 0.073 0.01 55 4.58 0.23 0.082 0.150 0.073 0.01 56 4.67 0.23 0.082 0.149 0.073 0.01 57 4.75 0.23 0.082 0.149 0.073 0.01 58 4.83 0.27 0.093 0.148 0.084 0.01 59 4.92 0.27 0.093 0.147 0.084 0.01 60 5.00 0.27 0.093 0.147 0.084 0.01 61 5.08 0.20 0.070 0.146 0.063 0.01 62 5.17 0.20 0.070 0.145 0.063 0.01 63 5.25 0.20 0.070 0.145 0.063 0.01 64 5.33 0.23 0.082 0.144 0.073 0.01 65 5.42 0.23 0.082 0.143 0.073 0.01 66 5.50 0.23 0.082 0.143 0.073 0.01 67 5.58 0.27 0.093 0.142 0.084 0.01 68 5.67 0.27 0.093 0.142 0.084 0.01 69 5.75 0.27 0.093 0.141 0.084 0.01 70 5.83 0.27 0.093 0.140 0.084 0.01 71 5.92 0.27 0.093 0.140 0.084 0.01 72 6.00 0.27 0.093 0.139 0.084 0.01 i: h 0 1 1 73 6.08 0.30 0.105 0.138 0.094 0.01 74 6.17 0.30 0.105 0.138 0.094 0.01 75 6.25 0.30 0.105 0.137 0.094 0.01 76 6.33 0.30 0.105 0.137 0.094 0.01 77 6.42 0.30 0.105 0.136 0.094 0.01 78 6.50 0.30 0.105 0.135 0.094 0.01 79 6.58 0.33 0.116 0.135 0.105 0.01 80 6.67 0.33 0.116 0.134 0.105 0.01 81 6.75 0.33 0.116 0.134 0.105 0.01 82 6.83 0.33 0.116 0.133 0.105 0.01 83 6.92 0.33 0.116 0.132 0.105 0.01 84 7.00 0.33 0.116 0.132 0.105 0.01 85 7.08 0.33 0.116 0.131 0.105 0.01 86 7.17 0.33 0.116 0.131 0.105 0.01 87 7.25 0.33 0.116 0.130 0.105 0.01 88 7.33 0.37 0.128 0.129 0.115 0.01 89 7.42 0.37 0.128 0.129 0.115 0.01 90 7.S0 0.37 0.128 0.128 0.115 0.01 91 7.58 0.40 0.140 0.128 --- 0.01 92 7.67 0.40 0.140 0.127 --- 0.01 93 7.75 0.40 0.140 0.126 --- 0.01 94 7.83 0.43 0.151 0.126 --- 0.03 95 7.92 0.43 0.151 0.125 --- 0.03 96 8.00 0.43 0.151 0.125 --- 0.03 97 8.08 0.50 0.175 0.124 --- 0.05 98 8.17 0.50 0.175 0.124 --- 0.05 99 8.25 0.50 0.175 0.123 --- 0.05 100 8.33 0.50 0.175 0.122 --- 0.05 101 8.42 0.50 0.175 0.122 --- 0.05 102 8.50 0.50 0.175 0.121 --- 0.05 103 8.58 0.53 0.186 0.121 --- 0.07 104 8.67 0.53 0.186 0.120 --- 0.07 105 8.75 0.53 0.186 0.120 --- 0.07 106 8.83 0.57 0.198 0.119 --- 0.08 107 8.92 0.57 0.198 0.118 --- 0.08 108 9.00 0.57 0.198 0.118 --- 0.08 109 9.08 0.63 0.221 0.117 --- 0.10 110 9.17 0.63 0.221 0.117 --- 0.10 111 9.25 0.63 0.221 0.116 --- 0.11 112 9.33 0.67 0.233 0.116 --- 0.12 113 9.42 0.67 0.233 0.115 --- 0.12 114 9.50 0.67 0.233 0.115 --- 0.12 115 9.58 0.70 0.245 0.114 --- 0.13 116 9.67 0.70 0.245 0.113 --- 0.13 117 9.75 0.70 0.245 0.113 --- 0.13 118 9.83 0.73 0.256 0.112 --- 0.14 119 9.92 0.73 0.256 0.112 --- 0.14 120 10.00 0.73 0.256 0.111 --- 0.14 121 10.08 0.50 0.175 0.111 --- 0.06 122 10.17 0.50 0.175 0.110 --- 0.06 123 10.25 0.50 0.175 0.110 --- 0.06 124 10.33 0.50 0.175 0.109 --- 0.07 125 10.42 0.50 0.175 0.109 --- 0.07 126 10.50 0.50 0.175 0.108 --- 0.07 127 10.58 0.67 0.233 0.108 --- 0.13 128 10.67 0.67 0.233 0.107 --- 0.13 129 10.75 0.67 0.233 0.107 --- 0.13 I 1 0 130 10.83 0.67 0.233 0.106 --- 0.13 131 10.92 0.67 0.233 0.105 --- 0.13 132 11.00 0.67 0.233 0.105 --- 0.13 133 11.08 0.63 0.221 0.104 --- 0.12 134 11.17 0.63 0.221 0.104 --- 0.12 135 11.25 0.63 0.221 0.103 --- 0.12 136 11.33 0.63 0.221 0.103 --- 0.12 137 11.42 0.63 0.221 0.102 --- 0.12 138 11.50 0.63 0.221 0.102 --- 0.12 139 11.58 0.57 0.198 0.101 --- 0.10 140 11.67 0.57 0.198 0.101 --- 0.10 141 11.75 0.57 0.198 0.100 --- 0.10 142 11.83 0.60 0.210 0.100 --- 0.11 143 11.92 0.60 0.210 0.099 --- 0.11 144 12.00 0.60 0.210 0.099 --- 0.11 145 12.08 0.83 0.291 0.098 --- 0.19 146 12.17 0.83 0.291 0.098 --- 0.19 147 12.25 0.83 0.291 0.097 - -- 0.19 148 12.33 0.87 0.303 0.097 --- 0.21 149 12.42 0.87 0.303 0.096 --- 0.21 150 12.50 0.87 0.303 0.096 --- 0.21 151 12.58 0.93 0.326 0.095 --- 0.23 152 12.67 0.93 0.326 0.095 --- 0.23 153 12.75 0.93 0.326 0.094 --- 0.23 154 12.83 0.97 0.338 0.094 --- 0.24 155 12.92 0.97 0.338 0.094 --- 0.24 156 13.00 0.97 0.338 0.093 --- 0.24 157 13.08 1.13 0.396 0.093 --- 0.30 158 13.17 1.13 0.396 0.092 --- 0.30 159 13.25 1.13 0.396 0.092 --- 0.30 160 13.33 1.13 0.396 0.091 --- 0.30 161 13.42 1.13 0.396 0.091 --- 0.31 162 13.50 1.13 0.396 0.090 --- 0.31 163 13.58 0.77 0.268 0.090 --- 0.18 164 13.67 0.77 0.268 0.089 --- 0.18 165 13.75 0.77 0.268 0.089 --- 0.18 166 13.83 0.77 0.268 0.088 --- 0.18 167 13.92 0.77 0.268 0.088 --- 0.18 168 14.00 0.77 0.268 0.088 --- 0.18 169 14.08 0.90 0.314 0.087 --- 0.23 170 14.17 0.90 0.314 0.087 --- 0.23 171 14.25 0.90 0.314 0.086 --- 0.23 172 14.33 0.87 0.303 0.086 --- 0.22 173 14.42 0.87 0.303 0.085 --- 0.22 174 14.50 0.87 0.303 0.085 --- 0.22 175 14.58 0.87 0.303 0.084 --- 0.22 176 14.67 0.87 0.303 0.084 --- 0.22 177 14.75 0.87 0.303 0.084 --- 0.22 178 14.83 0.83 0.291 0.083 --- 0.21 179 14.92 0.83 0.291 0.083 --- 0.21 180 15.00 0.83 0.291 0.082 --- 0.21 181 15.08 0.80 0.279 0.082 --- 0.20 182 15.17 0.80 0.279 0.081 --- 0.20 183 15.25 0.80 0.279 0.081 --- 0.20 184 15.33 0.77 0.268 0.081 --- 0.19 185 15.42 0.77 0.268 0.080 --- 0.19 186 15.50 0.77 0.268 0.080 --- 0.19 E i I 187 15.58 0.63 0.221 0.079 --- 0.14 188 15.67 0.63 0.221 0.079 --- 0.14 189 15.75 0.63 0.221 0.079 --- 0.14 190 15.83 0.63 0.221 0.078 --- 0.14 191 15.92 0.63 0.221 0.078 --- 0.14 192 16.00 0.63 0.221 0.077 - -- 0.14 193 16.08 0.13 0.047 0.077 0.042 0.00 194 16.17 0.13 0.047 0.077 0.042 0.00 195 16.25 0.13 0.047 0.076 0.042 0.00 196 16.33 0.13 0.047 0.076 0.042 0.00 197 16.42 0.13 0.047 0.075 0.042 0.00 198 16.50 0.13 0.047 0.075 0.042 0.00 199 16.58 0.10 0.035 0.075 0.031 0.00 200 16.67 0.10 0.035 0.074 0.031 0.00 201 16.75 0.10 0.035 0.074 0.031 0.00 202 16.83 0.10 0.035 0.074 0.031 0.00 203 16.92 0.10 0.035 0.073 0.031 0.00 204 17.00 0.10 0.035 0.073 0.031 0.00 205 17.08 0.17 0.058 0.072 0.052 0.01 206 17.17 0.17 0.058 0.072 0.052 0.01 207 17.25 0.17 0.058 0.072 0.052 0.01 208 17.33 0.17 0.058 0.071 0.052 0.01 209 17.42 0.17 0.058 0.071 0.052 0.01 210 17.50 0.17 0.058 0.071 0.052 0.01 211 17.58 0.17 0.058 0.070 0.052 0.01 212 17.67 0.17 0.058 0.070 0.052 0.01 213 17.75 0.17 0.058 0.070 0.052 0.01 214 17.83 0.13 0.047 0.069 0.042 0.00 215 17.92 0.13 0.047 0.069 0.042 0.00 216 18.00 0.13 0.047 0.069 0.042 0.00 217 18.08 0.13 0.047 0.068 0.042 0.00 218 18.17 0.13 0.047 0.068 0.042 0.00 219 18.25 0.13 0.047 0.068 0.042 0.00 220 18.33 0.13 0.047 0.067 0.042 0.00 221 18.42 0.13 0.047 0.067 0.042 0.00 222 18.50 0.13 0.047 0.067 0.042 0.00 223 18.58 0.10 0.035 0.066 0.031 0.00 224 18.67 0.10 0.035 0.066 0.031 0.00 225 18.75 0.10 0.035 0.066 0.031 0.00 226 18.83 0.07 0.023 0.065 0.021 0.00 227 18.92 0.07 0.023 0.065 0.021 0.00 228 19.00 0.07 0.023 0.065 0.021 0.00 229 19.08 0.10 0.035 0.064 0.031 0.00 230 19.17 0.10 0.035 0.064 0.031 0.00 231 19.25 0.10 0.035 0.064 0.031 0.00 232 19.33 0.13 0.047 0.063 0.042 0.00 233 19.42 0.13 0.047 0.063 0.042 0.00 234 19.50 0.13 0.047 0.063 0.042 0.00 235 19.58 0.10 0.035 0.063 0.031 0.00 236 19.67 0.10 0.035 0.062 0.031 0.00 237 19.75 0.10 0.035 0.062 0.031 0.00 238 19.83 0.07 0.023 0.062 0.021 0.00 239 19.92 0.07 0.023 0.061 0.021 0.00 240 20.00 0.07 0.023 0.061 0.021 0.00 241 20.08 0.10 0.035 0.061 0.031 0.00 242 20.17 0.10 0.035 0.061 0.031 0.00 243 20.25 0.10 0.035 0.060 0.031 0.00 I 11 a 11 244 20.33 0.10 0.035 0.060 0.031 0.00 245 20.42 0.10 0.035 0.060 0.031 0.00 246 20.50 0.10 0.035 0.060 0.031 0.00 247 20.58 0.10 0.035 0.059 0.031 0.00 248 20.67 0.10 0.035 0.059 0.031 0.00 249 20.75 0.10 0.035 0.059 0.031 0.00 250 20.83 0.07 0.023 0.059 0.021 0.00 251 20.92 0.07 0.023 0.058 0.021 0.00 252 21.00 0.07 0.023 0.058 0.021 0.00 253 21.08 0.10 0.035 0.058 0.031 0.00 254 21.17 0.10 0.035 0.058 0.031 0.00 255 21.25 0.10 0.035 0.057 0.031 0.00 256 21.33 0.07 0.023 0.057 0.021 0.00 257 21.42 0.07 0.023 0.057 0.021 0.00 258 21.50 0.07 0.023 0.057 0.021 0.00 259 21.58 0.10 0.035 0.057 0.031 0.00 260 21.67 0.10 0.035 0.056 0.031 0.00 261 21.75 0.10 0.035 0.056 0.031 0.00 262 21.83 0.07 0.023 0.056 0.021 0.00 263 21.92 0.07 0.023 0.056 0.021 0.00 264 22.00 0.07 0.023 0.056 0.021 0.00 265 22.08 0.10 0.035 0.055 0.031 0.00 266 22.17 0.10 0.035 0.055 0.031 0.00 267 22.25 0.10 0.035 0.055 0.031 0.00 268 22.33 0.07 0.023 0.055 0.021 0.00 269 22.42 0.07 0.023 0.055 0.021 0.00 270 22.50 0.07 0.023 0.055 0.021 0.00 271 22.58 0.07 0.023 0.054 0.021 0.00 272 22.67 0.07 0.023 0.054 0.021 0.00 273 22.75 0.07 0.023 0.054 0.021 0.00 274 22.83 0.07 0.023 0.054 0.021 0.00 275 22.92 0.07 0.023 0.054 0.021 0.00 276 23.00 0.07 0.023 0.054 0.021 0.00 277 23.08 0.07 0.023 0.054 0.021 0.00 278 23.17 0.07 0.023 0.053 0.021 0.00 279 23.25 0.07 0.023 0.053 0.021 0.00 280 23.33 0.07 0.023 0.053 0.021 0.00 281 23.42 0.07 0.023 0.053 0.021 0.00 282 23.50 0.07 0.023 0.053 0.021 0.00 283 23.58 0.07 0.023 0.053 0.021 0.00 284 23.67 0.07 0.023 0.053 0.021 0.00 285 23.75 0.07 0.023 0.053 0.021 0.00 286 23.83 0.07 0.023 0.053 0.021 0.00 287 23.92 0.07 0.023 0.053 0.021 0.00 288 24.00 0.07 0.023 0.053 0.021 0.00 Sum = 100.0 Sum = 16.0 Flood volume = Effective rainfall 1.33(In) times area 0.6(AC.)/[(In)/(Ft.)] = 0.1(AC.Ft) Total soil loss = 1.58(In) Total soil loss = 0.072(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 2655.2 Cubic Feet Total soil loss = 3156.2 Cubic Feet Peak flow rate of this hydrograph = 0.169(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ i I Ll LI [1 24 - H O U R S T O R M R u n o f f ------- H y d -r o g r a p h ------------------- Hydrograph in 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 0+45 0.0001 0.00 Q 0+50 0.0001 0.00 Q 0+55 0.0001 0.00 Q 1+ 0 0.0001 0.00 Q 1+ 5 0.0002 0.00 Q 1+10 0.0002 0.00 Q 1+15 0.0002 0.00 Q 1+20 0.0002 0.00 Q 1+25 0.0002 0.00 Q 1+30 0.0002 0.00 Q 1+35 0.0002 0.00 Q 1+40 0.0003 0.00 Q 1+45 0.0003 0.00 Q 1+50 0.0003 0.00 Q 1+55 0.0003 0.00 Q 2+ 0 0.0003 0.00 Q 2+ 5 0.0003 0.00 Q 2+10 0.0004 0.00 Q 2+15 0.0004 0.00 Q 2+20 0.0004 0.00 Q 2+25 0.0004 0.00 Q 2+30 0.0004 0.00 Q 2+35 0.0004 0.00 Q 2+40 0.0005 0.00 Q 2+45 0.0005 0.00 Q 2+50 0.0005 0.00 Q 2+55 0.0005 0.00 Q 3+ 0 0.0006 0.00 Q 3+ 5 0.0006 0.00 Q 3+10 0.0006 0.00 Q 3+15 0.0006 0.00 Q 3+20 0.0006 0.00 Q 3+25 0.0007 0.00 Q 3+30 0.0007 0.00 Q 3+35 0.0007 0.00 Q 3+40 0.0007 0.00 Q 3+45 0.0008 0.00 Q 3+50 0.0008 0.00 Q 3+55 0.0008 0.00 Q 4+ 0 0.0008 0.00 Q 4+ 5 0.0009 0.00 Q I u lb [_1 I 4+10 0.0009 0.00 Q 4+15 0.0009 0.00 Q 4+20 0.0009 0.00 Q 4+25 0.0010 0.00 Q 4+30 0.0010 0.00 Q 4+35 0.0010 0.00 Q 4+40 0.0011 0.00 Q 4+45 0.0011 0.00 Q 4+50 0.0011 0.00 Q 4+55 0.0012 0.01 Q 5+ 0 0.0012 0.01 Q 5+ 5 0.0012 0.00 Q 5+10 0.0013 0.00 Q 5+15 0.0013 0.00 Q 5+20 0.0013 0.00 Q 5+25 0.0013 0.00 Q 5+30 0.0014 0.00 Q 5+35 0.0014 0.00 Q 5+40 0.0014 0.01 Q 5+45 0.0015 0.01 Q 5+50 0.0015 0.01 Q 5+55 0.0015 0.01 QV 6+ 0 0.0016 0.01 QV 6+ 5 0.0016 0.01 QV 6+10 0.0017 0.01 QV 6+15 0.0017 0.01 QV 6+20 0.0017 0.01 QV 6+25 0.0018 0.01 QV 6+30 0.0018 0.01 QV 6+35 0.0019 0.01 QV 6+40 0.0019 0.01 QV 6+45 0.0019 0.01 QV 6+50 0.0020 0.01 QV 6+55 0.0020 0.01 QV 7+ 0 0.0021 0.01 QV 7+ 5 0.0021 0.01 QV 7+10 0.0022 0.01 QV 7+15 0.0022 0.01 QV 7+20 0.0023 0.01 QV 7+25 0.0023 0.01 QV 7+30 0.0024 0.01 QV 7+35 0.0024 0.01 QV 7+40 0.0025 0.01 QV 7+45 0.0025 0.01 QV 7+50 0.0026 0.01 QV 7+55 0.0027 0.01 QV 8+ 0 0.0028 0.01 QV 8+ 5 0.0029 0.02 QV 8+10 0.0031 0.03 Q V 8+15 0.0033 0.03 Q V 8+20 0.0035 0.03 Q V 8+25 0.0037 0.03 Q V 8+30 0.0039 0.03 Q V 8+35 0.0041 0.03 Q V 8+40 0.0043 0.04 Q V 8+45 0.0046 0.04 Q V 8+50 0.0048 0.04 Q V I u I a I 8+55 0.0051 0.04 Q V I 9+ 0 0.0054 0.04 Q V I 9+ 5 0.0058 0.05 Q V 9+10 0.0062 0.06 Q V 9+15 0.0066 0.06 Q V 9+20 0.0070 0.06 Q V 9+25 0.0074 0.06 Q V 9+30 0.0079 0.07 Q V 9+35 0.0083 0.07 Q V 9+40 0.0088 0.07 Q V 9+45 0.0093 0.07 Q V 9+50 0.0098 0.08 Q V 9+55 0.0104 0.08 Q V 10+ 0 0.0109 0.08 Q V 10+ 5 0.0114 0.06 Q V 10+10 0.0117 0.04 Q V 10+15 0.0119 0.04 Q V 10+20 0.0122 0.04 Q V 10+25 0.0124 0.04 Q V 10+30 0.0127 0.04 Q V 10+35 0.0130 0.05 Q V 10+40 0.0135 0.06 Q V I 10+45 0.0139 0.07 Q VI I 10+50 0.0144 0.07 Q VI I 10+55 0.0149 0.07 Q VI 11+ 0 0.0154 0.07 Q V I 11+ 5 0.0159 0.07 Q V I 11+10 0.0163 0.07 Q V 11+15 0.0168 0.07 Q V I 11+20 0.0172 0.07 Q IV I 11+25 0.0177 0.07 Q IV I 11+30 0.0181 0.07 Q IV 11+35 0.0185 0.06 Q I V 11+40 0.0189 0.06 Q I V 11+45 0.0193 0.05 Q I V 11+50 0.0197 0.06 Q I V 11+55 0.0201 0.06 Q I V 12+ 0 0.0205 0.06 Q I V 12+ 5 0.0211 0.08 Q I V 12+10 0.0217 0.10 Q I V 12+15 0.0225 0.10 Q I V 12+20 0.0232 0.11 Q V 12+25 0.0240 0.11 Q V I 12+30 0.0248 0.11 Q V I 12+35 0.0256 0.12 Q V 12+40 0.0265 0.13 Q V 12+45 0.0274 0.13 Q V 12+50 0.0283 0.13 Q V 12+55 0.0292 0.13 Q I V 13+ 0 0.0301 0.14 Q I V 13+ 5 0.0311 0.15 Q V 13+10 0.0322 0.16 Q I 13+15 0.0334 0.17 Q IV I V 13+20 0.0346 0.17 QV 13+25 0.0357 0.17 Q V 13+30 0.0369 0.17 Q V 13+35 0.0379 0.14 Q I V I I [1 i 11 I u I 11 13+40 0.0386 0.11 Q _ V 13+45 0.0393 0.10 Q V 13+50 0.0400 0.10 Q V 13+55 0.0407 0.10 Q V 14+ 0 0.0414 0.10 Q V 14+ 5 0.0422 0.11 Q I I V 14+10 0.0430 0.12 Q V 14+15 0.0439 0.12 Q I V 14+20 0.0447 0.12 Q V� 14+25 0.0455 0.12 Q V� 14+30 0.0464 0.12 Q V 14+35 0.0472 0.12 Q V 14+40 0.0480 0.12 Q IV 14+45 0.0489 0.12 Q I I V 14+50 0.0497 0.12 Q V 14+55 0.0505 0.12 Q I V 15+ 0 0.0513 0.12 Q I I V 15+ 5 0.0521 0.11 Q V 15+10 0.0528 0.11 Q V 15+15 0.0536 0.11 Q V 15+20 0.0543 0.11 Q I V 15+25 0.0551 0.10 Q V 15+30 0.0558 0.10 Q V 15+35 0.0564 0.09 Q V 15+40 0.0570 0.08 Q I V 15+45 0.0576 0.08 Q V 15+50 0.0581 0.08 Q V 15+55 0.0587 0.08 Q V 16+ 0 0.0592 0.08 Q I V 16+ 5 0.0596 0.05 Q I 16+10 0.0597 0.01 Q 16+15 0.0597 0.01 Q 16+20 0.0597 0.00 Q 16+25 0.0597 0.00 Q 16+30 0.0598 0.00 Q 16+35 0.0598 0.00 Q 16+40 0.0598 0.00 Q 16+45 0.0598 0.00 Q 16+50 0.0598 0.00 Q 16+55 0.0598 0.00 Q 17+ 0 0.0598 0.00 Q t 17+ 5 0.0599 0.00 Q t 17+10 0.0599 0.00 Q 17+15 0.0599 0.00 Q 17+20 0.0599 0.00 Q 17+25 0.0600 0.00 Q t 17+30 0.0600 0.00 Q 17+35 0.0600 0.00 Q 17+40 0.0600 0.00 Q 17+45 0.0600 0.00 Q N 17+50 0.0601 0.00 Q 17+55 0.0601 0.00 Q 18+ 0 0.0601 0.00 Q 18+ 5 0.0601 0.00 Q 18+10 0.0601 0.00 Q 18+15 0.0602 0.00 Q 18+20 0.0602 0.00 Q 1: I 1 I 1 1 1 18+25 0.0602 0.00 18+30 0.0602 0.00 18+35 0.0602 0.00 18+40 0.0602 0.00 18+45 0.0602 0.00 18+50 0.0603 0.00 18+55 0.0603 0.00 19+ 0 0.0603 0.00 19+ 5 0.0603 0.00 19+10 0.0603 0.00 19+15 0.0603 0.00 19+20 0.0603 0.00 19+25 0.0603 0.00 19+30 0.0604 0.00 19+35 0.0604 0.00 19+40 0.0604 0.00 19+45 0.0604 0.00 19+50 0.0604 0.00 19+55 0.0604 0.00 20+ 0 0.0604 0.00 20+ 5 0.0605 0.00 20+10 0.0605 0.00 20+15 0.0605 0.00 20+20 0.0605 0.00 20+25 0.0605 0.00 20+30 0.0605 0.00 20+35 0.0605 0.00 20+40 0.0605 0.00 20+45 0.0606 0.00 20+50 0.0606 0.00 20+55 0.0606 0.00 21+ 0 0.0606 0.00 21+ 5 0.0606 0.00 21+10 0.0606 0.00 21+15 0.0606 0.00 21+20 0.0606 0.00 21+25 0.0606 0.00 21+30 0.0607 0.00 21+35 0.0607 0.00 21+40 0.0607 0.00 21+45 0.0607 0.00 21+50 0.0607 0.00 21+55 0.0607 0.00 22+ 0 0.0607 0.00 22+ 5 0.0607 0.00 22+10 0.0607 0.00 22+15 0.0608 0.00 22+20 0.0608 0.00 22+25 0.0608 0.00 22+30 0.0608 0.00 22+35 0.0608 0.00 22+40 0.0608 0.00 22+45 0.0608 0.00 22+50 0.0608 0.00 22+55 0.0608 0.00 23+ 0 0.0608 0.00 23+ 5 0.0608 0.00 23+10 0.0609 0.00 Q I VI 23+15 0.0609 0.00 Q I VI 23+20 0.0609 0.00 Q II VI 23+25 0.0609 0.00 Q I I VI 23+30 0.0609 0.00 Q I I VI ' 23+35 0.0609 0.00 Q I I VI 23+40 0.0609 0.00 Q I I VI 23+45 0.0609 0.00 Q I IVI 23+50 0.0609 0.00 Q V ' 23+55 0.0609 0.00 Q II I VI 24+ 0 0.0609 0.00 Q I I VI 24+ 5 -0.0610 0.00 Q I I VI ' 24+10 0.0610 0.00 Q I I VI 24+15 0.0610 0.00 Q I I VI 24+20 0.0610 0.00 Q II I V ---------------------------------------------------------------------- 1 1 1 1 1 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 01/17/08 File: 2524100.0ut ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ ' Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4035 ------- -------------------------- — --------------------- ' English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ' --------------------------------------------------------------------- Drainage Area = 0.55(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.55(Ac.) _ . 0.001 Sq. Mi. Length along longest watercourse = 190.06 (Ft.) Length along longest watercourse measured to centroid = 95.00(Ft.) Length along longest watercourse = 0.036 Mi. 1 Length along longest watercourse measured to centroid = 0.018 Mi. Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. Average Mannings 'N' = 0.072 Lag time = 0.048 Hr. Lag time = 2.90 Min. 25% of lag time = 0.73 Min. 40& of lag time = 1.16 Min. ' Unit time = 5.00 Min. Duration of storm = 24 Hours) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: 1 Area(Ac.)[1] Rainfall(In)[2] 0.55 1.80 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 0.55 4.50 STORM EVENT (YEAR) = 100.00 Weighting[1*2] 0.99 Weighting[1*2] 2.48 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % ' Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious ' 0.550 87.00 0.750 Total Area Entered = 0.55(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 87.0 73.2 0.324 0.750 0.105 1.000 0.105 Sum (F) = 0.105 ' Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 (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 t DESERT S_Curve ---- - - ------------- Unit Hydrograph Data ---------------- ----------------------------- ----- . Unit time period Time % of lag Distribution Unit Hydrograph ----(hrs)---------------------------Graph-g------------(CFS)--------- 1 0.083 172.262 36.772 0.204 ' 2 0.167 344.524 47.499 0.263 3 0.250 516.786 10.460 0.058 4 0.333 689.048 3.618 0.020 5 0.417 861.310 1.650 0.009 Sum = 100.000 Sum= 0_554 ' Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.036 0.187 0.032 0.00 ' 2 0.17 0.07 0.036 0.186 0.032 0.00 3 0.25 0.07 0.036 0.185 0.032 0.00 4 0.33 0.10 0.054 0.185 0.049 0.01 5 0.42 0.10 0.054 0.184 0.049 0.01 6 0.50 0.10 0.054 0.183 0.049 0.01 7 0.58 0.10 0.054 0.182 0.049 0.01 8 0.67 0.10 0.054 0.182 0.049 0.01 9 0.75 0.10 0.054 0.181 0.049 0.01 ' 10 0.83 0.13 0.072 0.180 0.065 0.01 11 0.92 0.13 0.072 0.180 0.065 0.01 12 1.00 0.13 0.072 0.179 0.065 0.01 13 1.08 0.10 0.054 0.178 0.049 0.01 ' 14 1.17 0.10 0.054 0.178 0.049 0.01 15 1.25 0.10 0.054 0.177 0.049 0.01 F k 1 16 1.33 0.10 0.054 0.176 0.049 0.01 17 1.42 0.10 0.054 0.175 0.049 0.01 18 1.50 0.10 0.054 0.175 0.049 0.01 19 1.58 0.10 0.054 0.174 0.049 0.01 20 1.67 0.10 0.054 0.173 0.049 0.01 21 1.75 0.10 0.054 0.173 0.049 0.01 22 1.83 0.13 0.072 0.172 0.065 0.01 23 1.92 0.13 0.072 0.171 0.065 0.01 24 2.00 0.13 0.072 0.171 0.065 0.01 25 2.08 0.13 0.072 0.170 0.065 0.01 26 2.17 0.13 0.072 0.169 0.065 0.01 27 2.25 0.13 0.072 0.168 0.065 0.01 28 2.33 0.13 0.072 0.168 0.065 0.01 29 2.42 0.13 0.072 0.167 0.065 0.01 30 2.50 0.13 0.072 0.166 0.065 0.01 31 2.58 0.17 0.090 0.166 0.081 0.01 32 2.67 0.17 0.090 0.165 0.081 0.01 33 2.75 0.17 0.090 0.164 0.081 0.01 34 2.83 0.17 0.090 0.164 0.081 0.01 35 2.92 0.17 0.090 0.163 0.081 0.01 36 3.00 0.17 0.090 0.162 0.081 0.01 37 3.08 0.17 0.090 0.162 0.081 0.01 38 3.17 0.17 0.090 0.161 0.081 0.01 39 3.25 0.17 0.090 0.160 0.081 0.01 40 3.33 0.17 0.090 0.160 0.081 0.01 41 3.42 0.17 0.090 0.159 0.081 0.01 42 3.50 0.17 0.090 0.158 0.081 0.01 43 3.58 0.17 0.090 0.158 0.081 0.01 44 3.67 0.17 0.090 0.157 0.081 0.01 45 3.75 0.17 0.090 0.156 0.081 0.01 46 3.83 0.20 0.108 0.156 0.097 0.01 47 3.92 0.20 0.108 0.155 0.097 0.01 48 4.00 0.20 0.108 0.154 0.097 0.01 49 4.08 0.20 0.108 0.154 0.097 0.01 50 4.17 0.20 0.108 0.153 0.097 0.01 51 4.25 0.20 0.108 0.152 0.097 0.01 52 4.33 0.23 0.126 0.152 0.113 0.01 53 4.42 0.23 0.126 0.151 0.113 0.01 54 4.50 0.23 0.126 0.150 0.113 0.01 55 4.58 0.23 0.126 0.150 0.113 0.01 56 4.67 0.23 0.126 0.149 0.113 0.01 57 4.75 0.23 0.126 0.149 0.113 0.01 58 4.83 0.27 0.144 0.148 0.130 0.01 59 4.92 0.27 0.144 0.147 0.130 0.01 60 5.00 0.27 0.144 0.147 0.130 0.01 61 5.08 0.20 0.108 0.146 0.097 0.01 62 5.17 0.20 0.108 0.145 0.097 0.01 63 5.25 0.20 0.108 0.145 0.097 0.01 64 5.33 0.23 0.126 0.144 0.113 0.01 65 5.42 0.23 0.126 0.143 0.113 0.01 66 5.50 0.23 0.126 0.143 0.113 0.01 67 5.58 0.27 0.144 0.142 --- 0.00 68 5.67 0.27 0.144 0.142 --- 0.00 69 5.75 0.27 0.144 0.141 --- 0.00 70 5.83 0.27 0.144 0.140 --- 0.00 71 5.92 0.27 0.144 0.140 --- 0.00 72 6.00 0.27 0.144 0.139 --- 0.00 0 I 1 73 6.08 0.30 0.162 0.138 --- 0.02 74 6.17 0.30 0.162 0.138 --- 0.02 75 6.25 0.30 0.162 0.137 --- 0.02 76 6.33 0.30 0.162 0.137 --- 0.03 77 6.42 0.30 0.162 0.136 --- 0.03 78 6.50 0.30 0.162 0.135 --- 0.03 79 6.58 0.33 0.180 0.135 - -- 0.05 80 6.67 0.33 0.180 0.134 --- 0.05 81 6.75 0.33 0.180 0.134 --- 0.05 82 6.83 0.33 0.180 0.133 --- 0.05 83 6.92 0.33 0.180 0.132 - -- 0.05 84 7.00 0.33 0.180 0.132 - -- 0.05 85 7.08 0.33 0.180 0.131 --- 0.05 86 7.17 0.33 0.180 0.131 --- 0.05 87 7.25 0.33 0.180 0.130 --- 0.05 88 7.33 0.37 0.198 0.129 --- 0.07 89 7.42 0.37 0.198 0.129 --- 0.07 90 7.50 0.37 0.198 0.128 --- 0.07 91 7.58 0.40 0.216 0.128 --- 0.09 92 7.67 0.40 0.216 0.127 --- 0.09 93 7.75 0.40 0.216 0.126 --- 0.09 94 7.83 0.43 0.234 0.126 --- 0.11 95 7.92 0.43 0.234 0.125 --- 0.11 96 8.00 0.43 0.234 0.125 --- 0.11 97 8.08 0.50 0.270 0.124 --- 0.15 98 8.17 0.50 0.270 0.124 --- 0.15 99 8.25 0.50 0.270 0.123 --- 0.15 100 8.33 0.50 0.270 0.122 --- 0.15 101 8.42 0.50 0.270 0.122 --- 0.15 102 8.50 0.50 0.270 0.121 --- 0.15 103 8.58 0.53 0.288 0.121 --- 0.17 104 8.67 0.53 0.288 0.120 --- 0.17 105 8.75 0.53 0.288 0.120 --- 0.17 106 8.83 0.57 0.306 0.119 --- 0.19 107 8.92 0.57 0.306 0.118 --- 0.19 108 9.00 0.57 0.306 0.118 --- 0.19 109 9.08 0.63 0.342 0.117 --- 0.22 110 9.17 0.63 0.342 0.117 --- 0.23 111 9.25 0.63 0.342 0.116 --- 0.23 112 9.33 0.67 0.360 0.116 --- 0.24 113 9.42 0.67 0.360 0.115 --- 0.24 114 9.50 0.67 0.360 0.115 --- 0.25 115 9.58 0.70 0.378 0.114 --- 0.26 116 9.67 0.70 0.378 0.113 --- 0.26 117 9.75 0.70 0.378 0.113 --- 0.27 118 9.83 0.73 0.396 0.112 --- 0.28 119 9.92 0.73 0.396 0.112 --- 0.28 120 10.00 0.73 0.396 0.111 --- 0.28 121 10.08 0.50 0.270 0.111 --- 0.16 122 10.17 0.50 0.270 0.110 --- 0.16 123 10.25 0.50 0.270 0.110 --- 0.16 124 10.33 0.50 0.270 0.109 --- 0.16 125 10.42 0.50 0.270 0.109 --- 0.16 126 10.50 0.50 0.270 0.108 --- 0.16 127 10.58 0.67 0.360 0.108 --- 0.25 128 10.67 0.67 0.360 0.107 --- 0.25 129 10.75 0.67 0.360 0.107 --- 0.25 I I I 0 I 130 10.83 0.67 0.360 0.106 --- 0.25 131 10.92 0.67 0.360 0.105 --- 0.25 132 11.00 0.67 0.360 0.105 --- 0.26 133 11.08 0.63 0.342 0.104 --- 0.24 134 11.17 0.63 0.342 0.104 --- 0.24 135 11.25 0.63 0.342 0.103 --- 0.24 136 11.33 0.63 0.342 0.103 --- 0.24 137 11.42 0.63 0.342 0.102 --- 0.24 138 11.50 0.63 0.342 0.102 - -- 0.24 139 11.58 0.57 0.306 0.101 --- 0.20 140 11.67 0.57 0.306 0.101 --- 0.21 141 11.75 0.57 0.306 0.100 --- 0.21 142 11.83 0.60 0.324 0.100 --- 0.22 143 11.92 0.60 0.324 0.099 --- 0.22 144 12.00 0.60 0.324 0.099 --- 0.23 145 12.08 0.83 0.450 0.098 --- 0.35 146 12.17 0.83 0.450 0.098 --- 0.35 147 12.25 0.83 0.450 0.097 --- 0.35 148 12.33 0.87 0.468 0.097 --- 0.37 149 12.42 0.87 0.468 0.096 --- 0.37 150 12.50 0.87 0.468 0.096 --- 0.37 151 12.58 0.93 0.504 0.095 --- 0.41 152 12.67 0.93 0.504 0.095 --- 0.41 153 12.75 0.93 0.504 0.094 --- 0.41 154 12.83 0.97 0.522 0.094 --- 0.43 155 12.92 0.97 0.522 0.094 --- 0.43 156 13.00 0.97 0.522 0.093 --- 0.43 157 13.08 1.13 0.612 0.093 --- 0.52 158 13.17 1.13 0.612 0.092 --- 0.52 159 13.25 1.13 0.612 0.092 --- 0.52 160 13.33 1.13 0.612 0.091 --- 0.52 161 13.42 1.13 0.612 0.091 --- 0.52 162 13.50 1.13 0.612 0.090 --- 0.52 163 13.58 0.77 0.414 0.090 --- 0.32 164 13.67 0.77 0.414 0.089 --- 0.32 165 13.75 0.77 0.414 0.089 --- 0.33 166 13.83 0.77 0.414 0.088 --- 0.33 167 13.92 0.77 0.414 0.088 --- 0.33 168 14.00 0.77 0.414 0.088 --- 0.33 169 14.08 0.90 0.486 0.087 --- 0.40 170 14.17 0.90 0.486 0.087 --- 0.40 171 14.25 0.90 0.486 0.086 --- 0.40 172 14.33 0.87 0.468 0.086 --- 0.38 173 14.42 0.87 0.468 0.085 --- 0.38 174 14.50 0.87 0.468 0.085 --- 0.38 175 14.58 0.87 0.468 0.084 --- 0.38 176 14.67 0.87 0.468 0.084 --- 0.38 177 14.75 0.87 0.468 0.084 --- 0.38 178 14.83 0.83 0.450 0.083 --- 0.37 179 14.92 0.83 0.450 0.083 --- 0.37 180 15.00 0.83 0.450 0.082 --- 0.37 181 15.08 0.80 0.432 0.082 --- 0.35 182 15.17 0.80 0.432 0.081 --- 0.35 183 15.25 0.80 0.432 0.081 --- 0.35 184 15.33 0.77 0.414 0.081 --- 0.33 185 15.42 0.77 0.414 0.080 --- 0.33 186 15.50 0.77 0.414 0.080 --- 0.33 I [l I I I 0 I u F 1 187 15.58 0.63 0.342 0.079 --- 0.26 188 15.67 0.63 0.342 0.079 --- 0.26 189 15.75 0.63 0.342 0.079 --- 0.26 190 15.83 0.63 0.342 0.078 --- 0.26 191 15.92 0.63 0.342 0.078 --- 0.26 192 16.00 0.63 0.342 0.077 --- 0.26 193 16.08 0.13 0.072 0.077 0.065 0.01 194 16.17 0.13 0.072 0.077 0.065 0.01 195 16.25 0.13 0.072 0.076 0.065 0.01 196 16.33 0.13 0.072 0.076 0.065 0.01 197 16.42 0.13 0.072 0.075 0.065 0.01 198 16.50 0.13 0.072 0.075 0.065 0.01 199 16.58 0.10 0.054 0.075 0.049 0.01 200 16.67 0.10 0.054 0.074 0.049 0.01 201 16.75 0.10 0.054 0.074 0.049 0.01 202 16.83 0.10 0.054 0.074 0.049 0.01 203 16.92 0.10 0.054 0.073 0.049 0.01 204 17.00 0.10 0.054 0.073 0.049 0.01 205 17.08 0.17 0.090 0.072 --- 0.02 206 17.17 0.17 0.090 0.072 --- 0.02 207 17.25 0.17 0.090 0.072 --- 0.02 208 17.33 0.17 0.090 0.071 --- 0.02 209 17.42 0.17 0.090 0.071 --- 0.02 210 17.50 0.17 0.090 0.071 --- 0.02 211 17.58 0.17 0.090 0.070 --- 0.02 212 17.67 0.17 0.090 0.070 --- 0.02 213 17.75 0.17 0.090 0.070 --- 0.02 214 17.83 0.13 0.072 0.069 --- 0.00 215 17.92 0.13 0.072 0.069 --- 0.00 216 18.00 0.13 0.072 0.069 --- 0.00 217 18.08 0.13 0.072 0.068 --- 0.00 218 18.17 0.13 0.072 0.068 --- 0.00 219 18.25 0.13 0.072 0.068 --- 0.00 220 18.33 0.13 0.072 0.067 --- 0.00 221 18.42 0.13 0.072 0.067 --- 0.01 222 18.50 0.13 0.072 0.067 --- 0.01 223 18.58 0.10 0.054 0.066 0.049 0.01 224 18.67 0.10 0.054 0.066 0.049 0.01 225 18.75 0.10 0.054 0.066 0.049 0.01 226 18.83 0.07 0.036 0.065 0.032 0.00 227 18.92 0.07 0.036 0.065 0.032 0.00 228 19.00 0.07 0.036 0.065 0.032 0.00 229 19.08 0.10 0.054 0.064 0.049 0.01 230 19.17 0.10 0.054 0.064 0.049 0.01 231 19.25 0.10 0.054 0.064 0.049 0.01 232 19.33 0.13 0.072 0.063 --- 0.01 233 19.42 0.13 0.072 0.063 --- 0.01 234 19.50 0.13 0.072 0.063 --- 0.01 235 19.58 0.10 0.054 0.063 0.049 0.01 236 19.67 0.10 0.054 0.062 0.049 0.01 237 19.75 0.10 0.054 0.062 0.049 0.01 238 19.83 0.07 0.036 0.062 0.032 0.00 239 19.92 0.07 0.036 0.061 0.032 0.00 240 20.00 0.07 0.036 0.061 0.032 0.00 241 20.08 0.10 0.054 0.061 0.049 0.01 242 20.17 0.10 0.054 0.061 0.049 0.01 243 20.25 0.10 0.054 0.060 0.049 0.01 IJ 244 20.33 0.10 0.054 0.060 0.049 0.01 245 20.42 0.10 0.054 0.060 0.049 0.01 246 20.50 0.10 0.054 0.060 0.049 0.01 247 20.58 0.10 0.054 0.059 0.049 0.01 248 20.67 0.10 0.054 0.059 0.049 0.01 ' 249 20.75 0.10 0.054 0.059 0.049 0.01 250 20.83 0.07 0.036 0.059 0.032 0.00 251 20.92 0.07 0.036 0.058 0.032 0.00 ' 252 21,00 0.07 0.036 0,058 0.032 0.00 253 21.08 0.10 0.054 0.058 0.049 0.01 254 21.17 0.10 0.054 0.058 0.049 0.01 255 21.25 0.10 0.054 0.057 0.049 0.01 ' 256 21,33 0,07 0,036 0,057 0,032 0,00 257 21.42 0.07 0.036 0.057 0.032 0.00 258 21.50 0.07 0.036 0.057 0.032 0.00 259 21.58 0.10 0.054 0.057 0.049 0.01 ' 260 21.67 0.10 0.054 0.056 0.049 0.01 261 21.75 0.10 0.054 0.056 0.049 0.01 262 21.83 0.07 0.036 0.056 0.032 0.00 263 21.92 0.07 0.036 0.056 0.032 0.00 ' 264 22.00 0.07 0.036 0.056 0.032 0.00 265 22.08 0.10 0.054 0.055 0.049 0.01 266 22.17 0.10 0.054 0.055 0.049 0.01 267 22.25 0.10 0.054 0.055 0.049 0.01 268 22.33 0.07 0.036 0.055 0.032 0.00 269 22.42 0.07 0.036 0.055 0.032 0.00 270 22.50 0.07 0.036 0.055 0.032 0.00 271 22.58 0.07 0.036 0.054 0.032 0.00 . 272 22.67 0.07 0.036 0.054 0.032 0.00 273 22.75 0.07 0.036 0.054 0.032 0.00 274 22.83 0.07 0.036 0.054 0.032 0.00 275 22.92 0.07 0.036 0.054 0.032 0.00 ' 276 23.00 0.07 0.036 0.054 0.032 0.00 277 23.08 0.07 0.036 0.054 0.032 0.00 278 23.17 0.07 0.036 0.053 0.032 0.00 279 23.25 0.07 0,036 0,053 0,032 0,00 280 23.33 0.07 0.036 0.053 0.032 0.00 281 23.42 0.07 0.036 0.053 0.032 0.00 282 23.50 0.07 0.036 0.053 0.032 0.00 ' 283 23.58 0,07 0,036 0.053 0.032 0.00 284 23.67 0.07 0.036 0.053 0.032 0.00 285 23.75 0.07 0.036 0.053 0.032 0.00 286 23.83 0.07 0.036 0.053 0.032 0.00 287 23.92 0.07 0.036 0.053 0.032 0.00 288 24.00 0.07 0.036 0.053 0.032 0.00 Sum = 100.0 Sum = 30.8 Flood volume = Effective rainfall 2.56(In) ' times area 0.6(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.94(In) Total soil loss = 0.069(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 5117.9 Cubic Feet Total soil loss = 3866.3 Cubic Feet ----------------------- ----- --- ------ Peak flow rate of this hydrograph = 0_289(CFS) 1 --------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -----------Y--------------- ---------------- H drogra h 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 0.0001 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+50 0.0001 0.0002 0.00 0.00 Q Q 0+55 0.0002 0.00 Q 1+ 0 0.0002 0.00 Q 1+ 5 0.0002 0.00 Q 1+10 0.0003 0.00 Q 1+15 0.0003 0.00 Q 1+20 0.0003 0.00 Q 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 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 Q 2+10 0.0005 0.00 Q 2+15 0.0006 0.00 Q 2+20 0.0006 0.00 Q ' 2+25 0.0006 0.00 Q 2+30 0.0007 0.00 Q 2+35 0.0007 0.00 Q ' 2+40 2+45 0.0007 0.0008 0.00 0.00 Q Q 2+50 0.0008 0.00 Q 2+55 0.0008 0.00 Q 3+ 0 0.0009 0.00 Q ' 3+ 5 0.0009 0.00 Q 3+10 0.0009 0.00 Q 3+15 0.0010 0.00 Q 3+20 0.0010 0.00 Q:,., ' 3+25 0.0010 0.00 Q 3+30 0.0011 0.00 Q 3+35 0.0011 0.00 Q 3+40 0.0011 0.00 Q ' 3+45 0.0012 0.00 Q 3+50 0.0012 0.01 Q 3+55 0.0012 0.01 Q 4+ 0 0.0013 0.01 Q 4+ 5 0.0013 0.01 I 1 1 1 1 0 4+10 0.0014 0.01 Q 4+15 0.0014 0.01 Q 4+20 0.0015 0.01 Q 4+25 0.0015 0.01 Q 4+30 0.0015 0.01 Q 4+35 0.0016 0.01 Q 4+40 0.0016 0.01 Q 4+45 0.0017 0.01 Q 4+50 0.0017 0.01 Q 4+55 0.0018 0.01 Q 5+ 0 0.0019 0.01 Q 5+ 5 0.0019 0.01 Q 5+10 0.0019 0.01 Q 5+15 0.0020 0.01 Q 5+20 0.0020 0.01 Q 5+25 0.0021 0.01 Q 5+30 0.0021 0.01 Q 5+35 0.0022 0.00 Q 5+40 0.0022 0.00 Q 5+45 0.0022 0.00 Q 5+50 0.0022 0.00 Q 5+55 0.0022 0.00 Q 6+ 0 0.0022 0.00 Q 6+ 5 0.0023 0.01 Q 6+10 0.0024 0.01 Q 6+15 0.0024 0.01 Q 6+20 0.0025 0.01 Q 6+25 0.0026 0.01 Q 6+30 0.0027 0.01 Q 6+35 0.0029 0.02 Q 6+40 0.0030 0.02 QV 6+45 0.0032 0.02 QV 6+50 0.0034 0.03 QV 6+55 0.0035 0.03 QV 7+ 0 0.0037 0.03 QV 7+ 5 0.0039 0.03 QV 7+10 0.0041 0.03 QV 7+15 0.0043 0.03 QV 7+20 0.0045 0.03 QV 7+25 0.0048 0.04 QV 7+30 0.0050 0.04 QV 7+35 0.0053 0.04 QV 7+40 0.0056 0.05 QV 7+45 0.0060 0.05 Q V 7+50 0.0063 0.05 Q V 7+55 0.0067 0.06 Q V 8+ 0 0.0072 0.06 Q V 8+ 5 0.0076 0.07 Q V 8+10 0.0082 0.08 Q V 8+15 0.0087 0.08 Q V 8+20 0.0093 0.08 Q V 8+25 0.0098 0.08 Q V 8+30 0.0104 0.08 Q V 8+35 0.0110 0.09 Q V 8+40 0.0116 0.09 Q V 8+45 0.0123 0.09 Q V 8+50 0.0129 0.10 Q V ii 1 1 I a I 8+55 0.0136 0.10 9+ 0 0.0143 0.10 9+ 5 0.0151 0.11 9+10 0.0159 0.12 9+15 0.0168 0.12 9+20 0.0177 0.13 9+25 0.0186 0.13 9+30 0.0195 0.14 9+35 0.0205 0.14 9+40 0.0215 0.14 9+45 0.0225 0.15 9+50 0.0235 0.15 9+55 0.0246 0.16 10+ 0 0.0257 0.16 10+ 5 0.0266 0.13 10+10 0.0273 0.10 10+15 0.0279 0.09 10+20 0.0286 0.09 10+25 0.0292 0.09 10+30 0.0298 0.09 10+35 0.0305 0.11 10+40 0.0314 0.13 10+45 0.0324 0.14 10+50 0.0334 0.14 10+55 0.0343 0.14 11+ 0 0.0353 0.14 11+ 5 0.0362 0.14 11+10 0.0372 0.13 11+15 0.0381 0.13 11+20 0.0390 0.13 11+25 0.0399 0.13 11+30 0.0408 0.13 11+35 0.0417 0.13 11+40 0.0425 0.12 11+45 0.0433 0.11 11+50 0.0441 0.12 11+55 0.0449 0.12 12+ 0 0.0458 0.12 12+ 5 0.0468 0.15 12+10 0.0481 0.18 12+15 0.0494 0.19 12+20 0.0508 0.20 12+25 0.0522 0.20 12+30 0.0536 0.21 12+35 0.0551 0.21 12+40 0.0566 0.22 12+45 0.0582 0.23 12+50 0.0598 0.23 12+55 0.0614 0.24 13+ 0 0.0630 0.24 13+ 5 0.0648 0.26 13+10 0.0667 0.28 13+15 0.0687 0.29 13+20 0.0707 0.29 13+25 0.0726 0.29 13+30 0.0746 0.29 13+35 0.0764 0.25 i I [] 1 I C 11 13+40 0.0777 0.20 Q V 13+45 0.0790 0.19 Q V 13+50 0.0802 0.18 Q V 13+55 0.0815 0.18 Q V 14+ 0 0.0827 0.18 Q V 14+ 5 0.0841 0.20 Q V 14+10 0.0856 0.21 Q VI 14+15 0.0871 0.22 Q VI 14+20 0.0886 0.22 Q V 14+25 0.0900 0.21 Q V 14+30 0.0915 0.21 Q I IV 14+35 0.0930 0.21 Q I IV 14+40 0.0944 0.21 Q I I I V 14+45 0.0959 0.21 Q I I I V 14+50 0.0973 0.21 Q I I I V 14+55 0.0988 0.21 Q I I I V 15+ 0 0.1002 0.20 Q I I I V 15+ 5 0.1015 0.20 Q I I I V 15+10 0.1029 0.20 Q I I I V 15+15 0.1042 0.19 Q I I V 15+20 0.1056 0.19 Q I I V 15+25 0.1068 0.19 Q I I V 15+30 0.1081 0.19 Q I I V 15+35 0.1093 0.17 Q V 15+40 0.1103 0.15 Q V 15+45 0.1114 0.15 Q V 15+50 0.1124 0.15 Q V 15+55 0.1134 0.15 Q V 16+ 0 0.1144 0.15 Q V 16+ 5 0.1150 0.09 Q 16+10 0.1152 0.03 Q 16+15 0.1153 0.01 Q ' 16+20 0.1153 0.01 Q 16+25 0.1154 0.00 Q 16+30 0.1154 0.00 Q 16+35 0.1154 0.00 Q 16+40 0.1154 0.00 Q 16+45 0.1155 0.00 Q 16+50 0.1155 0.00 Q 16+55 0.1155 0.00 Q 17+ 0 0.1155 0.00 Q ` 17+ 5 0.1156 0.01 Q I I 17+10 0.1156 0.01 Q 17+15 0.1157 0.01 Q I ` 17+20 0.1158 0.01 Q ` 17+25 0.1158 0.01 Q I 17+30 0.1159 0.01 Q 17+35 0.1160 0.01 Q ` 17+40 0.1161 0.01 Q I ` 17+45 0.1161 0.01 Q I ` 17+50 0.1162 0.01 Q 17+55 0.1162 0.00 Q 18+ 0 0.1162 0.00 Q 18+ 5 0.1162 0.00 Q 18+10 0.1162 0.00 Q I ` 18+15 0.1163 0.00 Q I 18+20 0.1163 0.00 Q I 11 18+25 0.1163 0.00 18+30 0.1163 0.00 18+35 0.1163 0.00 18+40 0.1164 0.00 18+45 0.1164 0.00 18+50 0.1164 0.00 18+55 0.1164 0.00 19+ 0 0.1164 0.00 19+ 5 0.1164 0.00 19+10 0.1165 0.00 19+15 0.1165 0.00 19+20 0.1165 0.00 19+25 0.1165 0.00 19+30 0.1166 0.00 19+35 0.1166 0.00 19+40 0.1166 0.00 19+45 0.1166 0.00 19+50 0.1167 0.00 19+55 0.1167 0.00 20+ 0 0.1167 0.00 20+ 5 0.1167 0.00 20+10 0.1167 0.00 20+15 0.1168 0.00 20+20 0.1168 0.00 20+25 0.1168 0.00 20+30 0.1168 0.00 20+35 0.1168 0.00 20+40 0.1169 0.00 20+45 0.1169 0.00 20+50 0.1169 0.00 20+55 0.1169 0.00 21+ 0 0.1169 0.00 21+ 5 0.1169 0.00 21+10 0.1170 0.00 21+15 0.1170 0.00 21+20 0.1170 0.00 21+25 0.1170 0.00 21+30 0.1170 0.00 21+35 0.1170 0.00 21+40 0.1171 0.00 21+45 0.1171 0.00 21+50 0.1171 0.00 21+55 0.1171 0.00 22+ 0 0.1171 0.00 22+ 5 0.1171 0.00 22+10 0.1172 0.00 22+15 0.1172 0.00 22+20 0.1172 0.00 22+25 0.1172 0.00 22+30 0.1172 0.00 22+35 0.1172 0.00 22+40 0.1173 0.00 22+45 0.1173 0.00 22+50 0.1173 0.00 22+55 0.1173 0.00 23+ 0 0.1173 0.00 23+ 5 0.1173 0.00 23+10 0.1173 0.00 Q 23+15 0.1174 0.00 Q 23+20 0.1174 0.00 Q 23+25 0.1174 0.00 Q 23+30 0.1174 0.00 Q ' 23+35 0.1174 0.00 Q 23+40 0.1174 0.00 Q 23+45 0.1174 0.00 Q 23+50 0.1175 0.00 Q 23+55 0.1175 0.00 Q 24+ 0 0.1175 0.00 Q 24+ 5 0.1175 0.00 Q 24+10 0.1175 0.00 Q 24+15 0.1175 0.00 Q 24+20 0.1175 0.00 Q -------------------------------------------- I --------------------------------------_. L 11 V 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 01/17/08 File: 25242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---- ---- ---- -- — - — -- — ------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4035 1 ---- -------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ' --------------------------------------------------------------------- Drainage Area = 0.55(Ac ) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.55(Ac.) _ . 0.001 Sq. Mi. Length along longest watercourse = 190.06 (Ft.) Length along longest watercourse measured to centroid = 95.00(Ft.) Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = 0.018 Mi. Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. 1 Average Manning's 'N' = 0.006 Lag time = 0.004 Hr. Lag time = 0.24 Min. 25% of lag time = 0.06 Min. 40% of lag time = 0.10 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) ' 2 YEAR Area rainfall data: I Area(Ac.)[1] Rainfall(In)[2] 0.55 1.80 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] 0.55 4.50 STORM EVENT (YEAR) = 2.00 Weighting[1*2] 0.99 Weighting[1*2] 2.48 f L a 1 1 1 1 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain 1.800(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.550 77.90 0.860 Total Area Entered = 0.55(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 77.9 60.5 0.465 0.860 0.105 1.000 0.105 Sum (F) = 0.105 Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 (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 DESERT S -Curve - --Y-----P------------------------- Unit H drogra h Data - --------------- Unit - time period ------------------ Time % of lag - --- Distribution Unit Hydrograph ----- (hrs) Graph % (CFS) 1 - --- 0.083 ------------------------ 2067.143 100.000 ------------- 0.554 Sum = 100.000 Sum= 0.554 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.014 0.186 0.013 0.00 2 0.17 0.07 0.014 0.186 0.013 0.00 3 0.25 0.07 0.014 0.185 0.013 0.00 4 0.33 0.10 0.022 0.184 0.019 0.00 5 0.42 0.10 0.022 0.183 0.019 0.00 6 0.50 0.10 0.022 0.183 0.019 0.00 7 0.58 0.10 0.022 0.182 0.019 0.00 8 0.67 0.10 0.022 0.181 0.019 0.00 9 0.75 0.10 0.022 0.180 0.019 0.00 10 0.83 0.13 0.029 0.180 0.026 0.00 11 0.92 0.13 0.029 0.179 0.026 0.00 12 1.00 0.13 0.029 0.178 0.026 0.00 13 1.08 0.10 0.022 0.178 0.019 0.00 14 1.17 0.10 0.022 0.177 0.019 0.00 15 1.25 0.10 0.022 0.176 0.019 0.00 16 1.33 0.10 0.022 0.176 0.019 0.00 17 1.42 0.10 0.022 0.175 0.019 0.00 18 1.50 0.10 0.022 0.174 0.019 0.00 19 1.58 0.10 0.022 0.173 0.019 0.00 11 i 1 1 a 1 1 20 1.67 0.10 0.022 0.173 0.019 0.00 21 1.75 0.10 0.022 0.172 0.019 0.00 22 1.83 0.13 0.029 0.171 0.026 0.00 23 1.92 0.13 0.029 0.171 0.026 0.00 24 2.00 0.13 0.029 0.170 0.026 0.00 25 2.08 0.13 0.029 0.169 0.026 0.00 26 2.17 0.13 0.029 0.169 0.026 0.00 27 2.25 0.13 0.029 0.168 0.026 0.00 28 2.33 0.13 0.029 0.167 0.026 0.00 29 2.42 0.13 0.029 0.167 0.026 0.00 30 2.50 0.13 0.029 0.166 0.026 0.00 31 2.58 0.17 0.036 0.165 0.032 0.00 32 2.67 0.17 0.036 0.165 0.032 0.00 33 2.75 0.17 0.036 0.164 0.032 0.00 34 2.83 0.17 0.036 0.163 0.032 0.00 35 2.92 0.17 0.036 0.163 0.032 0.00 36 3.00 0.17 0.036 0.162 0.032 0.00 37 3.08 0.17 0.036 0.161 0.032 0.00 38 3.17 0.17 0.036 0.161 0.032 0.00 39 3.25 0.17 0.036 0.160 0.032 0.00 40 3.33 0.17 0.036 0.159 0.032 0.00 41 3.42 0.17 0.036 0.159 0.032 0.00 42 3.50 0.17 0.036 0.158 0.032 0.00 43 3.58 0.17 0.036 0.157 0.032 0.00 44 3.67 0.17 0.036 0.157 0.032 0.00 45 3.75 0.17 0.036 0.156 0.032 0.00 46 3.83 0.20 0.043 0.155 0.039 0.00 47 3.92 0.20 0.043 0.155 0.039 0.00 48 4.00 0.20 0.043 0.154 0.039 0.00 49 4.08 0.20 0.043 0.153 0.039 0.00 50 4.17 0.20 0.043 0.153 0.039 0.00 51 4.25 0.20 0.043 0.152 0.039 0.00 52 4.33 0.23 0.050 0.151 0.045 0.01 53 4.42 0.23 0.050 0.151 0.045 0.01 54 4.50 0.23 0.050 0.150 0.045 0.01 55 4.58 0.23 0.050 0.149 0.045 0.01 56 4.67 0.23 0.050 0.149 0.045 0.01 57 4.75 0.23 0.050 0.148 0.045 0.01 58 4.83 0.27 0.058 0.147 0.052 0.01 59 4.92 0.27 0.058 0.147 0.052 0.01 60 5.00 0.27 0.058 0.146 0.052 0.01 61 5.08 0.20 0.043 0.146 0.039 0.00 62 5.17 0.20 0.043 0.145 0.039 0.00 63 5.25 0.20 0.043 0.144 0.039 0.00 64 5.33 0.23 0.050 0.144 0.045 0.01 65 5.42 0.23 0.050 0.143 0.045 0.01 66 5.50 0.23 0.050 0.142 0.045 0.01 67 5.58 0.27 0.058 0.142 0.052 0.01 68 5.67 0.27 0.058 0.141 0.052 0.01 69 5.75 0.27 0.058 0.141 0.052 0.01 70 5.83 0.27 0.058 0.140 0.052 0.01 71 5.92 0.27 0.058 0.139 0.052 0.01 72 6.00 0.27 0.058 0.139 0.052 0.01 73 6.08 0.30 0.065 0.138 0.058 0.01 74 6.17 0.30 0.065 0.137 0.058 0.01 75 6.25 0.30 0.065 0.137 0.058 0.01 76 6.33 0.30 0.065 0.136 0.058 0.01 f 1 Ll 1 1 I 77 6.42 0.30 0.065 0.136 0.058 0.01 78 6.50 0.30 0.065 0.135 0.058 0.01 79 6.58 0.33 0.072 0.134 0.065 0.01 80 6.67 0.33 0.072 0.134 0.065 0.01 81 6.75 0.33 0.072 0.133 0.065 0.01 82 6.83 0.33 0.072 0.133 0.065 0.01 83 6.92 0.33 0.072 0.132 0.065 0.01 84 7.00 0.33 0.072 0.131 0.065 0.01 85 7.08 0.33 0.072 0.131 0.065 0.01 86 7.17 0.33 0.072 0.130 0.065 0.01 87 7.25 0.33 0.072 0.130 0.065 0.01 88 7.33 0.37 0.079 0.129 0.071 0.01 89 7.42 0.37 0.079 0.128 0.071 0.01 90 7.50 0.37 0.079 0.128 0.071 0.01 91 7.58 0.40 0.086 0.127 0.078 0.01 92 7.67 0.40 0.086 0.127 0.078 0.01 93 7.75 0.40 0.086 0.126 0.078 0.01 94 7.83 0.43 0.094 0.125 0.084 0.01 95 7.92 0.43 0.094 0.125 0.084 0.01 96 8.00 0.43 0.094 0.124 0.084 0.01 97 8.08 0.50 0.108 0.124 0.097 0.01 98 8.17 0.50 0.108 0.123 0.097 0.01 99 8.25 0.50 0.108 0.123 0.097 0.01 100 8.33 0.50 0.108 0.122 0.097 0.01 101 8.42 0.50 0.108 0.121 0.097 0.01 102 8.50 0.50 0.108 0.121 0.097 0.01 103 8.58 0.53 0.115 0.120 0.104 0.01 104 8.67 0.53 0.115 0.120 0.104 0.01 105 8.75 0.53 0.115 0.119 0.104 0.01 106 8.83 0.57 0.122 0.119 --- 0.00 107 8.92 0.57 0.122 0.118 --- 0.00 108 9.00 0.57 0.122 0.118 --- 0.00 109 9.08 0.63 0.137 0.117 --- 0.02 110 9.17 0.63 0.137 0.116 --- 0.02 111 9.25 0.63 0.137 0.116 --- 0.02 112 9.33 0.67 0.144 0.115 --- 0.03 113 9.42 0.67 0.144 0.115 --- 0.03 114 9.50 0.67 0.144 0.114 --- 0.03 115 9.58 0.70 0.151 0.114 --- 0.04 116 9.67 0.70 0.151 0.113 --- 0.04 117 9.75 0.70 0.151 0.113 --- 0.04 118 9.83 0.73 0.158 0.112 --- 0.05 119 9.92 0.73 0.158 0.111 --- 0.05 120 10.00 0.73 0.158 0.111 --- 0.05 121 10.08 0.50 0.108 0.110 0.097 0.01 122 10.17 0.50 0.108 0.110 0.097 0.01 123 10.25 0.50 0.108 0.109 0.097 0.01 124 10.33 0.50 0.108 0.109 0.097 0.01 125 10.42 0.50 0.108 0.108 0.097 0.01 126 10.50 0.50 0.108 0.108 --- 0.00 127 10.58 0.67 0.144 0.107 --- 0.04 128 10.67 0.67 0.144 0.107 --- 0.04 129 10.75 0.67 0.144 0.106 --- 0.04 130 10.83 0.67 0.144 0.106 --- 0.04 131 10.92 0.67 0.144 0.105 --- 0.04 132 11.00 0.67 0.144 0.105 --- 0.04 133 11.08 0.63 0.137 0.104 --- 0.03 f 1 a I 134 11.17 0.63 0.137 0.104 --- 0.03 135 11.25 0.63 0.137 0.103 --- 0.03 136 11.33 0.63 0.137 0.103 --- 0.03 137 11.42 0.63 0.137 0.102 --- 0.03 138 11.50 0.63 0.137 0.102 --- 0.04 139 11.58 0.57 0.122 0.101 --- 0.02 140 11.67 0.57 0.122 0.101 --- 0.02 141 11.75 0.57 0.122 0.100 --- 0.02 142 11.83 0.60 0.130 0.100 --- 0.03 143 11.92 0.60 0.130 0.099 --- 0.03 144 12.00 0.60 0.130 0.099 --- 0.03 145 12.08 0.83 0.180 0.098 --- 0.08 146 12.17 0.83 0.180 0.098 --- 0.08 147 12.25 0.83 0.180 0.097 --- 0.08 148 12.33 0.87 0.187 0.097 --- 0.09 149 12.42 0.87 0.187 0.096 --- 0.09 150 12.50 0.87 0.187 0.096 --- 0.09 151 12.58 0.93 0.202 0.095 --- 0.11 152 12.67 0.93 0.202 0.095 --- 0.11 153 12.75 0.93 0.202 0.094 - -- 0.11 154 12.83 0.97 0.209 0.094 --- 0.12 155 12.92 0.97 0.209 0.093 --- 0.12 156 13.00 0.97 0.209 0.093 --- 0.12 157 13.08 1.13 0.245 0.092 --- 0.15 158 13.17 1.13 0.245 0.092 --- 0.15 159 13.25 1.13 0.245 0.091 --- 0.15 160 13.33 1.13 0.245 0.091 --- 0.15 161 13.42 1.13 0.245 0.090 --- 0.15 162 13.50 1.13 0.245 0.090 --- 0.15 163 13.58 0.77 0.166 0.090 --- 0.08 164 13.67 0.77 0.166 0.089 --- 0.08 165 13.75 0.77 0.166 0.089 --- 0.08 166 13.83 0.77 0.166 0.088 --- 0.08 167 13.92 0.77 0.166 0.088 --- 0.08 168 14.00 0.77 0.166 0.087 --- 0.08 169 14.08 0.90 0.194 0.087 --- 0.11 170 14.17 0.90 0.194 0.086 --- 0.11 171 14.25 0.90 0.194 0.086 --- 0.11 172 14.33 0.87 0.187 0.085 --- 0.10 173 14.42 0.87 0.187 0.085 --- 0.10 174 14.50 0.87 0.187 0.085 --- 0.10 175 14.58 0.87 0.187 0.084 --- 0.10 176 14.67 0.87 0.187 0.084 --- 0.10 177 14.75 0.87 0.187 0.083 --- 0.10 178 14.83 0.83 0.180 0.083 --- 0.10 179 14.92 0.83 0.180 0.082 --- 0.10 180 15.00 0.83 0.180 0.082 --- 0.10 181 15.08 0.80 0.173 0.082 --- 0.09 182 15.17 0.80 0.173 0.081 --- 0.09 183 15.25 0.80 0.173 0.081 --- 0.09 184 15.33 0.77 0.166 0.080 --- 0.09 185 15.42 0.77 0.166 0.080 --- 0.09 186 15.50 0.77 0.166 0.080 --- 0.09 187 15.58 0.63 0.137 0.079 --- 0.06 188 15.67 0.63 0.137 0.079 --- 0.06 189 15.75 0.63 0.137 0.078 --- 0.06 190 15.83 0.63 0.137 0.078 --- 0.06 f u n n u a u 11 191 15.92 0.63 0.137 0.078 --- 0.06 192 16.00 0.63 0.137 0.077 --- 0.06 193 16.08 0.13 0.029 0.077 0.026 0.00 194 16.17 0.13 0.029 0.076 0.026 0.00 195 16.25 0.13 0.029 0.076 0.026 0.00 196 16.33 0.13 0.029 0.076 0.026 0.00 197 16.42 0.13 0.029 0.075 0.026 0.00 198 16.50 0.13 0.029 0.075 0.026 0.00 199 16.58 0.10 0.022 0.074 0.019 0.00 200 16.67 0.10 0.022 0.074 0.019 0.00 201 16.75 0.10 0.022 0.074 0.019 0.00 202 16.83 0.10 0.022 0.073 0.019 0.00 203 16.92 0.10 0.022 0.073 0.019 0.00 204 17.00 0.10 0.022 0.073 0.019 0.00 205 17.08 0.17 0.036 0.072 0.032 0.00 206 17.17 0.17 0.036 0.072 0.032 0.00 207 17.25 0.17 0.036 0.071 0.032 0.00 208 17.33 0.17 0.036 0.071 0.032 0.00 209 17.42 0.17 0.036 0.071 0.032 0.00 210 17.50 0.17 0.036 0.070 0.032 0.00 211 17.58 0.17 0.036 0.070 0.032 0.00 212 17.67 0.17 0.036 0.070 0.032 0.00 213 17.75 0.17 0.036 0.069 0.032 0.00 214 17.83 0.13 0.029 0.069 0.026 0.00 215 17.92 0.13 0.029 0.069 0.026 0.00 216 18.00 0.13 0.029 0.068 0.026 0.00 217 18.08 0.13 0.029 0.068 0.026 0.00 218 18.17 0.13 0.029 0.068 0.026 0.00 219 18.25 0.13 0.029 0.067 0.026 0.00 220 18.33 0.13 0.029 0.067 0.026 0.00 221 18.42 0.13 0.029 0.067 0.026 0.00 222 18.50 0.13 0.029 0.066 0.026 0.00 223 18.58 0.10 0.022 0.066 0.019 0.00 224 18.67 0.10 0.022 0.066 0.019 0.00 225 18.75 0.10 0.022 0.065 0.019 0.00 226 18.83 0.07 0.014 0.065 0.013 0.00 227 18.92 0.07 0.014 0.065 0.013 0.00 228 19.00 0.07 0.014 0.064 0.013 0.00 229 19.08 0.10 0.022 0.064 0.019 0.00 230 19.17 0.10 0.022 0.064 0.019 0.00 231 19.25 0.10 0.022 0.064 0.019 0.00 232 19.33 0.13 0.029 0.063 0.026 0.00 233 19.42 0.13 0.029 0.063 0.026 0.00 234 19.50 0.13 0.029 0.063 0.026 0.00 235 19.58 0.10 0.022 0.062 0.019 0.00 236 19.67 0.10 0.022 0.062 0.019 0.00 237 19.75 0.10 0.022 0.062 0.019 0.00 238 19.83 0.07 0.014 0.062 0.013 0.00 239 19.92 0.07 0.014 0.061 0.013 0.00 240 20.00 0.07 0.014 0.061 0.013 0.00 241 20.08 0.10 0.022 0.061 0.019 0.00 242 20.17 0.10 0.022 0.060 0.019 0.00 243 20.25 0.10 0.022 0.060 0.019 0.00 244 20.33 0.10 0.022 0.060 0.019 0.00 245 20.42 0.10 0.022 0.060 0.019 0.00 246 20.50 0.10 0.022 0.059 0.019 0.00 247 20.58 0.10 0.022 0.059 0.019 0.00 f I I r_a a I I I 248 20.67 0.10 0.022 0.059 0.019 0.00 249 20.75 0.10 0.022 0.059 0.019 0.00 250 20.83 0.07 0.014 0.058 0.013 0.00 251 20.92 0.07 0.014 0.058 0.013 0.00 252 21.00 0.07 0.014 0.058 0.013 0.00 253 21.08 0.10 0.022 0.058 0.019 0.00 254 21.17 0.10 0.022 0.058 0.019 0.00 255 21.25 0.10 0.022 0.057 0.019 0.00 256 21.33 0.07 0.014 0.057 0.013 0.00 257 21.42 0.07 0.014 0.057 0.013 0.00 258 21.50 0.07 0.014 0.057 0.013 0.00 259 21.58 0.10 0.022 0.056 0.019 0.00 260 21.67 0.10 0.022 0.056 0.019 0.00 261 21.75 0.10 0.022 0.056 0.019 0.00 262 21.83 0.07 0.014 0.056 0.013 0.00 263 21.92 0.07 0.014 0.056 0.013 0.00 264 22.00 0..07 0.014 0.055 0.013 0.00 265 22.08 0.10 0.022 0.055 0.019 0.00 266 22.17 0.10 0.022 0.055 0.019 0.00 267 22.25 0.10 0.022 0.055 0.019 0.00 268 22.33 0.07 0.014 0.055 0.013 0.00 269 22.42 0.07 0.014 0.055 0.013 0.00 270 22.50 0.07 0.014 0.054 0.013 0.00 271 22.58 0.07 0.014 0.054 0.013 0.00 272 22.67 0.07 0.014 0.054 0.013 0.00 273 22.75 0.07 0.014 0.054 0.013 0.00 274 22.63 0.07 0.014 0.054 0.013 0.00 275 22.92 0.07 0.014 0.054 0.013 0.00 276 23.00 0.07 0.014 0.054 0.013 0.00 277 23.08 0.07 0.014 0.053 0.013 0.00 278 23.17 0.07 0.014 0.053 0.013 0.00 279 23.25 0.07 0.014 0.053 0.013 0.00 280 23.33 0.07 0.014 0.053 0.013 0.00 281 23.42 0.07 0.014 0.053 0.013 0.00 282 23.50 0.07 0.014 0.053 0.013 0.00 283 23.58 0.07 0.014 0.053 0.013 0.00 284 23.67 0.07 0.014 0.053 0.013 0.00 285 23.75 0.07 0.014 0.053 0.013 0.00 286 23.83 0.07 0.014 0.053 0.013 0.00 287 23.92 0.07 0.014 0.053 0.013 0.00 288 24.00 0.07 0.014 0.053 0.013 0.00 Sum = 100.0 Sum = 6.5 Flood volume = Effective rainfall 0.54(In) times area 0.6(Ac.)/[(In)/(Ft.)] = O.O(Ac.Ft) Total soil loss = 1.26(In) Total soil loss = 0.058(Ac.Ft) Total rainfall = 1.80(in) Flood volume = 1081.6 Cubic Feet Total soil loss = 2512.1 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 0 086(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)) I r 1 I C' 171 1 I LJ 1 1 -------------- Time(h+m) Volume Ac.Ft -------------------------------------------- Q(CFS) 0 2.5 5.0 7.5 10.0 --- --0+-5 0.0000 --Q- 0.00 -------i---------I--- --------------- 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 I I I 0+30 0.0000 0.00 Q 0+35 0.0000 0.00 Q 0+40 0.0001 0.00 Q I I I 0+45 0.0001 0.00 Q I I I 0+50 0.0001 0.00 Q I I I 0+55 0.0001 0.00 Q 1+ 0 0.0001 0.00 Q 1+ 5 0.0001 0.00 Q I I 1+10 0.0001 0.00 Q I I 1 1+15 0.0001 0.00 Q I 1+20 0.0001 0.00 Q I 1+25 0.0001 0.00 Q 1+30 0.0001 0.00 Q I 1+35 0.0002 0.00 Q 1+40 0.0002 0.00 Q 1+45 0.0002 0.00 Q I I I 1+50 0.0002 0.00 Q 1+55 0.0002 0.00 Q I ( I 2+ 0 0.0002 0.00 Q I I I 2+ 5 0.0002 0.00 Q I I I 2+10 0.0002 0.00 Q I I I I 2+15 0.0002 0.00 Q I I I I 2+20 0.0003 0.00 Q I I I 2+25 0.0003 0.00 Q I I I 2+30 0.0003 0.00 Q 2+35 0.0003 0.00 Q I I 2+40 0.0003 0.00 Q 2+45 0.0003 0.00 Q 2+50 0.0003 0.00 Q 2+55 0.0003 0.00 Q 3+ 0 0.0004 0.00 Q 3+ 5 0.0004 0.00 Q 3+10 0.0004 0.00 Q 3+15 0.0004 0.00 Q 3+20 0.0004 0.00 Q 3+25 0.0004 0.00 Q 3+30 0.0004 0.00 Q 3+35 0.0005 0.00 Q 3+40 0.0005 0.00 Q 3+45 0.0005 0.00 Q 3+50 0.0005 0.00 Q 3+55 0.0005 0.00 Q 4+ 0 0.0005 0.00 Q 4+ 5 0.0005 0.00 Q 4+10 0.0006 0.00 Q 4+15 0.0006 0.00 Q 4+20 0.0006 0.00 Q 4+25 0.0006 0.00 Q I 1 1 lb 1 1 11 4+30 0.0006 0.00 QV 4+35 0.0007 0.00 QV 4+40 0.0007 0.00 QV 4+45 0.0007 0.00 QV 4+50 0.0007 0.00 QV 4+55 0.0007 0.00 QV 5+ 0 0.0008 0.00 QV 5+ 5 0.0008 0.00 QV 5+10 0.0008 0.00 QV 5+15 0.0008 0.00 QV 5+20 0.0008 0.00 QV 5+25 0.0008 0.00 QV 5+30 0.0009 0.00 QV 5+35 0.0009 0.00 QV 5+40 0.0009 0.00 QV 5+4S 0.0009 0.00 QV 5+50 0.0010 0.00 QV 5+55 0.0010 0.00 QV 6+ 0 0.0010 0.00 QV 6+ 5 0.0010 0.00 QV 6+10 0.0010 0.00 QV 6+15 0.0011 0.00 QV 6+20 0.0011 0.00 QV 6+25 0.0011 0.00 QV 6+30 0.0011 0.00 QV 6+35 0.0012 0.00 QV 6+40 0.0012 0.00 QV 6+45 0.0012 - 0.00 QV 6+50 0.0013 0.00 Q V 6+55 0.0013 0.00 Q V 7+ 0 0.0013 0.00 Q V 7+ 5 0.0013 0.00 Q V 7+10 0.0014 0.00 Q V 7+15 0.0014 0.00 Q V 7+20 0.0014 0.00 Q V 7+25 0.0015 0.00 Q V 7+30 0.0015 0.00 Q V 7+35 0.0015 0.00 Q V 7+40 0.0016 0.00 Q V 7+45 0.0016 0.00 Q V 7+50 0.0016 0.01 Q V 7+55 0.0017 0.01 Q V 8+ 0 0.0017 0.01 Q V 8+ 5 0.0017 0.01 Q V 8+10 0.0018 0.01 Q V 8+15 0.0018 0.01 Q V 8+20 0.0019 0.01 Q V 8+25 0.0019 0.01 Q V 8+30 0.0019 0.01 Q V 8+35 0.0020 0.01 Q V 8+40 0.0020 0.01 Q V 8+45 0.0021 0.01 Q V 8+50 0.0021 0.00 Q V 8+55 0.0021 0.00 Q V 9+ 0 0.0021 0.00 Q V 9+ 5 0.0022 0.01 Q V 9+10 0.0023 0.01 Q V t I h a 1 1 1 9+15 0.0024 0.01 Q V 9+20 0.0025 0.02 Q V 9+25 0.0026 0.02 Q V 9+30 0.0027 0.02 Q V 9+35 0.0028 0.02 Q V 9+40 0.0030 0.02 Q V 9+45 0.0031 0.02 Q V 9+50 0.0033 0.03 Q V 9+55 0.0035 0.03 Q V 10+ 0 0.0037 0.03 Q V 10+ 5 0.0037 0.01 Q V 10+10 0.0037 0.01 Q V 10+15 0.0038 0.01 Q V 10+20 0.0038 0.01 Q V 10+25 0.0039 0.01 Q V 10+30 0.0039 0.00 Q V 10+35 0.0040 0.02 Q V 10+40 0.0042 0.02 Q V 10+45 0.0043 0.02 Q V 10+50 0.0044 0.02 Q V 10+55 0.0046 0.02 Q V 11+ 0 0.0047 0.02 Q V 11+ 5 0.0049 0.02 Q V 11+10 0.0050 0.02 Q V 11+15 0.0051 0.02 Q V 11+20 0.0053 0.02 Q V 11+25 0.0054 0.02 Q V 11+30 0.0055 0.02 Q V 11+35 0.0056 0.01 Q VI 11+40 0.0057 0.01 Q VI 11+45 0.0058 0.01 Q VI 11+50 0.0059 0.02 Q VI 11+55 0.0060 0.02 Q VI 12+ 0 0.0061 0.02 Q VI 12+ 5 0.0064 0.05 Q V 12+10 0.0068 0.05 Q V 12+15 0.0071 0.05 Q IV 12+20 0.0074 0.05 Q IV 12+25 0.0078 0.05 Q I V 12+30 0.0081 0.05 Q I V 12+35 0.0085 0.06 Q I V 12+40 0.0089 0.06 Q I V 12+45 0.0093 0.06 Q I V 12+50 0.0098 0.06 Q I V 12+55 0.0102 0.06 Q I V 13+ 0 0.0107 0.06 Q I V 13+ 5 0.0112 0.08 Q I V 13+10 0.0118 0.08 Q I V 13+15 0.0124 0.09 Q I V 13+20 0.0130 0.09 Q I' 13+25 0.0136 0.09 Q 13+30 0.0142 0.09 Q 13+35 0.0145 0.04 Q 13+40 0.0148 0.04 Q 13+45 0.0151 0.04 Q I 13+50 0.0154 0.04 Q 13+55 0.0157 0.04 Q V V V V V V V h I a 14+ 0 0.0160 0.04 14+ 5 0.0164 0.06 14+10 0.0168 0.06 14+15 0.0172 0.06 14+20 0.0176 0.06 14+25 0.0180 0.06 14+30 0.0184 0.06 14+35 0.0188 0.06 14+40 0.0191 0.06 14+45 0.0195 0.06 14+50 0.0199 0.05 14+55 0.0203 0.05 15+ 0 0.0207 0.05 15+ 5 0.0210 0.05 15+10 0.0214 0.05 15+15 0.0217 0.05 15+20 0.0220 0.05 15+25 0.0224 0.05 15+30 0.0227 0.05 15+35 0.0229 0.03 15+40 0.0231 0.03 15+45 0.0234 0.03 15+50 0.0236 0.03 15+55 0.0238 0.03 16+ 0 0.0240 0.03 16+ 5 0.0240 0.00 16+10 0.0241 0.00 16+15 0.0241 0.00 16+20 0.0241 0.00 16+25 0.0241 0.00 16+30 0.0241 0.00 16+35 0.0241 0.00 16+40 0.0241 0.00 16+45 0.0241 0.00 16+50 0.0241 0.00 16+55 0.0241 0.00 17+ 0 0.0242 0.00 17+ 5 0.0242 0.00 17+10 0.0242 0.00 17+15 0.0242 0.00 17+20 0.0242 0.00 17+25 0.0242 0.00 17+30 0.0242 0.00 17+35 0.0242 0.00 17+40 0.0243 0.00 17+45 0.0243 0.00 17+50 0.0243 0.00 17+55 0.0243 0.00 18+ 0 0.0243 0.00 18+ 5 0.0243 0.00 18+10 0.0243 0.00 18+15 0.0243 0.00 18+20 0.0244 0.00 18+25 0.0244 0.00 18+30 0.0244 0.00 18+35 0.0244 0.00 18+40 0.0244 0.00 a 1] 1 p 18+45 0.0244 0.00 Q 18+50 0.0244 0.00 Q 18+55 0.0244 0.00 Q 19+ 0 0.0244 0.00 Q 19+ 5 0.0244 0.00 Q 19+10 0.0244 0.00 Q 19+15 0.0244 0.00 Q 19+20 0.0245 0.00 Q 19+25 0.0245 0.00 Q 19+30 0.0245 0.00 Q 19+35 0.0245 0.00 Q 19+40 0.0245 0.00 Q 19+45 0.0245 0.00 Q 19+50 0.0245 0.00 Q 19+55 0.0245 0.00 Q 20+ 0 0.0245 0.00 Q 20+ 5 0.0245 0.00 Q 20+10 0.0245 0.00 Q 20+15 0.0245 0.00 Q 20+20 0.0245 0.00 Q 20+25 0.0246 0.00 Q 20+30 0.0246 0.00 Q 20+35 0.0246 0.00 Q 20+40 0.0246 0.00 Q 20+45 0.0246 0.00 Q 20+50 0.0246 0.00 Q 20+55 0.0246 0.00 Q 21+ 0 0.0246 0.00 Q 21+ 5 0.0246 0.00 Q 21+10 0.0246 0.00 Q 21+15 0.0246 0.00 Q 21+20 0.0246 0.00 Q 21+25 0.0246 0.00 Q 21+30 0.0246 0.00 Q 21+35 0.0247 0.00 Q 21+40 0.0247 0.00 Q 21+45 0.0247 0.00 Q 21+50 0.0247 0.00 Q 21+55 0.0247 0.00 Q 22+ 0 0.0247 0.00 Q 22+ 5 0.0247 0.00 Q 22+10 0.0247 0.00 Q 22+15 0.0247 0.00 Q 22+20 0.0247 0.00 Q 22+25 0.0247 0.00 Q 22+30 0.0247 0.00 Q 22+35 0.0247 0.00 Q 22+40 0.0247 0.00 Q 22+45 0.0247 0.00 Q 22+50 0.0248 0.00 Q 22+55 0.0248 0.00 Q 23+ 0 0.0248 0.00 Q 23+ 5 0.0248 0.00 Q 23+10 0.0248 0.00 Q 23+15 0.0248 0.00 Q 23+20 0.0248 0.00 Q 23+25 0.0248 0.00 Q I 23+30 0.0248 0.00 Q V 23+35 0.0248 0.00 0 I V 23+40 0.0248 0.00 Q V 23+45 0.0248 0.00 Q V 23+50 0.0248 0.00 Q V 1 23+55 0.0250 0.00 Q v 24+ 0 0.0250 0.00 Q I v ---------------------------------------------------------------------- 1 F] I 1 1 a 1 1 1 1 E-1 1 I 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 01/17/08 File: 252410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---' ------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 1 Program License Serial Number 4035 '--------------------------- — - — ------------------------ — - English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used ' English Units used in output format ' --------------------------------------------------------------------- Drainage Area = 0 55(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.55(Ac.) _ 0.001 Sq. Mi. Length along longest watercourse = 190.06 (Ft.) Length along longest watercourse measured to centroid = 95.00(Ft.) ' Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = 0.018 Mi. Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. ' Average Manning's 'N' = 0.006 Lag time = 0.004 Hr. Lag time = 0.24 Min. 25* of lag time = 0.06 Min. ' 40* of lag time = 0.10 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Ease Flow = 0.00(CFS) ' 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 0.55 1.80 0.99 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 0.55 4.50 2.48 ' STORM EVENT (YEAR) = 10.00 1 I 1 1 1 1 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.550 77.90 0.860 Total Area Entered = 0.55(Ac.) RI RI Infil. Rate Impervious Adj. Infil AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) 77.9 60.5 0.465 0.860 0.105 Rate Area% F (Dec.) (In/Hr) 1.000 0.105 Sum (F) = 0.105 Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 (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 DESERT S -Curve Unit ------------------------------------ Hydrograph Data ----- Unit time -------- period ------ Time % of lag -------------------------- Distribution Unit Hydrograph (hrs) -------- ------- Graph % (CFS) 1 0.083 2067.143 -------------------------------- 100.000 0.554 Sum = 100.000 Sum= 0_554 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.023 0.186 0.021 0.00 2 0.17 0.07 0.023 0.186 0.021 0.00 3 0.25 0.07 0.023 0.185 0.021 0.00 4 0.33 0.10 0.035 0.184 0.031 0.00 5 0.42 0.10 0.035 0.183 0.031 0.00 6 0.50 0.10 0.035 0.183 0.031 0.00 7 0.58 0.10 0.035 0.182 0.031 0.00 8 0.67 0.10 0.035 0.181 0.031 0.00 9 0.75 0.10 0.035 0.180 0.031 0.00 10 0.83 0.13 0.047 0.180 0.042 0.00 11 0.92 0.13 0.047 0.179 0.042 0.00 12 1.00 0.13 0.047 0.178 0.042 0.00 13 1.08 0.10 0.035 0.178 0.031 0.00 14 1.17 0.10 0.035 0.177 0.031 0.00 15 1.25 0.10 0.035 0.176 0.031 0.00 16 1.33 0.10 0.035 0.176 0.031 0.00 17 1.42 0.10 0.035 0.175 0.031 0.00 18 1.50 0.10 0.035 0.174 0.031 0.00 19 1.58 0.10 0.035 0.173 0.031 0.00 LJ 20 1.67 0.10 0.035 0.173 0.031 0.00 21 1.75 0.10 0.035 0.172 0.031 0.00 22 1.83 0.13 0.047 0.171 0.042 0.00 23 1.92 0.13 0.047 0.171 0.042 0.00 24 2.00 0.13 0.047 0.170 0.042 0.00 25 2.08 0.13 0.047 0.169 0.042 0.00 26 2.17 0.13 0.047 0.169 0.042 0.00 27 2.25 0.13 0.047 0.168 0.042 0.00 28 2.33 0.13 0.047 0.167 0.042 0.00 29 2.42 0.13 0.047 0.167 0.042 0.00 30 2.50 0.13 0.047 0.166 0.042 0.00 31 2.58 0.17 0.058 0.165 0.052 0.01 32 2.67 0.17 0.058 0.165 0.052 0.01 33 2.75 0.17 0.058 0.164 0.052 0.01 34 2.83 0.17 0.058 0.163 0.052 0.01 35 2.92 0.17 0.058 0.163 0.052 0.01 36 3.00 0.17 0.058 0.162 0.052 0.01 37 3.08 0.17 0.058 0.161 0.052 0.01 38 3.17 0.17 0.058 0.161 0.052 0.01 39 3.25 0.17 0.058 0.160 0.052 0.01 40 3.33 0.17 0.058 0.159 0.052 0.01 41 3.42 0.17 0.058 0.159 0.052 0.01 42 3.50 0.17 0.058 0.158 0.052 0.01 43 3.58 0.17 0.058 0.157 0.052 0.01 44 3.67 0.17 0.058 0.157 0.052 0.01 45 3.75 0.17 0.058 0.156 0.052 0.01 46 3.83 0.20 0.070 0.155 0.063 0.01 47 3.92 0.20 0.070 0.155 0.063 0.01 48 4.00 0.20 0.070 0.154 0.063 0.01 49 4.08 0.20 0.070 0.153 0.063 0.01 50 4.17 0.20 0.070 0.153 0.063 0.01 51 4.25 0.20 0.070 0.152 0.063 0.01 52 4.33 0.23 0.082 0.151 0.073 0.01 53 4.42 0.23 0.082 0.151 0.073 0.01 54 4.50 0.23 0.082 0.150 0.073 0.01 55 4.58 0.23 0.082 0.149 0.073 0.01 56 4.67 0.23 0.082 0.149 0.073 0.01 57 4.75 0.23 0.082 0.148 0.073 0.01 58 4.83 0.27 0.093 0.147 0.084 0.01 59 4.92 0.27 0.093 0.147 0.084 0.01 60 5.00 0.27 0.093 0.146 0.084 0.01 61 5.08 0.20 0.070 0.146 0.063 0.01 62 5.17 0.20 0.070 0.145 0.063 0.01 63 5.25 0.20 0.070 0.144 0.063 0.01 64 5.33 0.23 0.082 0.144 0.073 0.01 65 5.42 0.23 0.082 0.143 0.073 0.01 66 5.50 0.23 0.082 0.142 0.073 0.01 67 5.58 0.27 0.093 0.142 0.084 0.01 68 5.67 0.27 0.093 0.141 0.084 0.01 69 5.75 0.27 0.093 0.141 0.084 0.01 70 5.83 0.27 0.093 0.140 0.084 0.01 71 5.92 0.27 0.093 0.139 0.084 0.01 72 6.00 0.27 0.093 0.139 0.084 0.01 73 6.08 0.30 0.105 0.138 0.094 0.01 74 6.17 0.30 0.105 0.137 0.094 0.01 75 6.25 0.30 0.105 0.137 0.094 0.01 76 6.33 0.30 0.105 0.136 0.094 0.01 I lb 1 1 1 1 1 77 6.42 0.30 0.105 0.136 0.094 0.01 78 6.50 0.30 0.105 0.135 0.094 0.01 79 6.58 0.33 0.116 0.134 0.105 0.01 80 6.67 0.33 0.116 0.134 0.105 0.01 81 6.75 0.33 0.116 0.133 0.105 0.01 82 6.83 0.33 0.116 0.133 0.105 0.01 83 6.92 0.33 0.116 0.132 0.105 0.01 84 7.00 0.33 0.116 0.131 0.105 0.01 85 7.08 0.33 0.116 0.131 0.105 0.01 86 7.17 0.33 0.116 0.130 0.105 0.01 87 7.25 0.33 0.116 0.130 0.105 0.01 88 7.33 0.37 0.128 0.129 0.115 0.01 89 7.42 0.37 0.128 0.128 0.115 0.01 90 7.50 0.37 0.128 0.128 --- 0.00 91 7.58 0.40 0.140 0.127 --- 0.01 92 7.67 0.40 0.140 0.127 --- 0.01 93 7.75 0.40 0.140 0.126 --- 0.01 94 7.83 0.43 0.151 0.125 --- 0.03 95 7.92 0.43 0.151 0.125 --- 0.03 96 8.00 0.43 0.151 0.124 --- 0.03 97 8.08 0.50 0.175 0.124 --- 0.05 98 8.17 0.50 0.175 0.123 --- 0.05 99 8.25 0.50 0.175 0.123 --- 0.05 100 8.33 0.50 0.175 0.122 --- 0.05 101 8.42 0.50 0.175 0.121 --- 0.05 102 8.50 0.50 0.175 0.121 --- 0.05 103 8.58 0.53 0.186 0.120 --- 0.07 104 8.67 0.53 0.186 0.120 --- 0.07 105 8.75 0.53 0.186 0.119 --- 0.07 106 8.83 0.57 0.198 0.119 --- 0.08 107 8.92 0.57 0.198 0.118 --- 0.08 108 9.00 0.57 0.198 0.118 --- 0.08 109 9.08 0.63 0.221 0.117 --- 0.10 110 9.17 0.63 0.221 0.116 --- 0.10 111 9.25 0.63 0.221 0.116 --- 0.11 112 9.33 0.67 0.233 0.115 --- 0.12 113 9.42 0.67 0.233 0.115 --- 0.12 114 9.50 0.67 0.233 0.114 --- 0.12 115 9.58 0.70 0.245 0.114 --- 0.13 116 9.67 0.70 0.245 0.113 --- 0.13 117 9.75 0.70 0.245 0.113 --- 0.13 118 9.83 0.73 0.256 0.112 --- 0.14 119 9.92 0.73 0.256 0.111 --- 0.14 120 10.00 0.73 0.256 0.111 --- 0.15 121 10.08 0.50 0.175 0.110 --- 0.06 122 10.17 0.50 0.175 0.110 --- 0.06 123 10.25 0.50 0.175 0.109 --- 0.07 124 10.33 0.50 0.175 0.109 --- 0.07 125 10.42 0.50 0.175 0.108 --- 0.07 126 10.50 0.50 0.175 0.108 --- 0.07 127 10.58 0.67 0.233 0.107 --- 0.13 128 10.67 0.67 0.233 0.107 --- 0.13 129 10.75 0.67 0.233 0.106 --- 0.13 130 10.83 0.67 0.233 0.106 --- 0.13 131 10.92 0.67 0.233 0.105 --- 0.13 132 11.00 0.67 0.233 0.105 --- 0.13 133 11.08 0.63 0.221 0.104 --- 0.12 ii 1 [1 134 11.17 0.63 0.221 0.104 --- 0.12 135 11.25 0.63 0.221 0.103 --- 0.12 136 11.33 0.63 0.221 0.103 --- 0.12 137 11.42 0.63 0.221 0.102 --- 0.12 138 11.50 0.63 0.221 0.102 --- 0.12 139 11.58 0.57 0.198 0.101 --- 0.10 140 11.67 0.57 0.198 0.101 --- 0.10 141 11.75 0.57 0.198 0.100 --- 0.10 142 11.83 0.60 0.210 0.100 --- 0.11 143 11.92 0.60 0.210 0.099 --- 0.11 144 12.00 0.60 0.210 0.099 --- 0.11 145 12.08 0.83 0.291 0.098 --- 0.19 146 12.17 0.83 0.291 0.098 --- 0.19 147 12.25 0.83 0.291 0.097 --- 0.19 148 12.33 0.87 0.303 0.097 --- 0.21 149 12.42 0.87 0.303 0.096 --- 0.21 150 12.50 0.87 0.303 0.096 --- 0.21 151 12.58 0.93 0.326 0.095 --- 0.23 152 12.67 0.93 0.326 0.095 --- 0.23 153 12.75 0.93 0.326 0.094 --- 0.23 154 12.83 0.97 0.338 0.094 --- 0.24 155 12.92 0.97 0.338 0.093 --- 0.24 156 13.00 0.97 0.338 0.093 --- 0.24 157 13.08 1.13 0.396 0.092 --- 0.30 158 13.17 1.13 0.396 0.092 --- 0.30 159 13.25 1.13 0.396 0.091 --- 0.30 160 13.33 1.13 0.396 0.091 --- 0.30 161 13.42 1.13 0.396 0.090 --- 0.31 162 13.50 1.13 0.396 0.090 --- 0.31 163 13.58 0.77 0.268 0.090 --- 0.18 164 13.67 0.77 0.268 0.089 --- 0.18 165 13.75 0.77 0.268 0.089 --- 0.18 166 13.83 0.77 0.268 0.088 --- 0.18 167 13.92 0.77 0.268 0.088 --- 0.18 168 14.00 0.77 0.268 0.087 --- 0.18 169 14.08 0.90 0.314 0.087 --- 0.23 170 14.17 0.90 0.314 0.086 --- 0.23 171 14.25 0.90 0.314 0.086 --- 0.23 172 14.33 0.87 0.303 0.085 --- 0.22 173 14.42 0.87 0.303 0.085 --- 0.22 174 14.50 0.87 0.303 0.085 --- 0.22 175 14.58 0.87 0.303 0.084 --- 0.22 176 14.67 0.87 0.303 0.084 --- 0.22 177 14.75 0.87 0.303 0.083 --- 0.22 178 14.83 0.83 0.291 0.083 --- 0.21 179 14.92 0.83 0.291 0.082 --- 0.21 180 15.00 0.83 0.291 0.082 --- 0.21 181 15.08 0.80 0.279 0.082 --- 0.20 182 15.17 0.80 0.279 0.081 --- 0.20 183 15.25 0.80 0.279 0.081 --- 0.20 184 15.33 0.77 0.268 0.080 --- 0.19 185 15.42 0.77 0.268 0.080 --- 0.19 186 15.50 0.77 0.268 0.080 --- 0.19 187 15.58 0.63 0.221 0.079 --- 0.14 188 15.67 0.63 0.221 0.079 --- 0.14 189 15.75 0.63 0.221 0.078 --- 0.14 190 15.83 0.63 0.221 0.078 --- 0.14 11 1 191 15.92 0.63 0.221 0.078 --- 0.14 192 16.00 0.63 0.221 0.077 --- 0.14 193 16.08 0.13 0.047 0.077 0.042 0.00 194 16.17 0.13 0.047 0.076 0.042 0.00 195 16.25 0.13 0.047 0.076 0.042 0.00 196 16.33 0.13 0.047 0.076 0.042 0.00 197 16.42 0.13 0.047 0.075 0.042 0.00 198 16.50 0.13 0.047 0.075 0.042 0.00 199 16.58 0.10 0.035 0.074 0.031 0.00 200 16.67 0.10 0.035 0.074 0.031 0.00 201 16.75 0.10 0.035 0.074 0.031 0.00 202 16.83 0.10 0.035 0.073 0.031 0.00 203 16.92 0.10 0.035 0.073 0.031 0.00 204 17.00 0.10 0.035 0.073 0.031 0.00 205 17.08 0.17 0.058 0.072 0.052 0.01 206 17.17 0.17 0.058 0.072 0.052 0.01 207 17.25 0.17 0.058 0.071 0.052 0.01 208 17.33 0.17 0.058 0.071 0.052 0.01 209 17.42 0.17 0.058 0.071 0.052 0.01 210 17.50 0.17 0.058 0.070 0.052 0.01 211 17.58 0.17 0.058 0.070 0.052 0.01 212 17.67 0.17 0.058 0.070 0.052 0.01 213 17.75 0.17 0.058 0.069 0.052 0.01 214 17.83 0.13 0.047 0.069 0.042 0.00 215 17.92 0.13 0.047 0.069 0.042 0.00 216 18.00 0.13 0.047 0.068 0.042 0.00 217 18.08 0.13 0.047 0.068 0.042 0.00 218 18.17 0.13 0.047 0.068 0.042 0.00 219 18.25 0.13 0.047 0.067 0.042 0.00 220 18.33 0.13 0.047 0.067 0.042 0.00 221 16.42 0.13 0.047 0.067 0.042 0.00 222 18.50 0.13 0.047 0.066 0.042 0.00 223 18.58 0.10 0.035 0.066 0.031 0.00 224 18.67 0.10 0.035 0.066 0.031 0.00 225 18.75 0.10 0.035 0.065 0.031 0.00 226 18.83 0.07 0.023 0.065 0.021 0.00 227 18.92 0.07 0.023 0.065 0.021 0.00 228 19.00 0.07 0.023 0.064 0.021 0.00 229 19.08 0.10 0.035 0.064 0.031 0.00 230 19.17 0.10 0.035 0.064 0.031 0.00 231 19.25 0.10 0.035 0.064 0.031 0.00 232 19.33 0.13 0.047 0.063 0.042 0.00 233 19.42 0.13 0.047 0.063 0.042 0.00 234 19.50 0.13 0.047 0.063 0.042 0.00 235 19.58 0.10 0.035 0.062 0.031 0.00 236 19.67 0.10 0.035 0.062 0.031 0.00 237 19.75 0.10 0.035 0.062 0.031 0.00 238 19.83 0.07 0.023 0.062 0.021 0.00 239 19.92 0.07 0.023 0.061 0.021 0.00 240 20.00 0.07 0.023 0.061 0.021 0.00 241 20.08 0.10 0.035 0.061 0.031 0.00 242 20.17 0.10 0.035 0.060 0.031 0.00 243 20.25 0.10 0.035 0.060 0.031 0.00 244 20.33 0.10 0.035 0.060 0.031 0.00 245 20.42 0.10 0.035 0.060 0.031 0.00 246 20.50 0.10 0.035 0.059 0.031 0.00 247 20.58 0.10 0.035 0.059 0.031 0.00 I i 11 1 [1 p 248 20.67 0.10 0.035 0.059 0.031 0.00 249 20.75 0.10 0.035 0.059 0.031 0.00 250 20.83 0.07 0.023 0.058 0.021 0.00 251 20.92 0.07 0.023 0.058 0.021 0.00 252 21.00 0.07 0.023 0.058 0.021 0.00 253 21.08 0.10 0.035 0.058 0.031 0.00 254 21.17 0.10 0.035 0.058 0.031 0.00 255 21.25 0.10 0.035 0.057 0.031 0.00 256 21.33 0.07 0.023 0.057 0.021 0.00 257 21.42 0.07 0.023 0.057 0.021 0.00 258 21.50 0.07 0.023 0.057 0.021 0.00 259 21.58 0.10 0.035 0.056 0.031 0.00 260 21.67 0.10 0.035 0.056 0.031 0.00 261 21.75 0.10 0.035 0.056 0.031 0.00 262 21.83 0.07 0.023 0.056 0.021 0.00 263 21.92 0.07 0.023 0.056 0.021 0.00 264 22.00 0.07 0.023 0.055 0.021 0.00 265 22.08 0.10 0.035 0.055 0.031 0.00 266 22.17 0.10 0.035 0.055 0.031 0.00 267 22.25 0.10 0.035 0.055 0.031 0.00 268 22.33 0.07 0.023 0.055 0.021 0.00 269 22.42 0.07 0.023 0.055 0.021 0.00 270 22.50 0.07 0.023 0.054 0.021 0.00 271 22.58 0.07 0.023 0.054 0.021 0.00 272 22.67 0.07 0.023 0.054 0.021 0.00 273 22.75 0.07 0.023 0.054 0.021 0.00 274 22.83 0.07 0.023 0.054 0.021 0.00 275 22.92 0.07 0.023 0.054 0.021 0.00 276 23.00 0.07 0.023 0.054 0.021 0.00 277 23.08 0.07 0.023 0.053 0.021 0.00 278 23.17 0.07 0.023 0.053 0.021 0.00 279 23.25 0.07 0.023 0.053 0.021 0.00 280 23.33 0.07 0.023 0.053 0.021 0.00 281 23.42 0.07 0.023 0.053 0.021 0.00 282 23.50 0.07 0.023 0.053 0.021 0.00 283 23.58 0.07 0.023 0.053 0.021 0.00 284 23.67 0.07 0.023 0.053 0.021 0.00 285 23.75 0.07 0.023 0.053 0.021 0.00 286 23.83 0.07 0.023 0.053 0.021 0.00 287 23.92 0.07 0.023 0.053 0.021 0.00 288 24.00 0.07 0.023 0.053 0.021 0.00 Sum = 100.0 Sum = 16.0 Flood volume = Effective rainfall 1.33(In) times area 0.6(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.58(In) Total soil loss = 0.072(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 2658.5 Cubic Feet Total - - --------------- soil loss = 3152.9 Cubic Feet Peak -------------------------------------------------------------------- flow rate of this --------------- h dro ra h y g - 0.170(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)) h I I I ------------------------------------- Time(h+m) _ Volume AC.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 _ 0.00 _-_---------______-__-_____----I Q 0+10 0.0000 0.00 Q 0+15 0.0000 0.00 Q 0+20 0.0000 0.00 Q 0+25 0.0001 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 0.0001 0.00 Q 0+50 0.0001 0.00 Q 0+55 0.0001 0.00 Q J 1+ 0 0.0002 0.00 Q 1+ 5 0.0002 0.00 Q 1+10 0.0002 0.00 Q 1+15 0.0002 0.00 Q 1+20 0.0002 0.00 Q 1+25 0.0002 0.00 Q 1+30 0.0002 0.00 Q 1+35 0.0003 0.00 Q 1+40 0.0003 0.00 Q 1+45 0.0003 0.00 Q 1+50 0.0003 0.00 Q 1+55 0.0003 0.00 Q 2+ 0 0.0003 0.00 Q 2+ 5 0.0004 0.00 Q 2+10 0.0004 0.00 Q 2+15 0.0004 0.00 Q 2+20 0.0004 0.00 Q 2+25 0.0004 0.00 Q 2+30 0.0004 0.00 Q 2+35 0.0005 0.00 Q 2+40 0.0005 0.00 Q 2+45 0.0005 0.00 Q 2+50 0.0005 0.00 Q 2+55 0.0006 0.00 Q 3+ 0 0.0006 0.00 Q 3+ 5 0.0006 0.00 Q 3+10 0.0006 0.00 Q 3+15 0.0006 0.00 Q 3+20 0.0007 0.00 Q 3+25 0.0007 0.00 Q 3+30 0.0007 0.00 Q 3+35 0.0007 0.00 Q 3+40 0.0008 0.00 Q 3+45 0.0008 0.00 Q 3+50 0.0008 0.00 Q 3+55 0.0008 0.00 Q 4+ 0 0.0009 0.00 Q 4+ 5 0.0009 0.00 Q 4+10 0.0009 0.00 Q 4+15 0.0009 0.00 Q + 4+20 0.0010 0.00 Q I 4+25 0.0010 0.00 Q I I I U 0 11 4+30 0.0010 0.00 Q 4+35 0.0011 0.00 Q 4+40 0.0011 0.00 Q 4+45 0.0011 0.00 Q 4+50 0.0012 0.01 Q 4+55 0.0012 0.01 Q 5+ 0 0.0012 0.01 Q 5+ 5 0.0013 0.00 Q 5+10 0.0013 0.00 Q 5+15 0.0013 0.00 Q 5+20 0.0013 0.00 Q 5+25 0.0014 0.00 Q 5+30 0.0014 0.00 Q 5+35 0.0014 0.01 Q 5+40 0.0015 0.01 Q 5+45 0.0015 0.01 Q 5+50 0.0015 0.01 QV 5+55 0.0016 0.01 QV 6+ 0 0.0016 0.01 QV 6+ 5 0.0017 0.01 QV 6+10 0.0017 0.01 QV 6+15 0.0017 0.01 QV 6+20 0.0018 0.01 QV 6+25 0.0018 0.01 QV 6+30 0.0019 0.01 QV 6+35 0.0019 0.01 QV 6+40 0.0019 0.01 QV 6+45 0.0020 0.01 QV 6+50 0.0020 0.01 QV 6+55 0.0021 0.01 QV 7+ 0 0.0021 0.01 QV 7+ 5 0.0022 0.01 QV 7+10 0.0022 0.01 QV 7+15 0.0023 0.01 QV 7+20 0.0023 0.01 QV 7+25 0.0024 0.01 QV 7+30 0.0024 0.00 QV 7+35 0.0024 0.01 QV 7+40 0.0025 0.01 QV 7+45 0.0025 0.01 QV 7+50 0.0026 0.01 QV 7+55 0.0027 0.01 QV 8+ 0 0.0028 0.01 QV 8+ 5 0.0030 0.03 QV 8+10 0.0032 0.03 Q V 8+15 0.0034 0.03 Q V 8+20 0.0036 0.03 Q V 8+25 0.0038 0.03 Q V 8+30 0.0040 0.03 Q V 8+35 0.0043 0.04 Q V 8+40 0.0045 0.04 Q V 8+45 0.0048 0.04 Q V 8+50 0.0051 0.04 Q V 8+55 0.0054 0.04 Q V 9+ 0 0.0057 0.04 Q V 9+ 5 0.0061 0.06 Q V 9+10 0.0065 0.06 Q V I 1 h F 9+15 0.0069 0.06 9+20 0.0073 0.07 9+25 0.0078 0.07 9+30 0.0082 0.07 9+35 0.0087 0.07 9+40 0.0092 0.07 9+45 0.0097 0.07 9+50 0.0103 0.08 9+55 0.0108 0.08 10+ 0 0.0114 0.08 10+ 5 0.0116 0.04 10+10 0.0119 0.04 10+15 0.0121 0.04 10+20 0.0124 0.04 10+25 0.0126 0.04 10+30 0.0129 0.04 10+35 0.0134 0.07 10+40 0.0139 0.07 10+45 0.0144 0.07 10+50 0.0148 0.07 10+55 0.0153 0.07 11+ 0 0.0158 0.07 11+ 5 0.0163 0.06 11+10 0.0167 0.07 11+15 0.0172 0.07 11+20 0.0176 0.07 11+25 0.0181 0.07 11+30 0.0185 0.07 11+35 0.0189 0.05 11+40 0.0193 0.05 11+45 0.0196 0.05 11+50 0.0201 0.06 11+55 0.0205 0.06 12+ 0 0.0209 0.06 12+ 5 0.0216 0.11 12+10 0.0224 0.11 12+15 0.0231 0.11 12+20 0.0239 0.11 12+25 0.0247 0.11 12+30 0.0255 0.11 12+35 0.0264 0.13 12+40 0.0273 0.13 12+45 0.0281 0.13 12+50 0.0291 0.14 12+55 0.0300 0.14 13+ 0 0.0309 0.14 13+ 5 0.0321 0.17 13+10 0.0333 0.17 13+15 0.0344 0.17 13+20 0.0356 0.17 13+25 0.0368 0.17 13+30 0.0379 0.17 13+35 0.0386 0.10 13+40 0.0393 0.10 13+45 0.0400 0.10 13+50 0.0407 0.10 13+55 0.0414 0.10 V V V V V V V V V V V V V V V V V IN V V V IV IV IV V IV IV I V I V V I V I V I V I V I V I V V IV IV VV V V V V V V V I I 1 10 1 u 1 1 14+ 0 0.0420 0.10 Q V 14+ 5 0.0429 0.13 Q V 14+10 0.0438 0.13 Q V 14+15 0.0447 0.13 Q VI 14+20 0.0455 0.12 Q I I VI 14+25 0.0463 0.12 Q I I V 14+30 0.0471 0.12 Q I I V 14+35 0.0480 0.12 Q I I IV 14+40 0.0488 0.12 Q I I IV 14+45 0.0497 0.12 Q I V 14+50 0.0505 0.12 Q I V 14+55 0.0512 0.12 Q I V 15+ 0 0.0520 0.12 Q I V 15+ 5 0.0528 0.11 Q I V 15+10 0.0536 0.11 Q I V 15+15 0.0543 0.11 Q I V 15+20 0.0550 0.10 Q I V 15+25 0.0558 0.10 Q I V 15+30 0.0565 0.10 Q I V 15+35 0.0570 0.08 Q I V 15+40 0.0576 0.08 Q I V 15+45 0.0581 0.08 Q I V 15+50 0.0587 0.08 Q I V 15+55 0.0592 0.08 Q I V 16+ 0 0.0597 0.08 Q I ' 16+ 5 0.0598 0.00 Q I ` 16+10 0.0598 0.00 Q I ' 16+15 0.0598 0.00 Q I ' 16+20 0.0598 0.00 Q 16+25 0.0598 0.00 Q ' 16+30 0.0599 0.00 Q I ' 16+35 0.0599 0.00 Q I ' 16+40 0.0599 0.00 Q 16+45 0.0599 0.00 Q ` 16+50 0.0599 0.00 Q I ' 16+55 0.0599 0.00 Q I ' 17+ 0 0.0599 0.00 Q 17+ 5 0.0600 0.00 Q ' 17+10 0.0600 0.00 Q I ` 17+15 0.0600 0.00 Q 17+20 0.0600 0.00 Q ' 17+25 0.0600 0.00 Q I ' 17+30 0.0601 0.00 Q ' 17+35 0.0601 0.00 Q I ' 17+40 0.0601 0.00 Q ' 17+45 0.0601 0.00 Q I ` 17+50 0.0602 0.00 Q ` 17+55 0.0602 0.00 Q ' 18+ 0 0.0602 0.00 Q I ' 18+ 5 0.0602 0.00 Q I ` 18+10 0.0602 0.00 Q 18+15 0.0602 0.00 Q ' 18+20 0.0603 0.00 Q 18+25 0.0603 0.00 Q ` 18+30 0.0603 0.00 Q ' 18+35 0.0603 0.00 Q ` 18+40 0.0603 0.00 Q I ` L 1 1 u 1 18+45 0.0603 0.00 18+50 0.0603 0.00 18+55 0.0604 0.00 19+ 0 0.0604 0.00 19+ 5 0.0604 0.00 19+10 0.0604 0.00 19+15 0.0604 0.00 19+20 0.0604 0.00 19+25 0.0604 0.00 19+30 0.0605 0.00 19+35 0.0605 0.00 19+40 0.0605 0.00 19+45 0.0605 0.00 19+50 0.0605 0.00 19+55 0.0605 0.00 20+ 0 0.0605 0.00 20+ 5 0.0605 0.00 20+10 0.0605 0.00 20+15 0.0606 0.00 20+20 0.0606 0.00 20+25 0.0606 0.00 20+30 0.0606 0.00 20+35 0.0606 0.00 20+40 0.0606 0.00 20+45 0.0606 0.00 20+50 0.0607 0.00 20+55 0.0607 0.00 21+ 0 0.0607 0.00 21+ 5 0.0607 0.00 21+10 0.0607 0.00 21+15 0.0607 0.00 21+20 0.0607 0.00 21+25 0.0607 0.00 21+30 0.0607 0.00 21+35 0.0608 0.00 21+40 0.0608 0.00 21+45 0.0608 0.00 21+50 0.0608 0.00 21+55 0.0608 0.00 22+ 0 0.0608 0.00 22+ 5 0.0608 0.00 22+10 0.0608 0.00 22+15 0.0608 0.00 22+20 0.0609 0.00 22+25 0.0609 0.00 22+30 0.0609 0.00 22+35 0.0609 0.00 22+40 0.0609 0.00 22+45 0.0609 0.00 22+50 0.0609 0.00 22+55 0.0609 0.00 23+ 0 0.0609 0.00 23+ 5 0.0609 0.00 23+10 0.0609 0.00 23+15 0.0610 0.00 23+20 0.0610 0.00 23+25 0.0610 0.00 23+30 0.0610 0.00 Q V 23+35 0.0610 0.00 Q V 23+40 0.0610 0.00 Q V 23+45 0.0610 0.00 Q V 23+50 0.0610 0.00 Q V ' 23+55 0.0610 0.00 Q V 24+ 0 0.0610 0.00 Q V 17 I 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 01/17/08 File: 2524100.0ut ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -- -- -- - - --- — --------------- - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4035 --------------------------------------------------------------------- English (in -lb) Input Units Used Eri'glish Rainfall Data (Inches) Input Values Used ' English Units used in output format [-1 Area(Ac.)[1] Rainfall(In)[2] 0.55 1.80 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] 0.55 4.50 STORM EVENT (YEAR) = 100.00 Weighting[1*2] 0.99 Weighting[1*2] 2.48 --------------------------------------------------------------------- Drainage Area = 0.55(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.55(Ac.) 0.001 Sq. Mi. Length along longest watercourse = 190.06 (Ft.) Length along longest watercourse measured to centroid = 95.00(Ft. Length along longest watercourse = 0.036 Mi. Length along longest watercourse measured to centroid = 0.018 Mi. Difference in elevation = 2.25(Ft.) Slope along watercourse = 62.5066 Ft./Mi. Average Manning's 'N' = 0.020 ' Lag time = 0.013 Hr. Lag time = 0.81 Min. 25% of lag time = 0.20 Min. ' 4016 of lag time = 0.32 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) ' 2 YEAR Area rainfall data: [-1 Area(Ac.)[1] Rainfall(In)[2] 0.55 1.80 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] 0.55 4.50 STORM EVENT (YEAR) = 100.00 Weighting[1*2] 0.99 Weighting[1*2] 2.48 11 1 I a 11 1 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.550 77.90 0.860 Total Area Entered = 0.55(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 77.9 60.5 0.465 0.860 0.105 1.000 0.105 Sum (F) = 0.105 Area averaged mean soil loss (F) (In/Hr) = 0.105 Minimum soil loss rate ((In/Hr)) = 0.053 (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 DESERT S -Curve - - - - -------------- - ---------------------------------------------- Unit Hydrograph Data Unit ----------- time period Time % of lag ---------------------------- Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 -------------------------------------- 0.083 620.143 76.262 0.423 2 0.167 1240.286 23.738 0.132 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.554 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.036 0.186 0.032 0.00 2 0.17 0.07 0.036 0.186 0.032 0.00 3 0.25 0.07 0.036 0.185 0.032 0.00 4 0.33 0.10 0.054 0.184 0.049 0.01 5 0.42 0.10 0.054 0.183 0.049 0.01 6 0.50 0.10 0.054 0.183 0.049 0.01 7 0.58 0.10 0.054 0.182 0.049 - 0.01 8 0.67 0.10 0.054 0.181 0.049 0.01 9 0.75 0.10 0.054 0.180 0.049 0.01 10 0.83 0.13 0.072 0.180 0.065 0.01 11 0.92 0.13 0.072 0.179 0.065 0.01 12 1.00 0.13 0.072 0.178 0.065 0.01 13 1.08 0.10 0.054 0.178 0.049 0.01 14 1.17 0.10 0.054 0.177 0.049 0.01 15 1.25 0.10 0.054 0.176 0.049 0.01 16 1.33 0.10 0.054 0.176 0.049 0.01 17 1.42 0.10 0.054 0.175 0.049 0.01 18 1.50 0.10 0.054 0.174 0.049 0.01 E 1 [J 1 u I a C 19 1.58 0.10 0.054 0.173 0.049 0.01 20 1.67 0.10 0.054 0.173 0.049 0.01 21 1.75 0.10 0.054 0.172 0.049 0.01 22 1.83 0.13 0.072 0.171 0.065 0.01 23 1.92 0.13 0.072 0.171 0.065 0.01 24 2.00 0.13 0.072 0.170 0.065 0.01 25 2.08 0.13 0.072 0.169 0.065 0.01 26 2.17 0.13 0.072 0.169 0.065 0.01 27 2.25 0.13 0.072 0.168 0.065 0.01 28 2.33 0.13 0.072 0.167 0.065 0.01 29 2.42 0.13 0.072 0.167 0.065 0.01 30 2.50 0.13 0.072 0.166 0.065 0.01 31 2.58 0.17 0.090 0.165 0.081 0.01 32 2.67 0.17 0.090 0.165 0.081 0.01 33 2.75 0.17 0.090 0.164 0.081 0.01 34 2.83 0.17 0.090 0.163 0.081 0.01 35 2.92 0.17 0.090 0.163 0.081 0.01 36 3.00 0.17 0.090 0.162 0.081 0.01 37 3.08 0.17 0.090 0.161 0.081 0.01 38 3.17 0.17 0.090 0.161 0.081 0.01 39 3.25 0.17 0.090 0.160 0.081 0.01 40 3.33 0.17 0.090 0.159 0.081 0.01 41 3.42 0.17 0.090 0.159 0.081 0.01 42 3.50 0.17 0.090 0.158 0.081 0.01 43 3.58 0.17 0.090 0.157 0.081 0.01 44 3.67 0.17 0.090 0.157 0.081 0.01 45 3.75 0.17 0.090 0.156 0.081 0.01 46 3.83 0.20 0.108 0.155 0.097 0.01 47 3.92 0.20 0.108 0.155 0.097 0.01 48 4.00 0.20 0.108 0.154 0.097 0.01 49 4.08 0.20 0.108 0.153 0.097 0.01 50 4.17 0.20 0.108 0.153 0.097 0.01 51 4.25 0.20 0.108 0.152 0.097 0.01 52 4.33 0.23 0.126 0.151 0.113 0.01 53 4.42 0.23 0.126 0.151 0.113 0.01 54 4.50 0.23 0.126 0.150 0.113 0.01 55 4.58 0.23 0.126 0.149 0.113 0.01 56 4.67 0.23 0.126 0.149 0.113 0.01 57 4.75 0.23 0.126 0.148 0.113 0.01 58 4.83 0.27 0.144 0.147 0.130 0.01 59 4.92 0.27 0.144 0.147 0.130 0.01 60 5.00 0.27 0.144 0.146 0.130 0.01 61 5.08 0.20 0.108 0.146 0.097 0.01 62 5.17 0.20 0.108 0.145 0.097 0.01 63 5.25 0.20 0.108 0.144 0.097 0.01 64 5.33 0.23 0.126 0.144 0.113 0.01 65 5.42 0.23 0.126 0.143 0.113 0.01 66 5.50 0.23 0.126 0.142 0.113 0.01 67 5.58 0.27 0.144 0.142 --- 0.00 68 5.67 0.27 0.144 0.141 --- 0.00 69 5.75 0.27 0.144 0.141 --- 0.00 70 5.83 0.27 0.144 0.140 --- 0.00 71 5.92 0.27 0.144 0.139 --- 0.00 72 6.00 0.27 0.144 0.139 --- 0.01 73 6.08 0.30 0.162 0.138 --- 0.02 74 6.17 0.30 0.162 0.137 --- 0.02 75 6.25 0.30 0.162 0.137 --- 0.03 F I [1 1 I a I I L [1 I 76 6.33 0.30 0.162 0.136 --- 0.03 77 6.42 0.30 0.162 0.136 --- 0.03 78 6.50 0.30 0.162 0.135 --- 0.03 79 6.58 0.33 0.180 0.134 --- 0.05 80 6.67 0.33 0.180 0.134 --- 0.05 81 6.75 0.33 0.180 0.133 --- 0.05 82 6.83 0.33 0.180 0.133 --- 0.05 83 6.92 0.33 0.180 0.132 --- 0.05 84 7.00 0.33 0.180 0.131 --- 0.05 85 7.08 0.33 0.180 0.131 --- 0.05 86 7.17 0.33 0.180 0.130 --- 0.05 87 7.25 0.33 0.180 0.130 --- 0.05 88 7.33 0.37 0.198 0.129 --- 0.07 89 7.42 0.37 0.198 0.128 --- 0.07 90 7.50 0.37 0.198 0.128 --- 0.07 91 7.58 0.40 0.216 0.127 --- 0.09 92 7.67 0.40 0.216 0.127 --- 0.09 93 7.75 0.40 0.216 0.126 --- 0.09 94 7.83 0.43 0.234 0.125 --- 0.11 95 7.92 0.43 0.234 0.125 --- 0.11 96 8.00 0.43 0.234 0.124 --- 0.11 97 8.08 0.50 0.270 0.124 --- 0.15 98 8.17 0.50 0.270 0.123 --- 0.15 99 8.25 0.50 0.270 0.123 --- 0.15 100 8.33 0.50 0.270 0.122 --- 0.15 101 8.42 0.50 0.270 0.121 --- 0.15 102 8.50 0.50 0.270 0.121 --- 0.15 103 8.58 0.53 0.288 0.120 --- 0.17 104 8.67 0.53 0.288 0.120 --- 0.17 105 8.75 0.53 0.288 0.119 --- 0.17 106 8.83 0.57 0.306 0.119 --- 0.19 107 8.92 0.57 0.306 0.118 --- 0.19 108 9.00 0.57 0.306 0.118 --- 0.19 109 9.08 0.63 0.342 0.117 --- 0.23 110 9.17 0.63 0.342 0.116 --- 0.23 111 9.25 0.63 0.342 0.116 --- 0.23 112 9.33 0.67 0.360 0.115 --- 0.24 113 9.42 0.67 0.360 0.115 --- 0.25 114 9.50 0.67 0.360 0.114 --- 0.25 115 9.58 0.70 0.378 0.114 --- 0.26 116 9.67 0.70 0.378 0.113 --- 0.26 117 9.75 0.70 0.378 0.113 --- 0.27 118 9.83 0.73 0.396 0.112 --- 0.28 119 9.92 0.73 0.396 0.111 --- 0.28 120 10.00 0.73 0.396 0.111 --- 0.29 121 10.08 0.50 0.270 0.110 --- 0.16 122 10.17 0.50 0.270 0.110 --- 0.16 123 10.25 0.50 0.270 0.109 --- 0.16 124 10.33 0.50 0.270 0.109 --- 0.16 125 10.42 0.50 0.270 0.108 --- 0.16 126 10.50 0.50 0.270 0.108 --- 0.16 127 10.58 0.67 0.360 0.107 --- 0.25 128 10.67 0.67 0.360 0.107 --- 0.25 129 10.75 0.67 0.360 0.106 --- 0.25 130 10.83 0.67 0.360 0.106 --- 0.25 131 10.92 0.67 0.360 0.105 --- 0.25 132 11.00 0.67 0.360 0.105 --- 0.26 I 1 a 1 1 1 1 1 1 1 133 11.08 0.63 0.342 0.104 --- 0.24 134 11.17 0.63 0.342 0.104 --- 0.24 135 11.25 0.63 0.342 0.103 --- 0.24 136 11.33 0.63 0.342 0.103 --- 0.24 137 11.42 0.63 0.342 0.102 --- 0.24 138 11.50 0.63 0.342 0.102 --- 0.24 139 11.58 0.57 0.306 0.101 --- 0.20 140 11.67 0.57 0.306 0.101 --- 0.21 141 11.75 0.57 0.306 0.100 --- 0.21 142 11.83 0.60 0.324 0.100 --- 0.22 143 11.92 0.60 0.324 0.099 --- 0.22 144 12.00 0.60 0.324 0.099 --- 0.23 145 12.08 0.83 0.450 0.098 --- 0.35 146 12.17 0.83 0.450 0.098 --- 0.35 147 12.25 0.83 0.450 0.097 --- 0.35 148 12.33 0.87 0.468 0.097 --- 0.37 149 12.42 0.87 0.468 0.096 --- 0.37 150 12.50 0.87 0.468 0.096 --- 0.37 151 12.58 0.93 0.504 0.095 --- 0.41 152 12.67 0.93 0.504 0.095 --- 0.41 153 12.75 0.93 0.504 0.094 --- 0.41 154 12.83 0.97 0.522 0.094 --- 0.43 155 12.92 0.97 0.522 0.093 --- 0.43 156 13.00 0.97 0.522 0.093 --- 0.43 157 13.08 1.13 0.612 0.092 --- 0.52 158 13.17 1.13 0.612 0.092 --- 0.52 159 13.25 1.13 0.612 0.091 --- 0.52 160 13.33 1.13 0.612 0.091 --- 0.52 161 13.42 1.13 0.612 0.090 --- 0.52 162 13.50 1.13 0.612 0.090 --- 0.52 163 13.58 0.77 0.414 0.090 --- 0.32 164 13.67 0.77 0.414 0.089 --- 0.32 165 13.75 0.77 0.414 0.089 --- 0.33 166 13.83 0.77 0.414 0.088 --- 0.33 167 13.92 0.77 0.414 0.088 --- 0.33 168 14.00 0.77 0.414 0.087 --- 0.33 169 14.08 0.90 0.486 0.087 --- 0.40 170 14.17 0.90 0.486 0.086 --- 0.40 171 14.25 0.90 0.486 0.086 --- 0.40 172 14.33 0.87 0.468 0.085 --- 0.38 173 14.42 0.87 0.468 0.085 --- 0.38 174 14.50 0.87 0.468 0.085 --- 0.38 175 14.58 0.87 0.468 0.084 --- 0.38 176 14.67 0.87 0.468 0.084 --- 0.38 177 14.75 0.87 0.468 0.083 --- 0.38 178 14.83 0.83 0.450 0.083 --- 0.37 179 14.92 0.83 0.450 0.082 --- 0.37 180 15.00 0.83 0.450 0.082 --- 0.37 181 15.08 0.80 0.432 0.082 --- 0.35 182 15.17 0.80 0.432 0.081 --- 0.35 183 15.25 0.80 0.432 0.081 --- 0.35 184 15.33 0.77 0.414 0.080 --- 0.33 185 15.42 0.77 0.414 0.080 --- 0.33 186 15.50 0.77 0.414 0.080 --- 0.33 187 15.58 0.63 0.342 0.079 --- 0.26 188 15.67 0.63 0.342 0.079 --- 0.26 189 15.75 0.63 0.342 0.078 --- 0.26 I 1 1 1 1 E 1 1 1 1 190 15.83 0.63 0.342 0.078 --- 0.26 191 15.92 0.63 0.342 0.078 --- 0.26 192 16.00 0.63 0.342 0.077 - -- 0.26 193 16.08 0.13 0.072 0.077 0.065 0.01 194 16.17 0.13 0.072 0.076 0.065 0.01 195 16.25 0.13 0.072 0.076 0.065 0.01 196 16.33 0.13 0.072 0.076 0.065 0.01 197 16.42 0.13 0.072 0.075 0.065 0.01 198 16.50 0.13 0.072 0.075 0.065 0.01 199 16.58 0.10 0.054 0.074 0.049 0.01 200 16.67 0.10 0.054 0.074 0.049 0.01 201 16.75 0.10 0.054 0.074 0.049 0.01 202 16.83 0.10 0.054 0.073 0.049 0.01 203 16.92 0.10 0.054 0.073 0.049 0.01 204 17.00 0.10 0.054 0.073 0.049 0.01 205 17.08 0.17 0.090 0.072 - -- 0.02 206 17.17 0.17 0.090 0.072 --- 0.02 207 17.25 0.17 0.090 0.071 --- 0.02 208 17.33 0.17 0.090 0.071 --- 0.02 209 17.42 0.17 0.090 0.071 --- 0.02 210 17.50 0.17 0.090 0.070 --- 0.02 211 17.58 0.17 0.090 0.070 --- 0.02 212 17.67 0.17 0.090 0.070 --- 0.02 213 17.75 0.17 0.090 0.069 --- 0.02 214 17.83 0.13 0.072 0.069 --- 0.00 215 17.92 0.13 0.072 0.069 --- 0.00 216 18.00 0.13 0.072 0.068 --- 0.00 217 18.08 0.13 0.072 0.068 --- 0.00 218 18.17 0.13 0.072 0.068 --- 0.00 219 18.25 0.13 0.072 0.067 --- 0.00 220 18.33 0.13 0.072 0.067 --- 0.01 221 18.42 0.13 0.072 0.067 --- 0.01 222 18.50 0.13 0.072 0.066 --- 0.01 223 18.58 0.10 0.054 0.066 0.049 0.01 224 18.67 0.10 0.054 0.066 0.049 0.01 225 18.75 0.10 0.054 0.065 0.049 0.01 226 18.83 0.07 0.036 0.065 0.032 0.00 227 18.92 0.07 0.036 0.065 0.032 0.00 228 19.00 0.07 0.036 0.064 0.032 0.00 229 19.08 0.10 0.054 0.064 0.049 0.01 230 19.17 0.10 0.054 0.064 0.049 0.01 231 19.25 0.10 0.054 0.064 0.049 0.01 232 19.33 0.13 0.072 0.063 --- 0.01 233 19.42 0.13 0.072 0.063 --- 0.01 234 19.50 0.13 0.072 0.063 --- 0.01 235 19.58 0.10 0.054 0.062 0.049 0.01 236 19.67 0.10 0.054 0.062 0.049 0.01 237 19.75 0.10 0.054 0.062 0.049 0.01 238 19.83 0.07 0.036 0.062 0.032 0.00 239 19.92 0.07 0.036 0.061 0.032 0.00 240 20.00 0.07 0.036 0.061 0.032 0.00 241 20.08 0.10 0.054 0.061 0.049 0.01 242 20.17 0.10 0.054 0.060 0.049 0.01 243 20.25 0.10 0.054 0.060 0.049 0.01 244 20.33 0.10 0.054 0.060 0.049 0.01 245 20.42 0.10 0.054 0.060 0.049 0.01 246 20.50 0.10 0.054 0.059 0.049 0.01 [J I I I I I I I I n I I I I 247 20.58 0.10 0.054 0.059 0.049 0.01 248 20.67 0.10 0.054 0.059 0.049 0.01 249 20.75 0.10 0.054 0.059 0.049 0.01 250 20.83 0.07 0.036 0.058 0.032 0.00 251 20.92 0.07 0.036 0.058 0.032 0.00 252 21.00 0.07 0.036 0.058 0.032 0.00 253 21.08 0.10 0.054 0.058 0.049 0.01 254 21.17 0.10 0.054 0.058 0.049 0.01 255 21.25 0.10 0.054 0.057 0.049 0.01 256 21.33 0.07 0.036 0.057 0.032 0.00 257 21.42 0.07 0.036 0.057 0.032 0.00 258 21.50 0.07 0.036 0.057 0.032 0.00 259 21.58 0.10 0.054 0.056 0.049 0.01 260 21.67 0.10 0.054 0.056 0.049 0.01 261 21.75 0.10 0.054 0.056 0.049 0.01 262 21.83 0.07 0.036 0.056 0.032 0.00 263 21.92 0.07 0.036 0.056 0.032 0.00 264 22.00 0.07 0.036 0.055 0.032 0.00 265 22.08 0.10 0.054 0.055 0.049 0.01 266 22.17 0.10 0.054 0.055 0.049 0.01 267 22.25 0.10 0.054 0.055 0.049 0.01 268 22.33 0.07 0.036 0.055 0.032 0.00 269 22.42 0.07 0.036 0.055 0.032 0.00 270 22.50 0.07 0.036 0.054 0.032 0.00 271 22.58 0.07 0.036 0.054 0.032 0.00 272 22.67 0.07 0.036 0.054 0.032 0.00 273 22.75 0.07 0.036 0.054 0.032 0.00 274 22.83 0.07 0.036 0.054 0.032 0.00 275 22.92 0.07 0.036 0.054 0.032 0.00 276 23.00 0.07 0.036 0.054 0.032 0.00 277 23.08 0.07 0.036 0.053 0.032 0.00 278 23.17 0.07 0.036 0.053 0.032 0.00 279 23.25 0.07 0.036 0.053 0.032 0.00 280 23.33 0.07 0.036 0.053 0.032 0.00 281 23.42 0.07 0.036 0.053 0.032 0.00 282 23.50 0.07 0.036 0.053 0.032 0.00 283 23.58 0.07 0.036 0.053 0.032 0.00 284 23.67 0.07 0.036 0.053 0.032 0.00 285 23.75 0.07 0.036 0.053 0.032 0.00 286 23.83 0.07 0.036 0.053 0.032 0.00 287 23.92 0.07 0.036 0.053 0.032 0.00 288 24.00 0.07 0.036 0.053 0.032 0.00 Sum = 100.0 Sum = 30.8 Flood volume = Effective rainfall 2.57(In) times area 0.6(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.93(In) Total soil loss = 0.089(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 5125.7 Cubic Feet Total soil loss = 3858.5 Cubic Feet Peak -------------------------------------------------------------------- flow rate ------------ of this hydrograph = 0.289(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 I C 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 0.0001 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 I I I 1+ 0 0.0002 0.00 Q I I I I 1+ 5 0.0003 0.00 Q I I I 1+10 0.0003 0.00 Q 1+15 0.0003 0.00 Q I I I 1+20 0.0003 0.00 Q I I 1+25 0.0003 0.00 Q I I I 1+30 0.0004 0.00 Q 1+35 0.0004 0.00 Q I I 1+40 0.0004 0.00 Q I 1+45 0.0004 0.00 Q 1+50 0.0005 0.00 Q I 1+55 0.0005 0.00 Q I 2+ 0 0.0005 0.00 Q I 2+ 5 0.0005 0.00 Q I I 2+10 0.0006 0.00 Q I I I 2+15 0.0006 0.00 Q 2+20 0.0006 0.00 Q I I I 2+25 0.0006 0.00 Q I I 2+30 0.0007 0.00 Q I I I 2+35 0.0007 0.00 Q 2+40 0.0007 0.00 Q 2+45 0.0008 0.00 Q I I I 2+50 0.0008 0.00 Q 2+55 0.0008 0.00 Q 3+ 0 0.0009 0.00 Q I I 3+ 5 0.0009 0.00 Q 3+10 0.0009 0.00 Q I I 3+15 0.0010 0.00 Q 3+20 0.0010 0.00 Q 3+25 0.0011 0.00 Q 3+30 0.0011 0.00 Q I 3+35 0.0011 0.00 Q 3+40 0.0012 0.00 Q 3+45 0.0012 0.00 Q I 3+50 0.0012 0.01 Q 3+55 0.0013 0.01 Q I 4+ 0 0.0013 0.01 Q I I 4+ 5 0.0014 0.01 Q 4+10 0.0014 0.01 Q I I I 4+15 0.0014 0.01 Q 4+20 0.0015 0.01 Q I I CJ F 1 1 4+25 0.0015 0.01 Q 4+30 0.0016 0.01 Q 4+35 0.0016 0.01 Q 4+40 0.0017 0.01 Q 4+45 0.0017 0.01 Q 4+50 0.0018 0.01 Q 4+55 0.0018 0.01 Q 5+ 0 0.0019 0.01 Q 5+ 5 0.0019 0.01 Q 5+10 0.0020 0.01 Q 5+15 0.0020 0.01 Q 5+20 0.0021 0.01 Q 5+25 0.0021 0.01 Q 5+30 0.0022 0.01 Q 5+35 0.0022 0.00 Q 5+40 0.0022 0.00 Q 5+45 0.0022 0.00 Q 5+50 0.0022 0.00 Q 5+55 0.0022 0.00 Q 6+ 0 0.0022 0.00 Q 6+ 5 0.0023 0.01 Q 6+10 0.0024 0.01 Q 6+15 0.0025 0.01 Q 6+20 0.0026 0.01 Q 6+25 0.0027 0.01 Q 6+30 0.0028 0.01 Q 6+35 0.0030 0.02 QV 6+40 0.0031 0.03 QV 6+45 0.0033 0.03 QV 6+50 0.0035 0.03 QV 6+55 0.0037 0.03 QV 7+ 0 0.0039 0.03 QV 7+ 5 0.0041 0.03 QV 7+10 0.0042 0.03 QV 7+15 0.0044 0.03 QV 7+20 0.0047 0.04 QV 7+25 0.0050 0.04 QV 7+30 0.0052 0.04 QV 7+35 0.0055 0.05 QV 7+40 0.0059 0.05 Q V 7+45 0.0062 0.05 Q V 7+50 0.0066 0.06 Q V 7+55 0.0070 0.06 Q V 8+ 0 0.0075 0.06 Q V 8+ 5 0.0080 0.08 Q V 8+10 0.0085 0.08 Q V 8+15 0.0091 0.08 Q V 8+20 0.0097 0.08 Q V 8+25 0.0102 0.08 Q V 8+30 0.0108 0.08 Q V 8+35 0.0114 0.09 Q V 8+40 0.0121 0.09 Q V 8+45 0.0127 0.09 Q V 8+50 0.0134 0.10 Q V 8+55 0.0141 0.10 Q V 9+ 0 0.0149 0.10 Q V 9+ 5 0.0157 0.12 Q V ul I [J r. 1 -P 11 9+10 0.0165 0.13 Q V 9+15 0.0174 0.13 Q V I I 9+20 0.0183 0.13 Q V 9+25 0.0193 0.14 Q V 9+30 0.0202 0.14 Q V 9+35 0.0212 0.14 Q V I I 9+40 0.0222 0.15 Q V 9+45 0.0232 0.15 Q V I I 9+50 0.0243 0.16 Q V 9+55 0.0254 0.16 Q V 10+ 0 0.0265 0.16 Q V 10+ 5 0.0272 0.11 Q VI 10+10 0.0278 0.09 Q VI 10+15 0.0284 0.09 Q VI 10+20 0.0290 0.09 Q VI I 10+25 0.0296 0.09 Q V 10+30 0.0303 0.09 Q V 10+35 0.0311 0.13 Q V 10+40 0.0321 0.14 Q V 10+45 0.0331 0.14 Q IV 10+50 0.0340 0.14 Q IV 10+55 0.0350 0.14 Q IV 11+ 0 0.0360 0.14 Q I V 11+ 5 0.0369 0.13 Q I V 11+10 0.0378 0.13 Q I V 11+15 0.0387 0.13 Q I V 11+20 0.0397 0.13 Q I V 11+25 0.0406 0.13 Q I V 11+30 0.0415 0.13 Q I V 11+35 0.0423 0.12 Q I V I 11+40 0.0431 0.11 Q I V I 11+45 0.0439 0.11 Q I V I 11+50 0.0447 0.12 Q I V I 11+55 0.0456 0.12 Q I V I 12+ 0 0.0464 0.12 Q I V 12+ 5 0.0477 0.18 Q I V 12+10 0.0490 0.20 Q I V 12+15 0.0504 0.20 Q I V 12+20 0.0518 0.20 Q I V 12+25 0.0532 0.21 Q I V 12+30 0.0546 0.21 Q I V 12+35 0.0561 0.22 Q I VI 12+40 0.0577 0.23 Q I VI 12+45 0.0593 0.23 Q I V 12+50 0.0609 0.24 Q I V 12+55 0.0625 0.24 Q I IV 13+ 0 0.0642 0.24 Q I IV 13+ 5 0.0661 0.28 IQ V 13+10 0.0680 0.29 IQ V 13+15 0.0700 0.29 IQ II V 13+20 0.0720 0.29 IQ I V 13+25 0.0740 0.29 13+30 0.0760 0.29 IQ I V 13+35 0.0774 0.21 Q V 13+40 0.0787 0.18 Q I V 13+45 0.0799 0.18 Q V 13+50 0.0812 0.18 Q I V E F 1 13+55 0.0824 0.18 14+ 0 0.0836 0.18 14+ 5 0.0851 0.21 14+10 0.0866 0.22 14+15 0.0882 0.22 14+20 0.0896 0.21 14+25 0.0911 0.21 14+30 0.0926 0.21 14+35 0.0940 0.21 14+40 0.0955 0.21 14+45 0.0970 0.21 14+50 0.0984 0.21 14+55 0.0998 0.20 15+ 0 0.1012 0.20 15+ 5 0.1025 0.20 15+10 0.1039 0.19 15+15 0.1052 0.19 15+20 0.1065 0.19 15+25 0.1078 0.19 15+30 0.1091 0.19 15+35 0.1101 0.16 15+40 0.1111 0.15 15+45 0.1121 0.15 15+50 0.1132 0.15 15+55 0.1142 0.15 16+ 0 0.1152 0.15 16+ 5 0.1154 0.04 16+10 0.1155 0.00 16+15 0.1155 0.00 16+20 0.1155 0.00 16+25 0.1155 0.00 16+30 0.1156 0.00 16+35 0.1156 0.00 16+40 0.1156 0.00 16+45 0.1156 0.00 16+50 0.1157 0.00 16+55 0.1157 0.00 17+ 0 0.1157 0.00 17+ 5 0.1158 0.01 17+10 0.1158 0.01 17+15 0.1159 0.01 17+20 0.1160 0.01 17+25 0.1160 0.01 17+30 0.1161 0.01 17+35 0.1162 0.01 17+40 0.1163 0.01 17+45 0.1163 0.01 17+50 0.1164 0.00 17+55 0.1164 0.00 18+ 0 0.1164 0.00 18+ 5 0.1164 0.00 18+10 0.1164 0.00 18+15 0.1164 0.00 18+20 0.1165 0.00 18+25 0.1165 0.00 18+30 0.1165 0.00 18+35 0.1165 0.00 [] [l r 1 18+40 0.1166 0.00 18+45 0.1166 0.00 18+50 0.1166 0.00 18+55 0.1166 0.00 19+ 0 0.1166 0.00 19+ 5 0.1166 0.00 19+10 0.1167 0.00 19+15 0.1167 0.00 19+20 0.1167 0.00 19+25 0.1167 0.00 19+30 0.1168 0.01 19+35 0.1168 0.00 19+40 0.1168 0.00 19+45 0.1168 0.00 19+50 0.1169 0.00 19+55 0.1169 0.00 20+ 0 0.1169 0.00 20+ 5 0.1169 0.00 20+10 0.1169 0.00 20+15 0.1169 0.00 20+20 0.1170 0.00 20+25 0.1170 0.00 20+30 0.1170 0.00 20+35 0.1170 0.00 20+40 0.1170 0.00 20+45 0.1171 0.00 20+50 0.1171 0.00 20+55 0.1171 0.00 21+ 0 0.1171 0.00 21+ 5 0.1171 0.00 21+10 0.1171 0.00 21+15 0.1172 0.00 21+20 0.1172 0.00 21+25 0.1172 0.00 21+30 0.1172 0.00 21+35 0.1172 0.00 21+40 0.1173 0.00 21+45 0.1173 0.00 21+50 0.1173 0.00 21+55 0.1173 0.00 22+ 0 0.1173 0.00 22+ 5 0.1173 0.00 22+10 0.1174 0.00 22+15 0.1174 0.00 22+20 0.1174 0.00 22+25 0.1174 0.00 22+30 0.1174 0.00 22+35 0.1174 0.00 22+40 0.1174 0.00 22+45 0.1175 0.00 22+50 0.1175 0.00 22+55 0.1175 0.00 23+ 0 0.1175 0.00 23+ 5 0.1175 0.00 23+10 0.1175 0.00 23+15 0.1175 0.00 23+20 0.1176 0.00 I 23+25 0.1176 0.00 Q I I V 23+30 0.1176 0.00 Q I V 23+35 0.1176 0.00 Q I I V 23+40 0.1176 0.00 Q I I V 23+45 0.1176 0.00 Q I V 23+50 0.1176 0.00 Q I I V 23+55 0.1177 0.00 Q I I V 24+ 0 0.1177 0.00 Q I I V 24+ 5 0.1177 0.00 Q I I V ----------------------------------------------------------------------- 1 I [_] [l I [1 1 I 1 Appendix C: Exhibits: 1 Hydrology map existing condition Hydrology map developed condition 1 References it I 1 1 1 11 1 .---,..,- ..--_» .._.__'_'-"---- _-.._.-_.-.-. .�»,,,.,..,... ,.,,�. .'r -....mss '"m*. t c �•.� '},� t 1 � i a .. i DOI'' - r \ . .... .. . . . . ' r r f _ .w ,., }..fl" -,..> .... :.,,.�,., � «.�.,..:,•..,,-,..='�, -�•-'` =\ ,�„ .. �-!� ....---� r — '---�'- �` �---'yam --, — —/"°'°"°�— '' ..�._'_'—, _.,�� r -' - r - - f- .�. d; ! r .- Q ' ✓ { � r' �•• '" �- /- --�.. -' � '` _ nt'' -„ •� „ ,� "a"` .-� t,+",.- �„»ems' ... .- '""-.� ,i, ,,,�,.w.- .. �...,� ..-�' �] " �.," ... <-�'.'=� ....c', .,m�,� 777 r r �.�•. � ,. r .^„- .^' .,+•...,«, ,. r � ' ' , - a 1,�:.. i— �, .,.y a �... r� � n„.pr,., �a-rte.- l„,,+ i — Y`7MY-1, n +?i. —. —. .^ , — . % N .r •... -'.+.. 'i ..:r. -.v -++,.+..._-W.. ... ..- .r- �„-'fir- .^ .............. .,.^.y — :.. - r QT ,:; f <x P .— - ,•,'..- �• 4'--^ .ir.• v . v \ 'iC ° d C :.,4 ;,1 -l^ r , r - F �4. 1056.3 d �" , f• f' n; — -!` 'HYDZ01)Y�AMIC ANTIII�VtICROBI�AAI►,.'' ° ; : a = = 1.7 CY SOLIDS STORAGE \ '� r f X._ ... _. .. f-• .i-:s•�...p Vis,":,�*'` / ' \ -( n ° ° \'''�� t• 't " -;7 6o.ol 3 , �✓ k APACITY) a!�° �` -' �- - r .-: � "� .r'. 'r ^-rl,.. "..--'r" ^- 3: �•'- '-, -�'-: '.'"�-�.,'�,r :,��.,-f� ._.a .' °� C.... s -J .;..m'°`�a.�. '�re,",,,� Y s> r �- t" � - �-`� F- ^•- �.-�•-' .ter- '' I.- ' �:.r - _ / \/ � � «',.. � b r r r0 ST t ^7 / 5d RE Bq '7 =` / 7�/[ / /r/ ® O . ®®a ° n '+ / Ix 07 / 4 PROPOSED 3T ° '� ° . e RUBY TIESDA Y FF 74.75 -_ - PAD 74.001, Glj ..- ' ..- a •. n a .,. `-,B^` �.�?= s ,^- ter^ ..- �,.,..--:.,' ,.,n' • .-�'� .- -� -' sl' _. �. • J /;t.. ,�!` � zb ,:i -' � r F ^:'�.,- }f „' r _re''..' '.:'�°`f 1' %a,'• / ,„\ / \ d ° .° I .S ��J„t"--, � •"!;�.,- w s �!`.- ' ..-^',� '�.,:.=„�!?''.% �- :,,?.: ,t s, ' .'�•r�`;w� _ / \ X ° ° �/�y��%A: °° a ��'///// �tf �� t - s ,.yip„ '-/'`-' .-'.dF.. T,. ,!.'�--' ,,�ifh: `. � / �\ ' p aRs� e ° • '' \ � 5 � y '� r ” £ j r - r+ jT'...Y'^'.+^ .p- -'dt •�^.:✓� • 'T' '� `., R V \ .. y, ° ,� • ° i!s i -!'� .^,Yz-' _ :c- -,o'ri Y- �'%.,Fr`•,,,�,. r:•3: ,,'''.e% �-!'. ' ,s-.. . g - a. >:� ''7 e ,.,• ■® - � .. �' G.. f',;Y , :=3 ,� .Y.: (a '9 � - O / 2: � /n d � ° �'4-':;'_. ^„� .�'. a �,.:..->° _ :'_ rte.- .�• ,p . _..:.- :' <.` �>, �-��- , d':.-' r - � �. o v - � � < � �A �. � �- .....-_..,_.,.�_,.. _,. ; 4. 41L YAN �r e r\ ' X1,. .A. ° r ! d.° 4ao. \. 2 'i eRDv! r r .� - , \. `... " '': e ../ , . .M .. SEWL, t .��- IST. r \Al € u'i \ \ \ \: ti< \ - •�- -r. - .•�.. `�;, tiTER ) ° A L N M yt 4 ! _ 1 -, \, f'v,l h.... .,\._..,. _ �... _. . �._.,a-. `....., _.�. ?Fv. d..\.:.1. .... ,. ... :.. ..., \. \.... `.., 4.--.... .., t -':':.; r.t -..-.., i�/�._. � � ° AT THE COMPLE710M OF 774E PROJECT, THE FOLLOWING PLAN SHALL BE FOLLOWED TO ENSURE WATER QUALITY CONTROL IS MAINTAINED FOR 774E LIFE OF THE PROJECT- I. ROJECT 1. STABILIZATION: ALL PLANTED SLOPES AND OTHER VEGETATED AREAS SHALL BE INSPECTED PRIOR TO OCTOBER i OF EACH YEAR AND AFTER MAJOR RAINFALL EVENTS (MORE THAN 9 INCH) AND REPAIRED AND REPLANTED AS NEEDED. 2. STRUCTURAL PRACTICES: DESIL71NG BASINS, DIVERSION DITCHES, DOWNDRAINS, .,� INLETS OUTLET PROTECTION MEASURES, AND OTHER PERMANENT WATER QUALITY AND SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED PRIOR TO OCTOBER OF EACH YEAR AND AFTER MAJOR RAINFALL EVENTS (MORE THAN 14 INCH). REPAIRS AND REPLACEMENTS SHALL BE MADE AS NEEDED AND RECORDED IN THE MAINTENANCE LOG. 3. OPERATION AND MAINTENANCE, FUNDING: POST -CONSTRUCTION MANAGEMENT MEASURES ARE THE RESPONSIBILITY OF THE DEVELOPER UNTIL THE TRANSFER OF RESPEC77VE SITES TO THE NEW OWNERS AT THAT TIME, THE NEW OWNERS SHALL ASSUME RESPONSIBILITY FOR THEIR RESPECTIVE PORTIONS OF THE DEVELOPMENT #f £ PERMANENT POST-CONSiRUC77ON BMP NO 1 ( s tit I. OPERATION AND MAINTENANCE SHALL BE SECURED BY AN EXECUTED, AND i RECORDED MAINTENANCE AGREEMENT, COVENANTS COND177ONS AND ' RESTRICTIONS (CC&R'S), OR ANOTHER MECHANISM APPROVED BY THE CITY ENGINEER, THAT ASSURES ALL PERMANENT BMPs WILL BE MAINTAINED PER THE j` STORM WATER STANDARDS MANUAL. KATCHALL 'KLEERSTREAM' HYDRODYNAMIC ATIMICROBIAL FILTRATION DEWCE MODEL 1120 (OR CITY APPROVED EQUAL) ACCESS MH WI TH STEPS AND COVER 73.56 FS CONCRETE BAFFLE °O WALLS `14 O LO 4 AN77MICROBIAL ` FILTRATION WEIR WALL N (BIO -RAMP) Q io 115 N8'° PVC TO 66.45 lE CLEANOUT 6.50' 6" PVC FROM NOTE: AREA DRAIN 69.01 IE 1) CONCRETE CHAMBER, BAFFLE WALLS AND GRADE RINGS MANUFACTURED BY JENSEN PRECAST FOR H-20 LOADING, 1' TO 6' COVER. 2) ANTIMICROBIAL- FILTRATION 810 -RAMP BY KATCHALL FILTRATION SYSTEMS. 3) INSTALLATION CONFIGURATION SUBJECT TO APPROVAL BY KATCHALL FILTRATION SYSTEMS PRIOR TO GRADING PLAN APPROVAL. FIL TRA TION CHAMBER NOT TO SCALE �' EX. CB 4 _ . \ 9.2 ,1 .5 o K&S ENGINEERING ., AN Planning Engineering Surveying .(619)296-5565 7801 Mission Center Court, Suite 200 San Diego Ca. 92108 a 0 d' N 0 00 0 0 N I� \ 1�� L0 (o E N c 0 Z: x W w z 0 z W W Y POST CONS TRUC TION BMP r LEGEND DRAINAGE STRUCTURE FLOW STORM DRAIN SIGNAGE s� SURFACE FLOW (EXIST/PROP) —► PRIVATE AREA DRAIN (NDS) •� DRAINAGE AREA PERVIOUS LANDSCAPE AREA LIMIT OF DISTURBANCE PAVEMENT AREA (CONC./ASPH.) TRASH ENCLOSURE AREA UNDISTURBED AREA (DERV./IMPERV.) ; : =' °° :' ROOF DRAIN OUTLET R (LANDSCAPE AREA PER LD085-083GR) p. 0 10 20 40 60 STORM DRAIN SIGNAGE OR STENCIL ST DECORATIVE WATER FEATURE SCALE: 1"=20' - CATCH BASIN FILTER INSERT EX [ ] � � BUILDING FOOTPRINT p—�-�- // IF PLAN SIZE IS LESS THAN A24 x36" GREASE INTERCEPTOR Gf FILTRATION CHAMBER 'KLEERSTREAM') / / 1:3 , THIS IS A REDUCED COPY. SCALE PLAN ACCORDINGLY (PER ARCHITECT PLAN) (KATCHALL ;�:' `l a 0 d' N 0 00 0 0 N I� \ 1�� L0 (o E N c 0 Z: x W w z 0 z W W Y ' Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Appendix D ' Educational Materials F 1 1 t I f 1 [l 1 I 1 1 a I I 1 1 11 1 1 t 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 EMPLOYEE EDUCATION LOG I I I I 1 1 1 1 1 1 1 I 1 i t 1 TENANT EDUCATION LOG f 1 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 TENANT CERTIFICATION "I certify that at the time of Final Walk-through, I have received, reviewed and discussed all WQMP (Water Quality Management Plan) materials provided to me by , an Authorized Representative of the development, and fully understand the importance of following these requirements and activity restrictions. Tenant Name(s) (PRINT) Tenant Signature(s) ' Unit Address, Unit #, City, State, Zip Developer's Representative (Signature) 1 1 It Date Date I I 1] I I a 1 I 1 1 Food Service Facilities Photo Credit: Geoff Brosseau Description This category includes: ■ Restaurants ■ Institutional cafeterias is Grocery stores, bakeries, and delicatessens ■ Any facility requiring a Health Department permit for food preparation Pollutant Sources The following are sources of pollutants: is Cleaning of equipment ■ Grease handling and disposal is Spills is Surface cleaning is Cooling and refrigeration equipment maintenance is Landscaping and grounds maintenance ■ Dumpster and loading dock area is Parking lots ■ Illicit connections to storm drain system Pollutants can include: j; C A S Q A ■ Organic materials (food wastes) California Stormwater isOil and grease Anality Association January 2003 California Stormwater BMP Handbook 1 of 8 Industrial and Commercial www.cabmphandbooks.com I H I i I Food Service Facilities ■ Toxic chemicals in cleaning products, disinfectants, and pesticides Approach Minimize exposure of rain and runoff to outdoor cleaning and storage areas by using cover and containment. In and around these areas, use good housekeeping to minimize the generation of pollutants. Make stormwater pollution prevention BMPs a part of standard operating procedures and the employee training program. Provide employee education materials in the first language of employees. Source Control BMPs The best management practices are listed by activity or area. Dumpster and Loading Dock Areas ■ All solid and liquid wastes, such as tallow covered containers. must be stored and transferred in watertight ■ Keep litter from accumulating around loading docks by providing trash receptacles and encouraging employees to use them. ■ Bag and sea] food waste before putting it in the dumpster. Do not place uncontained liquids, or leaking containers or garbage bags into a dumpster. ■ Keep dumpster lids closed to keep out rainwater and to prevent trash from spilling out. ■ If the dumpster regularly overflows, get a bigger one or arrange for more frequent collection. ■ Don't hose out dumpsters. Apply absorbent over any fluids spilled in dumpster. Absorbent will usually be knocked out when the dumpster is emptied. ■ Have the dumpster leasing company repair or replace leaky dumpsters and compactors, and have them clean out dirty dumpsters. ■ Have spill cleanup materials handy near the dumpster and loading dock areas. ■ Post employee reminder signs such as "Keep lid closed" near tallow bins and dumpsters. ■ Consider enclosing the dumpster in a roofed and bermed area to prevent exposure to ' rainwater, and draining the area to the sanitary sewer. Contact the local wastewater treatment plant or the county environmental health department for guidance. ■ Keep dumpsters or the dumpster enclosure locked to prevent illegal dumping. ■ For more information on cleaning dumpster areas see the Mobile Cleaning - Food Service Business-related business guide sheet in this series. ' Equipment and Outdoor Cleaning ■ Make sure all discharges from cooling equipment go to the sanitary sewer and not the street, gutter, or storm drain. ' ■ Clean floor mats, filters, and garbage cans in a mop sink, floor drain, or proper outside area connected to the sanitary sewer with an oil and water separator. Don't wash them in a parking lot, alley, sidewalk, or street. P ■ Consider installing anti -slip floors when you remodel. 2 of California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com January 2003 n u 11 r 11 I r I I Food Service Facilities ■ Consider cleaning filters in the dishwasher. Contact the local wastewater treatment plant or the county environmental health department for guidance. ■ Pour wash water into a janitorial or mop sink. Don't pour it out onto a parking lot, alley, sidewalk, or street. ■ For outdoor cleaning, have employees or contractors follow the instructions in the following business guide sheet in this series: - Mobile Cleaning - Food Service Business-related - Mobile Cleaning — Surface cleaning For more information in general on cleaning floor mats, equipment, exhaust filters, and outdoor surfaces see the Mobile Cleaning - Food Service Business-related business guide sheet in this series. Spill Cleanup ■ Prepare a spill cleanup plan that includes: - Procedures for different types of spills - Schedule for initial and annual training of employees - Cleanup kits in well -marked, accessible areas - Designation of key employee who monitors cleanup - Posting the plan in the work area ■ First, stop the spill at its source. ■ Keep the spill from entering the street, gutter, or storm drain. ■ Use dry methods for spill cleanup (sweeping, cat litter, etc.). Don't hose down spills. ■ If wet cleaning (including high-temperature or high pressure washing) is required, dry clean first and then mop (or if it is absolutely necessary, wash) and collect the water. Dispose of water in sink or other indoor drain, not in the street, gutter, or storm drain. ■ If a final rinse is necessary for health reasons, collect the rinsewater and dispose it to the sink or indoor floor drain. If outdoors, block the storm drain before applying water. Mop up or wet -vacuum water, and dispose it to a sink or indoor drain. ■ Do not use bleach or disinfectants if there is a possibility that rinsewater could flow to a street, gutter, or storm drain. For more information on cleaning outdoor surfaces see the Mobile Cleaning - Surface Cleaning business guide sheet in this series. Recycling and Disposal ■ Separate wastes. Keep your recyclable wastes in separate containers according to the type of material. They are easier to recycle if separated. ■ Recycle the following materials: - Food waste (non -greasy, non -animal food waste can be composted). Donate leftover, edible food whenever possible to local food banks. - Paper and cardboard January 2003 California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com 3 of 1 1 Food Service Facilities - Container glass, aluminum, and tin - Pallets and drums ■ Dispose of toxic waste properly. Toxic waste includes used cleaners, and rags (soaked with solvents, floor cleaners, and detergents). Grease Handling and Disposal ■ Never pour oil, grease, or large quantities of oily liquids such as sauces or salad dressings or waste grease down a sink, floor drain, storm drain, or into a dumpster. ■ Install screens and solid traps in sink and floor drains to catch larger solids. Clean these screens and traps frequently. ■ Don't try to "dissolve" grease by adding hot water or emulsifying chemicals — it will only move the grease further down the building's sewer line and make it harder to remove later. ■ Recycle grease and oil. Don't pour it into sinks, floor drains, or onto a parking lot or ' street. Look in the phone book for "Renderers" or call the local recycling or household hazardous waste information line. ■ Use tallow bins or sealed containers with tamper -proof lids. Keep the exterior of the ' container clean. Check for leaks. Ask the recycler for a leak -free tallow bin and replace any leaky grease containers. If grease is stored outside, keep it under a roof, if possible. ■ Do not contaminate the recyclable oils and grease in the tallow bin with the waste grease from the grease trap or grease interceptor. ■ Inspect and clean all waste grease removal devices (grease trap or grease interceptor) ' often enough to keep them functioning properly and efficiently. ■ For disposal of waste grease from the grease trap or grease interceptor, see "Grease Traps" or "Septic Tanks" in the phone book. ' Landscaping and Grounds Maintenance ■ Never dispose of leftover pesticides in the gutter, street, or storm drain. Leftover pesticides must be either used up or disposed of as hazardous waste. ' ■ Do not blow or rake leaves, grass, or garden clippings into the street, gutter, or storm drain. ' ■ If pesticides are used, do not over apply or apply when rain is forecast. ■ Do not use copper -based algicides in pools or fountains. Control algae with chlorine or other alternatives to copper -based products. ' Pest Control Assign the task below to a "pest control captain." Check weekly to be sure they are done. ' Food Sources ■ Keep the kitchen free of food scraps. 1 ■ Take out garbage each night in a closed container. ■ Refrigerate all food or store in pest -proof containers each night. ■ Keep ventilation system working properly to keep greasy residue off walls. 4 of California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com January 2003 Food Service Facilities Appliances ■ Keep dishwasher area clean. Check the trap nightly. ■ Where possible, elevate appliances at least 6 inches off the floor. t■ Clean under appliances nightly. ■ Steam clean or wash appliances weekly. ' ■ Remember to clean under the counter, under the sink, and the refrigerator vent. Drains and Trash Cans ■ Steam clean or scrub floor drains with a brush to help eliminate fruit flies. ■ Keep dumpster area clean — inside and out. ' ■ Wash garbage cans periodically. Supplies and Entry Points ■ Check for pests before bringing supplies in to the kitchen. Roaches like corrugated boxes. t■ Don't store boxes in the kitchen — take boxes away or store in a refrigerated area. ■ Seal any gaps below doors. ' When hiring a pest control service, look for a company that provides Integrated Pest Management (IPM) services. Work with them to: Reduce Habitat l� ■ Inspect the entire establishment — inside and out. ■ Suggest physical modifications that may help to eliminate pest behavior. ' ■ Suggest changes in food storage or cleanup practices to eliminate food sources for pests. ■ Place boric acid powder in wall voids. ■ Seal cracks and crevices. ' ■ Fill holes in the building's exterior. ' Monitor for Pests ■ Use sticky traps to monitor how well the control is Pests in pest program working. caught the traps warn of a possible problem. t Use Baits First ■ Use baits for controlling pests. Remove bait when pests are gone, or else the bait may attract more pests. ' ■ Use chemicals only as a last resort. If absolutely necessary, choose less -toxic chemicals, and ask the pest service to provide label information. ■ Apply pesticides only if necessary, not on a regular schedule. Follow label directions. Do ' not apply pesticides around floor drains, sinks, or food. Purchasing ' ■ Use non -disposable products. Serve food on ceramic dishware rather than paper, plastic or Styrofoam, and use cloth napkins rather than paper ones. If you must use disposable products, use paper instead of Styrofoam. January 2003 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial ' www.cabmphandbooks.com I f 1 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 Food Service Facilities ■ Buy the least toxic products available. - Look for "non-toxic," "non -petroleum based," "free of ammonia, phosphates, dye, or perfume," or "readily biodegradable" on the label. Don't assume biodegradable products are safe. Biodegradable means the product will eventually break down, but it may harm the environment in the meantime. - Avoid chlorinated compounds, petroleum distillates, phenols, formaldehyde, and caustic or acidic products. - Use water-based products. - Look for and purchase "recycled" and "recyclable" containers. By doing so, you help ensure a use for the recyclable materials that people collect and recycle. Education and Training Employees can help prevent pollution when urban runoff training is included in employee orientations and reviews. Train all employees upon hiring and annually thereafter. Use a training log to document employee training. Promote these BMPs: ■ Storage containers should be regularly inspected and kept in good condition. - Place materials inside rigid, durable, water -tight and rodent -proof containers with tight fitting covers. - Store materials inside a building or build a covered area that is paved and designed to prevent runoff from entering storm drains. - Place temporary plastic sheeting over materials or containers and secure the cover with ties and weighted objects. (Not appropriate for storing liquids.) ■ Post BMPs where employees and customers can see them. ■ Remember the facility is liable for the behavior of contractors. Be sure all contractors hired to clean inside or outside are aware of and implement these BMPs. ■ Explain BMPs to other food businesses through your business associations or chambers of commerce. m Label storm drain inlets with a stormwater pollution prevention message. Treatment Control BMPs For information on inspecting and maintaining treatment controls, see Section 4 of this handbook. For information on designing treatment controls, see Section 5 of the Development and Redevelopment Handbook. More Information Booklets, Checklists, Fact Sheets, and Pamphlets General Water Pollution Prevention Bay Area Storm Water Management Agencies Association (BASMAA), 1996. Pollution from Surface Cleaning — Flat Work, Sidewalks, Plazas, Building exteriors, Parking areas, Drive- Thru. 6 of 8 California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com January 2003 Food Service Facilities City of Santa Cruz, 2000. Food Service Facilities — Best Management Practices, Section 2 of Best Management Practices Manual for the Storm Water Program. Fairfield -Suisun Urban Runoff Management Program, 1999. Storm Water Pollution Prevention Practices for Mobile Cleaning Activities, Guidance for Mobile Washers Who Clean Buildings Exteriors, Flat Work, Sidewalks, Drive-Thru, Plazas, Parking Areas or Who Perform Fleet Washing, Auto Detailing, Carpet Cleaning, or Food -Related Cleaning Activities. Grease Management Bay Area Pollution Prevention Group, 2001. Avoid Fines and Health Risks from Grease Overflows. ' Contra Costa Clean Water Program, City of Concord, and Central Contra Costa Sanitary District, no date. Water Pollution Prevention Tips: Tips to protect water quality and keep ' your food service facility clean. Eastern Municipal Water District (Riverside County), 1993• Grease ... Help for the Food Service Establishment. Regional Water Quality Control Plant—Palo Alto, 1996. Food Service Facilities — Selecting and installing a grease removal device. Food Production ' County of Los Angeles, no date. Food and Related Facilities — Best Management Practices, Project Pollution Prevention. Posters 1� 2002 Poster, San Bernardino County Stormwater City and County of San Francisco, 2000. Don't Set a Table for Pests! Serving them costs ' more than you think! Los Angeles County, 1995• Good Cleaning Practices — Food & Restaurant Industry. ' Santa Clara Valley Nonpoint Source Pollution Control Program, 1994• Good Cleaning Practices to Protect Our Creeks and Bay. Videos ' City of Monterey and Monterey Bay National Marine Sanctuary, 2000. Make the Connection: BMPs for Restaurant Kitchen Staff on how to prevent storm drain pollution. References Bay Area Pollution Prevention Group, 2001. Avoid Fines and Health Risks from Grease Overflows. Bay Area Storm Water Management Agencies Association (BASMAA), 1996. Pollution from Surface Cleaning — Flat Work, Sidewalks, Plazas, Building exteriors, Parking areas, Drive- Thru. City and County of San Francisco, 2000. Don't Set a Table for Pests! Serving them costs more than you think! poster. City of Santa Cruz, 2000. Food Service Facilities — Best Management Practices, Section 2 of Best Management Practices Manual for the Storm Water Program. January 2003 California Stormwater BMP Handbook 7 of 8 Industrial and Commercial ' www.cabmphandbooks.com H Food Service Facilities Contra Costa Clean Water Program, City of Concord, and Central Contra Costa Sanitary District, no date. Water Pollution Prevention Tips: Tips to protect water quality and keep your food service facility clean. County of Los Angeles, no date. Food and Related Facilities — Best Management Practices, Project Pollution Prevention poster. ' Eastern Municipal Water District (Riverside County), 1993. Grease ... Help for the Food Service Establishment. Fairfield -Suisun Urban Runoff Management Program, 1999• Storm Water Pollution ' Prevention Practices for Mobile Cleaning Activities, Guidance for Mobile Washers Who Clean Buildings Exteriors, Flat Work, Sidewalks, Drive-Throughs, Plazas, Parking Areas or Who Perform Fleet Washing, Auto Detailing, Carpet Cleaning, or Food -Related Cleaning Activities. 1 1 Los Angeles County, 1995. Good Cleaning Practices — Food & Restaurant Industry. Regional Water Quality Control Plant—Palo Alto, 1996. Be a part of the Team! Keep the Bay CLEAN! Water Quality Protection Guidelines for Food Handling Facilities. Regional Water Quality Control Plant—Palo Alto, 1996. Food Service Facilities — Selecting and installing a grease removal device. Santa Clara Valley Nonpoint Source Pollution Control Program, 1994• Good Cleaning Practices to Protect Our Creeks and Bay poster. 8 of 8 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com ii I I I U I 1 FS 1 1 I 1 1 r Landscape Maintenance Photo Credit: Geo08rosseau Description This category includes businesses that provide landscaping and landscape maintenance/gardening services. Pollutant Sources The following are sources of pollutants: ■ Selecting plants or landscape design ■ Installing new landscaping ■ Maintaining landscapes ■ Using pesticides and fertilizers ■ Using gas -powered equipment ■ Working near waterbodies Pollutants can include: ■ Nutrients (fertilizers, yard wastes) ■ Pesticides ■ Heavy metals (copper, lead, and zinc) ■ Hydrocarbons (fuels, oils and grease) ■ Sediments Approach Minimize the potential for stormwater pollution and the need for resources/controls (water, pesticides, fertilizers) by creating and cautornia maintaining landscapes in a way that is compatible with the local stormwaeer soils, climate, and amount of rain and sun. Make stormwater nuanry Assodatlon January 2003 California Stormwater BMP Handbook I of 5 Industrial and Commercial www.cabmphandbooks.com Landscape Maintenance pollution prevention BMPs a part of standard operating procedures and the employee training program. Provide employee education materials in the first language of employees, as necessary. Source Control BMPs ' The best management practices are listed by activity or area. Landscape Design ■ Specify native, low maintenance, and insectary (attract beneficial insects) plants and ' landscape designs. ■ Design zoned, water -efficient irrigation systems using technologies such drip irrigation, soaker hoses, or microspray systems. ' ■ Do not landscape riparian areas, except to remove non-native plants and replace them with native riparian landscaping. ' ■ Replant with native species where possible when landscaping or building an ornamental pond. Do not assume something is native because you have seen it in your area. Contact the Iocal nursery for information or visit the California Exotic Pest Plant Council website ' (www.caleppc.org). Landscape Installation ' ■ Protect stockpiles and landscaping materials from wind and rain by storing them under tarps or secured plastic sheeting. ■ Schedule grading and excavation projects during dry weather. ■ Divert runoff from exposed soils or lower its velocity by leveling and terracing. ■ Use temporary check dams or ditches to divert runoff away from storm drains. ■ Protect storm drains with sandbags or other sediment controls. ■ Revegetation is an excellent form of erosion control for any site. Keep soils covered with ' vegetation or temporary cover material (mulch) to control erosion. ■ Check plant roots before buying a plant. Do not buy plants with roots are that kinked or circling around the container. Do not buy plants with soft, rotten, or deformed root crowns. ■ Do not pile soil around the plant any higher than the root crown. Landscape Maintenance Yard Waste ■ Allow leaf drop to become part of the mulch layer in tree, shrub, and groundcover areas. ' ■ Keep lawn mower blades sharp and grasscycle. ■ Grasscycle — leave grass clippings on the lawn when mowing. Once cut, grass clippings first dehydrate, then decompose, quickly disappearing from view. Proper mowing is required for successful grasscycling. Cut grass when the surface is dry, and keep mower blades sharp. Follow the "1/3 Rule": mow the lawn often enough so that no more than ' 1/3 of the length of the grass blade is cut in any one mowing. Frequent mowing will produce short clippings that will not cover up the grass surface. The lawn may have to be cut every seven days when the lawn is growing fast but only every 7 to lq days when the ko lawn is growing slowly. 2 of S California Stormwater BMP Handbook January 2003 ' Industrial and Commercial www.cabmphandbooks.com Landscape Maintenance ■ Do not leave clippings on pavement or sidewalks where they can wash off into the street, gutter, or storm drain. ■ Collect lawn and garden clippings, pruning waste, and tree trimmings. Chip if necessary, and compost or take to the local municipal yard waste recycling/composting facility. ■ In communities with curbside pick-up of yard waste, place clippings and pruning waste at the curb in approved bags or containers. No curbside pickup of yard waste is available for commercial properties. ' ■ Do not blow or rake leaves or other yard waste into the street, or place yard waste in gutters or on dirt shoulders, unless it is being piled up for recycling (allowed by some municipalities). After pick-up, sweep up any leaves, litter, or residue in gutters or on ' street. Fertilizing and Pruning ' ■ Perform soil analysis seasonally to determine actual fertilization need and application rates. ■ Fertilize garden areas with a mulch of leaves, bark, or composted manure and/or garden ' waste. ■ Apply chemical fertilizer only as needed, when plants can best use it, and when the potential for it being carried away by runoff is low. Make sure the fertilizer spreader is ' calibrated. ■ Prune plants sparingly, if at all. A healthy plant — one that is native to the area and growing under the right conditions — should not need pruning, except when it is not in the right location (where safety or liability is a concern). Watering ' ■ Use soil probes to determine soil moisture depth, overall moisture levels, and the need to adjust irrigation schedules. ' Pest and Weed Control ■ Anyone who is in the business of landscape maintenance and performs pest control as part of providing that service must have a license from the state to apply pesticides. Contact the Department of Pesticide Regulation for more information. ■ Become trained in and offer customers less -toxic pest control or Integrated Pest Management (IPM). ' ■ The label on a pesticide container is a legal document. Use a pesticide only as instructed on the label. ' ■ Store pesticides, fertilizers, and other chemicals indoors or in a shed or storage cabinet. ■ Use pesticides sparingly, according to instructions on the label. Rinse empty containers, ' and use rinsewater as product. ■ Dispose of rinsed, empty containers in the trash. Dispose of unused pesticides as hazardous waste. ' ■ To control weeds, use drip irrigation and mulch. Hand -pull weeds including roots or cut down to ground. Repeat cutting before they flower, grow new leaves, or go to seed. Use herbicides containing pelargonic acid or herbicidal soap as a last resort. January 2003 California Stormwater BMP Handbook 3 of 5 ' Industrial and Commercial www.cabmphandbooks.com Landscape Maintenance Handling Gasoline ■ Use only containers approved by a nationally recognized testing lab, such as Underwriters Laboratories (UL). Keep the container tightly sealed. Containers should be fitted with a spout to allow pouring without spilling and to minimize the generation of vapors. ■ Fill cautiously. Always use a funnel and/or spout to prevent spilling or splashing when fueling power mowers, blowers, and all other gas-powered equipment. ■ Avoid spilling gasoline on the ground, especially near wells. If a spill occurs use kitty ' litter, saw dust, or an absorbent towel to soak up the spill, then dispose of it properly. ■ Store carefully. Gasoline moves quickly through soil and into groundwater, therefore, store and use gasoline and fuel equipment as far away from your drinking water well as possible. Be certain to keep a closed cap on the gasoline container. Store at ground level, not on a shelf to minimize the danger of falling and spilling. ' ■ Do not dispose of gasoline down the drain, into surface water, onto the ground, or in the trash. Contact the local municipality for directions on proper disposal of excess or old gasoline. Transport old gas in an approved gasoline container. Working Near Waterbodies ■ Do not dump lawn clippings, other yard waste, or soil along creek banks or in creeks. ■ Do not store stockpiles of materials (soil, mulch) along creek banks. These piles can erode over time into a creek. ■ Do not spray pesticides or fertilizers by creeks. ■ Do not over water near streams. The excess water may carry pesticides, fertilizers, sediments, and anything else in its path directly into the creek. ■ Do not remove native vegetation along creek banks or remove large woody debris from creek banks or creeks. Instead, contact the local municipal planning department and Department of Fish & Game for guidance. Treatment Control BMPs Not applicable. More Information Bay Area Stormwater Management Agencies Association, 1999. Start at the Source — Design Guidance Manual for Stormwater Quality Protection. (http://www.basmaa.or ). ' Bay Area Water Pollution Prevention Agencies, 1998 - 2002. Less-Toxic Pest Management Fact Sheets, Less-Toxic Product List, and In-store display and promotion materials. ' (http7//www.basmaa.org) California Exotic Pest Plant Council, 1999• Exotic Pest Plant List. (http�//www.calel?pg.orz) ' California Integrated Waste Management Board, 1999• Grasscycle! Make the Most of Your Lawn. Make the Most of Your Time. (http•//www ciwmb ca eov/oreanics/Pubs htm). California Integrated Waste Management Board, 2001. Resource-Efficient Turf Management and Resource-Efficient Landscaping. (http://www.ciwmb.ca.gov/organics/Pubs.htm). Contra Costa County, no date. Grasscycle! Clip your waste!(http://grasscycle.abag.ca.eov). 4 of 5 California Stormwater BMP Handbook January 2003 ' Industrial and Commercial www.cabmPhandbooks.com Landscape Maintenance Marin County Stormwater Pollution Prevention Program, no date. Creek Care: A Guide for Urban Marin Residents. (bttp://www.mcstoppp.org/ . Professional Lawn Care Association of America, 1997. Water Quality and Your Lawn. (http• //www.pesp.org/ 1gg5/plcaags-final.htm). San Francisquito Watershed Council and San Mateo Countywide Stormwater Pollution Prevention Program, no date. Streamside Planting Guide for San Mateo and Santa Clara CountyStreams. (httpl/www.acterra.org/watershed/) ' The Alliance for Proper Gasoline Handling, 1999• Consumer Tips for Proper Gasoline Handling. (http•//www.gas-care.org /consumer tips.htm). Videos California Integrated Waste Management Board, 1999• Grasscycle! Make the Most of Your Lawn. Make the Most of Your Time. (http/www.ciwmb.ca.gov/organics/Pubs.htm). ' CCCSD, 2001. The Healthy Home & Garden - Less -Toxic Pest Control (for residents). (http://www.centralsan.org/education/ipm/hzonlineizuide.html . References ' Bay Area Stormwater Management Agencies Association, 1999. Start at the Source — Design Guidance Manual for Stormwater Quality Protection. (http://www.basmaa.org). Bay Area Water Pollution Prevention Agencies, 1998 - 2002. Less -Toxic Pest Management Fact Sheets, Less -Toxic Product List, and In-store display and promotion materials. (http://www.basmaa.org) California Integrated Waste Management Board, 1999• Grasscycle! Make the Most of Your Lawn. Make the Most of Your Time. (http://www.ciwmb.ca.gov/organics/Pubs.htm - California Integrated Waste Management Board, 2001. Resource -Efficient Turf Management ' and Resource -Efficient Landscaping. (bttp://www.ciwmb.ca.gov/organics/Pubs.htm City of Bellevue, 1991. Water Quality Protection for Landscaping Businesses, Business ' Partners for Clean Water. Contra Costa County, no date. Grasscycle! Clip your waste! (http //erasscycle.abae.ca.eov). County of Los Angeles, no date. Landscaping and Nursery Facilities — Best Management Practices, Project Pollution Prevention. Marin County Stormwater Pollution Prevention Program, no date. Creek Care: A Guide for Urban Marin Residents. (http://www.mcstoppp.org/). Professional Lawn Care Association of America, 1997. Water Quality and Your Lawn. (http•//www_pesp ory/lggs/plcaags-final htm). ' San Francisquito Watershed Council and San Mateo Countywide Stormwater Pollution Prevention Program, no date. Streamside Planting Guide for San Mateo and Santa Clara CountyStreams. (http://www.acterra.ora/watershed/) Santa Clara Valley Urban Runoff Pollution Prevention Program, 2001. Landscaping, Gardening, and Pool Maintenance — Best Management Practices for the Construction ' Industry. The Alliance for Proper Gasoline Handling, 1999• Consumer Tips for Proper Gasoline Handling. (http://www.gas-care.org/consumer tips.htm). January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial ' www.cabmphandbooks.com I [1 [1 I Landscape Maintenance SC -73 1 r in Conduct appropriate maintenance (i.e. properly timed fertilizing, weeding, pest control, and pruning) to help preserve the landscapes water efficiency. January 2003 California Stormwater BMP Handbook Municipal www.cabmphandbooks.com Objectives ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Description Sediment Landscape maintenance activities include vegetation removal; Nutrients herbicide and insecticide application; fertilizer application; Trash watering; and other gardening and lawn care practices. Metals Vegetation control typically involves a combination of chemical Bacteria (herbicide) application and mechanical methods. All of these Oil and Grease maintenance practices have the potential to contribute pollutants Organics to the storm drain system. The major objectives of this BMP are Oxygen Demanding to minimize the discharge of pesticides, herbicides and fertilizers to the storm drain system and receiving waters; prevent the disposal of landscape waste into the storm drain system by collecting and properly disposing of clippings and cuttings, and educating employees and the public. Approach Pollution Prevention in Implement an integrated pest management (IPM) program. IPM is a sustainable approach to managing pests by combining biological, cultural, physical, and chemical tools. ' in Choose low water using flowers, trees, shrubs, and groundcover. ■ Consider alternative landscaping techniques such as ' naturescaping and xeriscaping. 1 r in Conduct appropriate maintenance (i.e. properly timed fertilizing, weeding, pest control, and pruning) to help preserve the landscapes water efficiency. January 2003 California Stormwater BMP Handbook Municipal www.cabmphandbooks.com Objectives ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Sediment ✓ Nutrients ✓ Trash ✓ Metals Bacteria Oil and Grease Organics Oxygen Demanding ✓ %CASQA. Callfornla �' ' Stormwater .: �n' Quality '' Association 1 of 6 SC -73 Landscape Maintenance ■ Consider grass cycling (grass cycling is the natural recycling of grass by leaving the clippings on the lawn when mowing. Grass clippings decompose quickly and release valuable nutrients back into the lawn). ' Suggested Protocols Mowing, Trimming, and Weeding ' ■ Whenever possible use mechanical methods of vegetation removal (e.g mowing with tractor - type or push mowers, hand cutting with gas or electric powered weed trimmers) rather than applying herbicides. Use hand weeding where practical. ' ■ Avoid loosening the soil when conducting mechanical or manual weed control, this could lead to erosion. Use mulch or other erosion control measures when soils are exposed. ' ■ Performing mowing at optimal times. Mowing should not be performed if significant rain events are predicted. ■ Mulching mowers may be recommended for certain flat areas. Other techniques may be ' employed to minimize mowing such as selective vegetative planting using low maintenance grasses and shrubs. ' ■ Collect lawn and garden clippings, pruning waste, tree trimmings, and weeds. Chip if necessary, and compost or dispose of at a landfill (see waste management section of this fact sheet). FS■ Place temporarily stockpiled material away from watercourses, and bene or cover stockpiles to prevent material releases to stone drains. ' Planting ■ Determine existing native vegetation features (location, species, size, function, importance) and consider the feasibility of protecting them. Consider elements such as their effect on t drainage and erosion, hardiness, maintenance requirements, and possible conflicts between preserving vegetation and the resulting maintenance needs. ■ Retain and/or plant selected native vegetation whose features are determined to be ' beneficial, where feasible. Native vegetation usually requires less maintenance (e.g., irrigation, fertilizer) than planting new vegetation. ' ■ Consider using low water use groundcovers when planting or replanting. Waste Management ' ■ Compost leaves, sticks, or other collected vegetation or dispose of at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Place temporarily stockpiled material away from watercourses and storm drain inlets, and ' berm or cover stockpiles to prevent material releases to the storm drain system. ■ Reduce the use of high nitrogen fertilizers that produce excess growth requiring more ' frequent mowing or trimming. 2 of 6 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com I Landscape Maintenance SC -73 ■ Avoid landscape wastes in and around storm drain inlets by either using bagging equipment or by manually picking up the material. Irrigation ' ■ Where practical, use automatic timers to minimize runoff. ■ Use popup sprinkler heads in areas with a lot of activity or where there is a chance the pipes may be broken. Consider the use of mechanisms that reduce water flow to sprinkler heads if ' broken. ■ Ensure that there is no runoff from the landscaped area(s) if re-claimed water is used for ' irrigation. ■ If bailing of muddy water is required (e.g. when repairing a water line leak), do not put it in ' the storm drain; pour over landscaped areas. ■ Irrigate slowly or pulse irrigate to prevent runoff and then only irrigate as much as is needed. ' ■ Apply water at rates that do not exceed the infiltration rate of the soil. Fertilizer and Pesticide Management ■ Utilize a comprehensive management system that incorporates integrated pest management (IPM) techniques. There are many methods and types of IPM, including the following: - Mulching can be used to prevent weeds where turf is absent, fencing installed to keep rodents out, and netting used to keep birds and insects away from leaves and fruit. ' - Visible insects can be removed by hand (with gloves or tweezers) and placed in soapy water or vegetable oil. Alternatively, insects can be sprayed off the plant with water or in some cases vacuumed off of larger plants. - Store-bought traps, such as species-specific, pheromone -based traps or colored sticky cards, can be used. ' - Slugs can be trapped in small cups filled with beer that are set in the ground so the slugs can get in easily. ' - In cases where microscopic parasites, such as bacteria and fungi, are causing damage to plants, the affected plant material can be removed and disposed of (pruning equipment should be disinfected with bleach to prevent spreading the disease organism). k 1 r - Small mammals and birds can be excluded using fences, netting, tree trunk guards. Beneficial organisms, such as bats, birds, green lacewings, ladybugs, praying mantis, ground beetles, parasitic nematodes, trichogramma wasps, seed head weevils, and spiders that prey on detrimental pest species can be promoted. ■ 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. January 2003 California Stormwater BMP Handbook Municipal www.cabmphandbooks.com 3 of 11 SC -73 Landscape Maintenance ■ Use pesticides only if there is an actual pest problem (not on a regular preventative schedule). ■ Do not use pesticides if rain is expected. Apply pesticides only when wind speeds are low (less than 5 mph). ■ Do not mix or prepare pesticides for application near storm drains. ■ Prepare the minimum amount of pesticide needed for the job and use the lowest rate that will effectively control the pest. ■ Employ techniques to minimize off -target application (e.g. spray drift) of pesticides, including consideration of alternative application techniques. ■ Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. ■ Calibrate fertilizer and pesticide application equipment to avoid excessive application. ■ Periodically test soils for determining proper fertilizer use. ■ Sweep pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. ■ Purchase only the amount of pesticide that you can reasonably use in a given time period (month or year depending on the product). ■ Triple rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste. ■ Dispose of empty pesticide containers according to the instructions on the container label. 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. ■ Inspect pesticide/fertilizer equipment and transportation vehicles daily. Training ■ Educate and train employees on use of pesticides and in pesticide application techniques to prevent pollution. Pesticide application must be under the supervision of a California qualified pesticide applicator. ■ Train/encourage municipal maintenance crews to use IPM techniques for managing public green areas. ■ Annually train employees within departments responsible for pesticide application on the appropriate portions of the agency's IPM Policy, SOPS, and BMPs, and the latest IPM techniques. 4 of California Stormwater BMP Handbook Municipal www,cabmphandbooks.com January 2003 Landscape Maintenance SC-73 ■ Employees who are not authorized and trained to apply pesticides should be periodically (at least annually) informed that they cannot use over-the-counter pesticides in or around the workplace. ■ Use a training log or similar method to document training. Spill Response and Prevention ' ■ Refer to SC-u, Spill Prevention, Control & Cleanup ■ Have spill cleanup materials readily available and in a know in location ' ■ Cleanup spills immediately and use dry methods if possible. ■ Properly dispose of spill cleanup material. Other Considerations ■ The Federal Pesticide, Fungicide, and Rodenticide Act and California Title 3, Division 6, Pesticides and Pest Control Operations place strict controls over pesticide application and handling and specify training, annual refresher, and testing requirements. The regulations generally cover: a list of approved pesticides and selected uses, updated regularly; general application information; equipment use and maintenance procedures; and record keeping. ' The California Department of Pesticide Regulations and the County Agricultural Commission coordinate and maintain the licensing and certification programs. All public agency employees who apply pesticides and herbicides in "agricultural use" areas such as parks, golf courses, rights-of-way and recreation areas should be properly certified in accordance with state regulations. Contracts for landscape maintenance should include similar requirements. ■ All employees who handle pesticides should be familiar with the most recent material safety data sheet (MSDS) files. ' ■ Municipalities do not have the authority to regulate the use of pesticides by school districts, however the California Healthy Schools Act of 2000 (AB 2260) has imposed requirements on California school districts regarding pesticide use in schools. Posting of notification prior to the application of pesticides is now required, and IPM is stated as the preferred approach to pest management in schools. Requirements ' Costs Additional training of municipal employees will be required to address IPM techniques and BMPs. IPM methods will likely increase labor cost for pest control which may be offset by lower ' chemical costs. Maintenance ' Not applicable January 2003 California stormwater BMP Handbook 5 of 6 Municipal www.cabmphandbooks.com LJ SC -73 Landscape Maintenance Supplemental Information Further Detail of the BMP Waste Management ' Composting is one of the better disposal alternatives if locally available. Most municipalities either have or are planning yard waste composting facilities as a means of reducing the amount of waste going to the landfill. Lawn clippings from municipal maintenance programs as well as ' private sources would probably be compatible with most composting facilities Contractors and Other Pesticide Users Municipal agencies should develop and implement a process to ensure that any contractor employed to conduct pest control and pesticide application on municipal property engages in pest control methods consistent with the IPM Policy adopted by the agency. Specifically, ' municipalities should require contractors to follow the agency's IPM policy, SOPS, and BMPs; provide evidence to the agency of having received training on current IPM techniques when feasible; provide documentation of pesticide use on agency property to the agency in a timely ' manner. References and Resources ' King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. 1995. King County Surface Water Management. July. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Los Angeles County Stormwater Quality Model Programs. Public Agency Activities Fb htW://Iadt)w.org/wmd/`npdes/model links.cfm ' 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. Orange County Stormwater Program 'httl2://ww-w.ocwatersheds.com/StormWater/s3Lrp introduction asp Santa Clara Valley Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000. United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Landscaping and Lawn Care. Office of Water. Office of ' Wastewater Management. On-line: http://www.epa.gov/npdes/menuofbmps/poll 8 htm ke 6 - California Stormwater BMP Handbook Municipal www.cabmphandbooks.com January 2003 I 1 ra Efficient Irrigation SD -12 Description Design Objectives 0 Maximize Infiltration Q Provide Retention 0 Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stonnwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stonnwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations ' The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: ■ Employ rain -triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with County or City water conservation resolutions, which may include provision ' of water sensors, progranunable irrigation times (for short cycles), etc. AI.6tlP.\l 1;1144{-I\\11\ t - January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment ' www.cabmphandbooks.com SD -12 Efficient Irrigation ■ Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, ' native or drought tolerant species). Consider design features such as: - Using mulches (such as wood chips or bar) in planter areas without ground cover to ' minimize sediment in runoff - Installing appropriate plant materials for the location, in accordance with amount of ' sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable, equally effective methods to reduce irrigation water runoff. ' Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of " redevelopment" must be consulted to determine ' whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. ' Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County ' Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2o03. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 ' New Development and Redevelopment www.cabmphandbooks.com IPM Design Considerations The use of integrated pest management (IPM) is a popular way for program managers to educate residents and businesses on alternatives to chemical pesticides. IPM reflects a holistic approach to pest control that examines the interrelationship between soil, water, air, nutrients, insects, diseases, landscape design, weeds, animals, weather and cultural practices to select an appropriate pest management plan. The goal of an IPM program is ' not to eliminate pests but to manage them to an acceptable level while avoiding disruptions to the environment. An IPM program incorporates preventative practices in combination with nonchemical and chemical pest controls to minimize the use of pesticides and promote natural control of pest species. Three different nonchemical pest control practices - biological (good bugs that eat pests), cultural (handpicking of pests, removal of diseased plants, etc) and mechanical (zappers, paper collars, etc) - are used to limit the need for chemicals. In those instances when pesticides are required, programs seek to have users try less toxic products such as insecticidal soaps. The development of higher tolerance levels among residents for certain weed species is a central concept of IPM programs for reducing herbicide use. Education on the proper use of pesticides can and is often included in many lawn care and landscaping management programs. Most often this is in the form of informational brochures or fact sheets on pesticide use around the home or garden. These information packets include tips on identifying pest problems and selecting treatment approaches that reduce environmental impacts, less toxic pest control products if chemical control is necessary, and the proper mixing, application rates and cleanup procedures for pesticide use. Program managers can consult cooperative extension programs and university agricultural programs for more information regarding pest control techniques that are more water quality friendly. Limitations ' The public perception that no alternative to pesticide use exists is probably the greatest limitation that program managers will face. Surveys tell us that the public has a reasonably good understanding about the potential environmental dangers of pesticides. Several surveys indicate that residents do understand environmental concerns about pesticides, and consistently rank them as the leading cause of pollution in the neighborhood (Elgin DDB, 1996). Even so, pesticide use still remains high in many urban areas (see Table 1). The time required for homeowners to learn more about alternative pest control techniques may also limit program effectiveness. Many residents prefer the ease of just spraying a chemical on their lawns to other pest control techniques they perceive as more time intensive and less reliable. Managers should recognize that IPM ' programs have their own limitations, including questions about the effectiveness of alternative pest control techniques. Effectiveness Currently, a national study of the effectiveness of alternative pest control programs at reducing pesticide use and protecting water quality has not been performed. Cooperative extension and university agriculture programs across the country have performed studies of the ability of distinct alternative pest control techniques at limiting pesticide use, but a synthesis of these individual studies into a national report has not been performed. However, the need for pesticide control programs is evident from recent studies on the presence of insecticides in stormwater. Results of recent sampling of urban streams caused the USGS to conclude that the presence of insecticides in urban streams may be a significant obstacle to restoring urban streams. (USGS, 1999). Table 2 examines eight studies on stormwater runoff and insecticide concentrations and provides an example of how insecticides persist even after their use is discontinued. Additional research done in the San Francisco Bay Region regarding diazinon use further illustrates the need for pest control programs. Results of the study show that harmful diazinon levels can be produced in urban streams from use at only a handful of individual homes in a given watershed (CWP, 1999). Due to the solubility of diazinon, current stormwater and wastewater treatment technologies cannot significantly reduce diazinon levels. ko The best tool for controlling diazinon in urban watersheds is through source control by educating residents and businesses on pesticide alternatives and safe application. For more information see Diazinon Sources in Runoff from the San Francisco Bay Region, Article 16 in The Practice of Watershed Protection. I An example of successful use of IPM is the Grounds Maintenance Program city blasting for the City of Eugene, Ore pesticides. The city has also adopted higher toleranceemov for ids. certainPublic weedand pest sarks and cion areas. of This move aphids, insecticidal soapsThe city uses need to apply pesticides and herbicides. pest and limited use c has dropped by more than d h rLehner etince1he programs inception, ' of the IPM program, but the city turf and Aedes that reduces the No exact cost sav ngs'ha a been by the City of Eugene citizen opposition. grounds supervisor is convinced that it saves money and has lin a use The cost of educating residents on r Like fawn care and landscapingA oper pesticide use varies greatly depending ' employees on IPM techniprograms, some cities have begun 9 on the intensity are set u techniques. In addition, 9 partnerships that include training f the effort. p. The cost of staff time for trainin promotional materials and displays of retail Since there are currently a number of '9 and production of materials must be on inany Pesticide alternatives ' extension programs, managers shouldgcons der using this sofact sheets on urce instead of creating save cost would be to utilize and Pesticide use available throw cost st estimate. master gardener volunteers to help with training, g cooperative employees. g a new one. Another way to ' g, both for residents and store 1 I 1 I Storm Drain Description SD -13 Design objectives Maximize Infiltration Provide Retention Slow Runoff Miminize Impervious Land Coverage Prohibit Dumping of Improper 23 Materials Contain Pollutants Collect and Convey Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dmnping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a ' popular method of alerting the public about the effects of and the prohibitions against waste disposal_ ' Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the ' boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. ' Designing New Installations The following methods should he considered for inclusion in the ' project design and show on project plans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area ' with prohibitive language. Examples include "NO DUMPING CLLQORYNAO2IT 11111-1. January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment ' www.cabmphandbooks.com SD -13 Storm Drain Signage DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. ■ Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. ' Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. ' Redeveloping Existing installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross ' floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of "redevelopment", then the requirements stated under" designing new installations" above should be included in all project ' design plans. Additional Information ' Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information ' Examples ■ Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. ' Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County ' Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 1 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment ' www.cabmphandbooks.com 11 Trash Storage Areas ►J Description Design Objectives Trash storage areas are areas where a trash receptacle (s) are Maximize Infiltration located for use as a repository for solid wastes. Stormwater Provide Retention runoff from areas where trash is stored or disposed of can be Slow Runoff polluted. In addition, loose trash and debris can be easily ' transported by water or wind into nearby storm drain inlets, Minimae Impervious Land channels, and/or creeks. Waste handling operations that may be Coverage sources of stormwater pollution include dumpsters, litter control, Prohibit Dumping of Improper ' and waste piles. Materials ✓ Contain Pollutants Approach Collect and Convey ' This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures ' including enclosures, containment structures, and impervious pavements to mitigate spills, should be used to reduce the likelihood of contamination. ' Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically ' excluded from this requirement.) Design Considerations Design requirements for waste handling areas are governed by Building and Fire Codes, and by current local agency ordinances and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code and ordinance requirements. ' Hazardous waste should be handled in accordance with legal requirements established in Title 22, California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with ' requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing New Installations Trash storage areas should be designed to consider the following structural or treatment control BMPs: ■ Design trash container areas so that drainage from adjoining roofs and pavement is diverted ' around the area(s) to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. C AS CIA ■ Make sure trash container areas are screened or walled to Callfornlastormwater prevent off-site transport of trash. Quality Association January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment ' www.cabmphandbooks.com SD -32 Trash Storage. Areas ■ Use lined bins or dumpsters to reduce leaking of liquid waste. ■ Provide roofs, awnings, or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. • Pave trash storage areas with an impervious surface to mitigate spills. 1 ■ Do not locate storm drains in immediate vicinity of the trash storage area. ' ■ Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Redeveloping Existing installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross ' floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for ' redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. Additional Information ' Maintenance Considerations The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs) must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency, maintenance ' agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. Other Resources ' A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. ' Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. ' Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment ' www.cabmphandbooks.com i [1 6 Outdoor Material e Areas SD -34 Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Q Contain Pollutant Collect and Convey Description Proper design of outdoor storage areas for materials reduces opportunity for toxic compounds, oil and grease, heavy metals, nutrients, suspended solids, and other pollutants to enter the storia water conveyance system. Materials may be in the form of raw products, by-products, finished products, and waste products. The type of pollutants associated with the materials will vary depending on the type of commercial or industrial activity. Approach Outdoor storage areas require a drainage approach different from the typical infiltration/detention strategy. In outdoor storage areas, infiltration is discouraged. Containment is encouraged. Preventative measures include enclosures, secondary containment structures and impervious surfaces. Suitable Applications Appropriate applications include residential, commnereial and industrial areas planned for development or redevelopment. Design Considerations ' Some materials are more of a concern than others. Toxic and hazardous materials must be prevented from coming in contact with stormwater. Non-toxic or non -hazardous materials do not have to be prevented from stormwater contact. However, these materials may have toxic effects on receiving waters if allowed to be discharged with stormwater in significant quantities. Accumulated material on an impervious surface could result in significant impact on the rivers or streams that receive the runoff. Material may be stored in a variety of ways, including bulk piles, containers, shelving, stacking, and tanks. Stormw-ater contamination may be prevented by eliminating the possibility of stormwater contact with the material storage areas either through ' diversion, cover, or capture of the stormwater. Control measures e may also include minimizing the storage area. Design CA ff:M.�'] A;T11R41VATUR January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmpbandbooks.com SD -34 Outdoor Material Storage Areas for material storage areas are governed by Building and Fire Codes, and by current City or County ordinances and zoning requirements. Control measures are site specific, and must meet local agency requirements. Designing New Installations Where proposed project plans include outdoor areas for storage of materials that may contribute ' pollutants to the stormwater conveyance system, the following structural or treatment BMPS should be considered: H [J H U 1 ■ Materials with the potential to contaminate stormwater should be: (t) placed in an enclosure such as, but not limited to, a cabinet, shed, or similar structure that prevents contact with runoff or spillage to the stormwater conveyance system, or (2) protected by secondary containment structures such as berms, dikes, or curbs. ■ The storage area should be paved and sufficiently impervious to contain leaks and spills. ■ The storage area should slope towards a dead-end sump to contain spills and direct runoff from downspouts/roofs should be directed away from storage areas. ■ The storage area should have a roof or awning that extends beyond the storage area to minimize collection of stormwater within the secondary containment area. A manufactured storage shed may be used for small containers. Note that the location(s) of installations of where these preventative measures will be employed must be included on the map or plans identifying BMPs. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment' in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of " redevelopment' must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. Additional Information Stormwater and non-stormwater will accumulate in containment areas and sumps with impervious surfaces. Contaminated accumulated water must be disposed of in accordance with applicable laws and cannot be discharged directly to the storm drain or sanitary sewer system without the appropriate permits. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. 2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com 1 Outdoor Material Storage, Areas SD -34 Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 1 1 1 1 I 1 i H 1 1 1 1 1 1 - January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment 1 www.cabmphandbooks.com 1 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Appendix E 1 Soils Report 1 Ll I 0 1 1 1 r I CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA SACRAMENTO, CA 2414 Vineyard Avenue 12155 Magnolia Avenue 1645 Pacific Avenue 242 W. Larch 3628 Madison Avenue Suite C Suite 6C Suite 107 Suite F Suite 22 Escondido, CA 92029 Riverside, CA 92503 Oxnard, CA 93033 Tracy, CA 95376 N. Highlands, CA 95660 (760)746-4955 (951)352-6701 (805)486-6475 (209)839-2890 (916)331-6030 (760) 746-9806 FAX (951) 352-6705 FAX (805) 486-9016 FAN (209) 839-2895 FAX (916) 331-6037 FAX PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED COMMERCIAL DEVELOPMENT ' CREEKSIDE CENTRE SW CORNER OF OVERLAND DRIVE AND NICOLE LANE TEMECULA, CALIFORNIA IaRNZ-38021711113;71 DAVCON DEVELOPMENT, INC. 42389 WINCHESTER ROAD, SUITE B TEMECULA, CA 92590 1 PREPARED BY: ' CONSTRUCTION TESTING & ENGINEERING, INC. 12155 MAGNOLIA AVENUE, SUITE 6-C RIVERSIDE, CA 92503 u L] 1 CTE JOB NO. 40-1758 DECEMBER 14, 2004 1 r CEO'ITCFINICAI.. ENVIRONMENTA I.. CONSTRUCTION INSPECTION ANDTFS"PING. CIVIL F.NGINEFR INC. SURVEYINC LJ [l ENGINEERING, INC. CONSTRUCTION TESTING& ENGINEERING, INC, SAN DIEGO, CA RIVERSIDE, CA VF.N'VORA, CA TRACY, CA LANCASTER, CA SACRASIENTO,CA N. PALNISPRINGS,C 2414 Vinevard Ave. 490 E. Princeland Cl. 1645 Pae1De Ave. 242 W. Larch 42156 101A.St. 14. 3628 Aladirun Ave. 19020 N. Indian A,e. sells C. Suit, 7 Suite 105 Suite F Unit k Suite 22 Suite 2-K Escondido, CA 92029 Corona, CA 91719 Oanar d, CA 93033 Tracy, CA 45376 L mcasmr, C A 4.1514 V. Ilighlands, CA 95660 N. Palm Springs. CA 9: (760)746-4955 (909)371-1890 (805)486-6475 (209)879-2890 (661) 726-9676 (916)331-6030 (760) 329-4677 (760) 746-91106 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 839-2895 FAX (661) 726-0246 FAX (916) 731-6037 FAN (760) 328-4896 FAX December 14, 2004 Mr. James Patton Davcon Development, Inc. 42389 Winchester Road, Suite S Temecula, CA 92590 Subject: Preliminary Geotechnical Investigation Proposed Commercial Development Creekside Centre SW Corner of Overland Drive and Nicole Lane Temecula, California CTE Job No. 40-1758 Mr. Patton: Construction Testing and Engineering, Inc. has prepared this report of geotechnical investigation for ' the proposed commercial development located at the southwest comer of Overland Drive and Nicole Lane in the City of Temecula, California. The attached report discusses the findings and conclusions of our geotechnical investigation and provides preliminary geotechnical recommendations for use ' during project design and construction. The project is considered feasible, from a geotechnical viewpoint, if the recommendations presented in this report are incorporated into the design and construction of the project. If you have any questions regarding our findings or recommendations, please do not hesitate to contact this office. The opportunity to be of service is appreciated. ' Respectfully submitted, ' CONSTRUCTION T/ESSTTING & ENGINEERING, INC. odn�lar�#2173 Vmc t J.atula, CEG #2057 ' Geotechnical Engineering Manager Senior Engineering Geologist CEOTECHN[CAL. ENVIRON'MF.N'1'Al,a CONS"1'RUCTION INSPECTION AND 'I'ES"TING-CIV I, F.NGINEF,RINC 4 SURVEYING TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY......................................................................................................1 2.0 INTRODUCTION AND SCOPE OF SERVICES..................................................................2 2.1 Introduction.......................................................................................................................2 2.2 Scope of Services..............................................................................................................2 3.0 SITE LOCATION AND DESCRIPTION...............................................................................3 ' 4.0 FIELD AND LABORATORY INVESTIGATION.................................................................3 4.1 Field Investigations...........................................................................................................3 4.2 Laboratory Investigation...................................................................................................4 5.0 GEOLOGY..............................................................................................................................4 5.1 General Physiographic Setting..........................................................................................5 5.2 Geologic Conditions.........................................................................................................5 5.2.1 Engineered Fill..........................................................................................................6 5.2.2 Quaternary Pauba Formation - Sandstone (Qps)......................................................5 5.3 Groundwater Conditions...................................................................................................7 5.4 Geologic Hazards..............................................................................................................7 5.4.1 Tsunamis and Seiche Evaluation..............................................................................8 5.4.2 Landsliding or Rocksliding.......................................................................................8 5.4.3 Compressible and Expansive Soils...........................................................................8 6.0 FAULT RUPTURE AND EARTHQUAKE HAZARD EVALUATIONS .............................9 6.1 Local and Regional Faulting.............................................................................................9 6.2 Earthquake Acceleration...................................................................................................9 6.3 Seismic Loading Recommendations...............................................................................10 6.4 Liquefaction Evaluation..................................................................................................10 6.5 Seismic Settlement Evaluation.......................................................................................1 1 7.0 CONCLUSIONS AND RECOMMENDATIONS................................................................11 7.1 General............................................................................................................................11 7.2 Site Preparation...............................................................................................................12 7.2.1 General....................................................................................................................1 7.2.2 Site Excavations...................................................................................................... I? 7.2.3 Fill Placement and Compaction.............................................................................. 13 7.2.4 Transition Pad Condition........................................................................................14 7.3 Foundations and Slab Recommendations.......................................................................14 7.3.1 General................................................................... .................................................14 7.3.2 Shallow Foundations...............................................................................................14 7.3.3 Settlement of Foundations......................................................................................15 7.3.4 Concrete Slabs........................................................................................................16 7.4 Retaining Walls..........................................................................................................17 I 7.5 Vehicular Pavements and Site Improvements................................................................19 7.6 Reactive Soils.................................................................................................................20 7.7 Exterior Flatwork............................................................................................................21 7.8 Drainage..........................................................................................................................21 7.9 Plan Review....................................................................................................................21 8.0 LIMITATIONS OF INVESTIGATION................................................................................21 tFIGURES FIGURE I ' FIGURE 2 FIGURE 3 APPENDICES APPENDIX A APPENDIX B ' APPENDIX C APPENDIX D 1 1 rb 1 1 1 ko SITE LOCATION MAP BORING LOCATION MAP RETAINING WALL DESIGN RECOMMENDATIONS REFERENCES CITED FIELD EXPLORATION METHODS AND BORING LOGS LABORATORY METHODS AND RESULTS EARTHQUAKE ANALYSIS I 1 1 r .1 1 I r Preliminary Geotechnical Investigation Page 1 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 1.0 EXECUTIVE SUMMARY Our investigations were performed to provide site-specific geotechnical information for the proposed development to be located at the southwest corner of Overland Drive and Nicole Lane in the City of Temecula, Califomia. The proposed development is to consist of the construction of four commercial buildings along with normal infrastructure including pavement, exterior flatwork, underground utilities, and landscaping. The proposed structures will be a combination of wood - framed and masonry block wall supported on shallow continuous and spread footings with slab -on - grade base floors. Based on our investigations, the site is underlain by engineered fill materials, with underlying medium dense to very dense Quaternary -age non -marine deposits (Pauba Formation—sandstone) below the proposed structure foundation levels. These soils are capable of supporting the proposed structure on conventional shallow foundations as recommended herein. The subject site is located approximately 0.25 mile northeast of the active Elsinore Fault Zone. Based on reviewed geologic literature for the site area, the site is not traversed by an active fault. Therefore, the potential for fault displacement occurring during the useful life of the structure should be considered low. IJ 1 1 1 1 1 r Preliminary Geotechnical Investigation Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 Page 2 CTE Job No. 40-1758 Groundwater was encountered at the time of our investigation at a depth of 49 feet below the surface. Groundwater levels will likely fluctuate during periods of high precipitation; however, groundwater is not expected to impact the proposed development. 2.0 INTRODUCTION AND SCOPE OF SERVICES 2.1 Introduction Construction Testing and Engineering, Inc. (CTE) has prepared this geotechnical engineering and geologic reconnaissance report for Davcon Development, Inc. Presented herein are the results of the subsurface investigation performed as well as recommendations regarding the geotechnical engineering and dynamic loading criteria for the proposed development. The proposed project will consist of the construction of four commercial buildings along with normal infrastructure including pavements, exterior flatwork, underground utilities, and landscaping. The proposed structures will be a combination of wood -framed and masonry block wall supported on shallow continuous and spread footings with slab -on -grade base floors. 2.2 Scooe of Services Our scope of services included: • Review of readily available geologic reports pertinent to the site and adjacent areas (Appendix A contains a list of cited references). Preliminary Geotechnical Investigation Page 3 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 • Explorations to determine subsurface conditions to the depths influenced by the proposed construction. ' • Laboratory testing of representative soil samples to provide data to evaluate the geotechnical design characteristics of the site foundation soils. ' • Definition of the general geology and evaluation of potential geologic hazards at the site. • Preparation of the report detailing the investigation performed and providing conclusions and geotechnical engineering recommendations for design and construction. 3.0 SITE LOCATION AND DESCRIPTION The subject site is a wedge-shaped parcel located at the southwest corner of Overland Drive and ' Nicole Lane in the City of Temecula, California. Currently, the site is an empty, previously -graded lot with fill slopes on all sides. The site is bordered by Overland Drive to the north, Nicole Lane to . the east, commercial development to the south, and a Riverside County flood control channel (Long ' Canyon Creek) to the west. Currently, the ground surface is bare, with minimal vegetation and no observed surface obstructions. A storm drain inlet is located in the southwest corner of the site. 4.0 FIELD AND LABORATORY INVESTIGATION 4.1 Field Investieations ' Field explorations. performed on November 10, 2004, included a site recomtaissance. the excavation ' of five soil borings and in situ testing of subsurface deposits. The soil borings were excavated to investigate and obtain samples of the subsurface soils. The borings (designated B-1 through B-5) twere excavated using a truck -mounted eight -inch diameter, hollow stem auger drill rig to a maximum explored depth of approximately 51'/z feet below existing grade (fbg). ' Preliminary Geotechnical Investigation Page 4 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 ' Soils encountered within the borings were classified in the field during the exploration operations in accordance with Unified Soil Classification System. The field descriptions were later modified (as appropriate) based on the results of our laboratory -testing program. In general, soil samples were ' obtained at 5 -foot intervals. Specifics of the soils encountered can be found in the Boring Logs, which are presented in Appendix B. ' 4.2 Laboratory Investigation Laboratory tests were conducted on representative soil samples to evaluate physical properties and engineering characteristics. Specific laboratory tests include: maximum dry density and optimum moisture content, in-place moisture and density, resistance value, expansion index, gradation, direct shear, Atterberg limits determination, and chemical analyses. These tests were conducted to ' determine the material strength, compressibility, grain -size distribution, physical properties, and corrosivity of the on-site soils. Test method descriptions and laboratory results are presented in Appendix C. 1 C] 1 r 1 Preliminary Geotechnical Investigation Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 5.0 GEOLOGY ' 5.1 General Physiographic Setting [] k I [1 Page 5 CTE Job No. 40-1758 Geomorphically, the subject site lies within the central portion of the Peninsular Ranges Geomorphic Province, adjacent to Long Canyon Creek and approximately one-half mile southeast of Santa Gertrudis Creek, The Peninsular Ranges Geomorphic Province is characterized by a northwest - southeast complex of blocks separated by similar trending faults (Webb and Norris, 1990). The three prominent fault zones in the province are the San Andreas (east), San Jacinto (central) and the Elsinore Fault Zone (west). Activity along these fault zones resulted in the ranges having a gradual west facing slopes and steep east facing escarpments. Separating the ranges and adjacent to the escarpments are inland valleys. These inland valleys consist of Tertiary and Quatemary-age non - marine sediments, derived from granite, non -marine sedimentary and metasedimentary rocks. 5.2 Geologic Conditions Site soil materials consist of engineered fill materials, ranging from 7- to 22 -feet in thickness, with underlying Quaternary -age sedimentary rock identified as the Pauba Formation (Kennedy 1977) encountered to the maximum explored depth of 51.5 feet. Below is a brief description of the soils encountered during the investigation. More detailed descriptions are prox ided in the Boring Logs in Appendix B. 0 0 I I 11 Preliminary Geotechnical Investigation Page 6 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 5.2.1 Engineered Fill Engineered fill materials were encountered in each of the five borings. The thickness of the encountered fill ranged from approximately 7 -feet to 22 -feet. In general, the fill is shallower in the east-southeast portion of the site and deepens toward the west-northwest. The encountered fill materials consist of fine to coarse grained silty sands (SM) and clayey sands (SC), which are in a dense to very dense condition and can be described as red-bro%�n to gray -brown, moist, and non -expansive. In boring B-3, which is in close proximity to the storm drain inlet, the fill transitions from clayey sand to a less dense, dark gray, very fine grained silty sand beginning at a depth of 6 -feet extending down to the contact with natural soils at approximately 12'h feet. In boring B-2, a 1 -foot layer of silt (ML) was encountered at the contact with natural soils at a depth of approximately 21- to 22 -feet. This silt has moderate organic content and is described as very stiff, moist, dark gray. 5.2.2 Quaternary Pauba Formation - Sandstone (Ops) Quaternary -age Pauba formational materials were encountered beneath the fill to the maximum explored depth of 51'/ feet below existing grade (fbg). The Pauba Formation is generally described as a succession of late Pleistocene -age well -indurated and extensi%e1% crossbedded siltstone, sandstone, and conglomerate facies (Kennedy 1977). Specifically. the Pauba formational materials encountered at the site are predominantly beds of silty sands (SM) with interbedded layers of sandy silt (ML) and poorly -graded sands with silt (SP -SM). Preliminary Geotechnical Investigation Page 7 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 The silty sand layers are in a medium dense to very dense condition and can be described as ' damp to very moist, fine to coarse grained, weakly to moderately cemented, orange -brown to light tan to gray in color, and occasionally iron -oxide stained. The sandy silt (ML) can be described as stiff to very stiff, moist to very moist, and gray to orange -brown. The poorly - graded sand with silt (SP -SM) layers can be described as dense to very dense, damp to moist- ' light gray to light brown, and containing trace to occasional fine gravel. I ' 5.3 Groundwater Conditions Groundwater was encountered in boring B-2 at an approximate depth of 49 fbg, Groundwater . elevations typically fluctuate on a seasonal basis due to changes in precipitation, irrigation, pumping. etc. However, based on our investigation, we do not expect groundwater to affect the proposed development. 1 5.4 Geologic Hazards From our investigation it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves. Based on the site distance from the nearest identified fault and the remedial grading recommendations presented in ' Section 7.2 of this report, we anticipate the potential for damage from seismic displacement or fault 1 movement beneath the proposed structures to be low. A complete discussion of earthquake hazards ke(including earthquake accelerations) is presented in Section 6 of this report. I ' Preliminary Geotechnical Investigation Page 8 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 5.4.1 Tsunamis and Seiche Evaluation ' Due to site elevation and distance from the Pacific Ocean, the site is not considered to be subject to tsunamis. Based on the absence of large bodies of water in the area, seiche ' (oscillatory waves in standing bodies of water) damage is not expected. ' 5.4.2 Landsliding or Rockslidin The potential for landsliding or rocksliding to affect the site is considered remote. No features typically associated with landsliding were noted during the site investigation. In the treference review, no evidence of landslides was found to have occurred within the area of the site. . 5.4.3 Compressible and Expansive Soils Based on geologic observation, laboratory and in situ testing, materials located at the ' proposed structure foundation level generally consist of dense to very dense fill materials ' with very low compressibility characteristics. A selected sample of site soil was analyzed for expansion potential using UBC test method 18-2. The expansion index of the soil was found to be 14, which indicates a very low potential for expansion. Preliminary Geotechnical Investigation Page 9 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 ' 6.0 FAULT RUPTURE AND EARTHQUAKE HAZARD EVALUATIONS 6.1 Local and Regional Faulting As stated, the subject site lies approximately 0.25 mile northeast ofthe generally northwest -southeast trending Elsinore Fault Zone (EFZ). Evidence of Holocene (within the last 11,000 years) surface ' rupture on strands of EFZ has been discovered during several recent studies (Caltech Website. 2000). ITherefore, the Elsinore Fault is considered "active." Other principal active faults in this region include the San Jacinto, Newport -Inglewood. and Whittier Faults (Blake 1996). According to the California Division of Mines and Geology, a fault is ' considered active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, revised 1997). 6.2 Earthquake Acceleration The evaluation of possible bedrock acceleration at the site was performed using the deterministic approach which identifies one or more controlling seismic sources and events resulting in a determination of maximum ground acceleration. ' We have analyzed possible bedrock accelerations at the site using the computer software program EQFAULT (Blake, 1997). The program uses the attenuation relationship developed by Campbell 1 Preliminary Geotechnical Investigation Page 10 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 and Bozorgnia (1997) for alluvium and sofi rock conditions. Based on this analysis, the maximum Icredible site ground acceleration (0.919g) was generated by a 6.8 magnitude earthquake associated with the Elsinore -Temecula Fault. 1 Design of structures for seismic loading should comply with the requirements of governing ' jurisdictions, applicable building codes, and practices of the Association of Structural Engineers of California. 6.3 Seismic Loading Recommendations ' According to the 1997 Uniform Building Code, the site is within seismic zone 4 with a seismic zone 1bfactor Z = 0.40. The Elsinore -Temecula Fault, a seismic source Type B, is located approximately 0.25 mile (0.4 km) from the site subject site. Based on our investigation and review of geologic ' literature, the site has a soil profile type of So. Based on these parameters, the site near -source ' factors are N,, = 1.6 and Na = 1.3, and seismic coefficients C„ = 1.024 and C, = 0.572 ' 6.4 Liquefaction Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strength during ' earthquake -induced shaking and behave as a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with ' groundwater level, soil type, material gradation, relative density, and the intensity and duration of ground shaking. LJ n I a 1 ko Preliminary Geotechnical Investigation Page 1 1 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 We have performed a preliminary screening for liquefaction potential in accordance with the California Division of Mines and Geology, Special Publication 117 (1997). Based on the existing soil conditions (compacted fill materials and relatively dense natural soils) and the depth to groundwater, we find the potential for liquefaction of site soils to be very low. 6.5 Seismic Settlement Evaluation Seismic settlement occurs when loose to medium dense granular soils densify during seismic events. The underlying site materials are generally in a medium dense to very dense condition, and are not considered likely to experience significant seismic settlement. Therefore, in our opinion. the potential for seismic settlement resulting in damage to site improvements is considered low. We also expect that any loose or disturbed materials present on the site will be mitigated through removal and recompaction in order to facilitate the proposed construction. 7.0 CONCLUSIONS AND RECOMMENDATIONS 7.1 General Based on our investigation, the proposed construction on the site is feasible from a geotechnical standpoint. provided the recommendations in this report are incorporated into the design of the project. Recommendations for the design and construction of the proposed development are included in the subsequent sections of this report. Preliminary Geotechnical Investigation Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 ' 7.2 Site Preparation 1 1b 1 1 r 7.2.1 General Page 12 CTE Job No. 40-1758 Prior to grading the site should be cleared of any existing vegetation, debris and other deleterious materials. In areas to receive structures or distress -sensitive improvements, expansive, surficial eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be removed to the depth of competent material. Organic and other deleterious materials not suitable for structural backfill should be disposed of offsite at a legal disposal site. 7.2.2 Site Excavations Based on our findings, the site is underlain by properly compacted fill materials, on the order of 7- to 22 -feet in thickness, with competent underlying natural soils. Therefore, the majority of the site will require only minimal surface treatment as follows. Within the limits of site grading and five feet laterally beyond the proposed building footprints. site soils should be scarified to a depth of 12 -inches, moisture -conditioned to slightly above optimum, and recompacted to 90 percent of the maximum dry density as determined by ASTM D 1557. If loose or disturbed soils are encountered during site preparation, they should be excavated to the depth of properly compacted fill or competent natural soils. ' Preliminary Geotechnical Investigation Page 13 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 Prior to structural fill placement, the exposed subgrades should be evaluated by a ' geotechnical representative from this office to confirm that properly compacted fill materials are present and uniform bearing conditions exist. ' 7.2.3 Fill Placement and Compaction ' All additional structural fill and backfill should be compacted to a minimum relative compaction of 90 percent as evaluated by ASTM D-1557 at moisture content of optimum or slightly above. The optimum lift thickness for fill soils will be dependent on the type of ' compaction equipment being utilized. Generally, fill should be placed in uniform horizontal lifts not exceeding 8 -inches in loose thickness. Placement and compaction of fill should be performed in general conformance with geotechnical recommendations and local ordinances. 1 All soils generated from on-site excavations are suitable for use as structural fill, provided they are free from deleterious material. Any imported material should be evaluated by the project geotechnical engineer prior to being placed at the project site. 7.2.4 Transition Pad Condition ' A geotechnical representative should be on-site during grading operations to ensure that a cut/fill transitional bearing condition kvill not exist for the proposed structures. Based on our ' findings, it is anticipated that the proposed footings will be founded entirely in properly ko 11 Preliminary Geotechnical Investigation Page 14 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 compacted fill materials. If deep foundations are proposed, additional earthwork ' recommendations will be provided. 7.3 Foundations and Slab Recommendations 7.3.1 General ' Foundations and slabs should be designed in accordance with structural considerations and ' the following recommendations. Foundations will be founded entirely in properly compacted fill materials. These recommendations assume that the soils exposed at finished pad grade ' will have a very low potential for expansion as anticipated. a 7.3.2 Shallow Foundations In general, allowable bearing pressures for shallow spread and continuous footings will be ' dependent on the footing size as well as the allowable settlements. We recommend that Ishallow spread and continuous footings be constructed a minimum of 15 inches wide and be founded at least 18 inches below the lowest adjacent subgrade. ' Foundation dimensions and reinforcement should be based on an allowable bearing pressure ' of 2500 psf for footings constructed as stated above. The allowable soil bearing pressure may be increased by 250 psf for every additional foot of depth to a maximum of 3000 psf. ' The allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces. 1 L Preliminary Geotechnical Investigation Page 15 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 Footing reinforcement should consist of a minimum of four 44 bars, two located at the top of the footing and two located at the bottom. 1 Lateral loads for structures supported on spread footings may be resisted by soil friction and ' by the passive resistance of the soils. A coefficient of friction of 0.35 may be used between foundations or the floor slabs and the supporting soils. The passive resistance of the soils ' maybe assumed equal to the pressure developed by a fluid with a density of 300 pcf. A one- ' third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance may be combined without reduction in determining the total lateral resistance. 1 ' 7.3.3 Settlement of Foundations We have analyzed settlement potential during construction and for long-term performance. Construction settlement is expected to occur as loads are applied and structures are brought ' to their operational weight. Long-term settlement is expected to occur over time as a result of compression of wetted or partially saturated soil. Anticipated settlements are related to an applied bearing pressure for the proposed building of 2000 psf and a footing v;idth of ' approximately 18 inches. 1 i1 Preliminary Geotechnical Investigation Page 16 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 It is anticipated that shallow foundations designed as recommended will experience ' maximum total and differential static settlements on the order of 1.0 inch and 0.5 inch, respectively. 7.3.4 Concrete Slabs ' Concrete building slabs -on -grade should be designed for the anticipated loading. Floor slabs ' should be a minimum of five inches thick and should be reinforced with a minimum of #3 reinforcing bars placed on 24 -inch centers, each way at mid -slab height. The correct placement of the reinforcement in the slab is vital for satisfactory performance under normal conditions. The floor slab on foundations should be tied together by extending the slab reinforcement into the footings. In the areas to receive moisture sensitive floor covering, a polyethylene moisture barrier (10 mil or greater) should be placed beneath the slab. A two-inch layer of coarse clean sand ' should underlie the polyethylene moisture barrier. To assist in the curing of the concrete ' slab, we recommend that approximately two -inches of clean fine sand be placed over the ' polyethylene vapor barrier. 1 The above values assume non -expansive backfill and free draining conditions. Drainage ' measures should include free draining backfill materials and perforated drains. Drains koshould discharge to an appropriate offsite location. Preliminary Geotechnical Investigation Page 17 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 ' It is recommended that a low water -cement ratio (0.5 maximum) be used for concrete, and that the slab be moist -cured for at least five days in accordance with methods recommended by the American Concrete Institute. On-site quality control should be used to confirm the ' design conditions. ' 7.4 Retaining Walls For the design of walls below grade where the surface of the backfill is level, it may be assumed that ' the soils will exert an active lateral pressure equal to that developed by a fluid with a density of 40 pcf. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 60 pcf should be used, based on at -rest soil conditions. In addition, a design passive resistance value of 300 pounds per square feet per foot of depth to 2000 psf may be used. The earth pressures recommended above are based on the assumption that free ' draining select granular soils will be used as backfill and that watts are provided with a backfill drain system to prevent a buildup of hydrostatic pressures. We recommend that walls be backfilled with soil having an expansion index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, extended back from the base of the wall. Wall backfill should be compacted to at least 90 percent relative compaction, based on 1 U I r I 1 r 1 Preliminary Geotechnical Investigation Proposed Creekside Centre Overland Dr. & Nicole Ln,, Temecula, CA December 14, 2004 Page 18 CTE Job No. 40-1758 ASTM D1557-91. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment, which could cause distress to walls, should not be used. 7.5 Vehicular Pavements And Site Improvements The pavement section evaluation presented here is for preliminary consideration only. Preliminary pavement sections presented below in Table I for flexible pavement are based on a laboratory determined Resistance "R"- Value of site materials and the assumption subgrade and base materials are compacted to 95% relative compaction. TARLF. I Traffic Area Assumed Determined AC Class tI Traffic Index Subgrade Thickness Aggregate Base "R" -Value (inches) Thickness (inches) Load Areas 6.0 21 3.5 10.0 /Driving Lanes Auto Parking Areas 5.0 21 3.0 8.0 We recommend that soils underlying all proposed pavement areas be prepared in the following manner. Loose or disturbed subgrade soils should be removed to the depth of properly compacted fill material. Exposed soils should be scarified, moisture conditioned and recompacted to 95%of the maximum dry density (ASTM D-1557). Soils should then be compacted in 6 -inch lifts to subgrade elevation at 95% of the maximum dry density as determined by ASTM D 1557. All Class 11 aggregate base materials should be compacted to at least 95% of the laboratory maximum densit} Preliminary Geotechnical Investigation Page 19 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 (ASTM D-1557). In addition, it is recommended that all pavement areas conform to the following criteria. 1. All trench backfills, including utility and sprinkler lines, should be properly placed and ' adequately compacted to provide a stable pavement subgrade. ' 2. An adequate drainage system should be provided to prevent surface water or subsurface ' seepage from saturating the subgrade soil. 3. Placement and construction of the recommended pavement section should be performed ' in accordance with the Standard Specifications for Public Works Construction. Class II ' aggregate base should be used as outlined and should have a minimum R -Value of 78. Final in-place density of the Class II aggregate base should be 95 percent of the maximum dry density per ASTM D-1557. 4. Surface run-off and irrigation water should be directed away from the parking areas to ' avoid contributing to wet or saturated soils beneath the pavement. 5. Pavement sections are prepared assuming that periodic maintenance of pavements will be tdone, including sealing of cracks and other measures. 6. Pavement around areas of heavy loading should be paved with a minimum of 5 inches of concrete reinforced with No. 3 bars on 18 -inch centers. 1 7.6 Reactive Soils ' Moderate to high levels of sulfate containing solutions or soil can have a deleterious effect on the in- service performance of concrete foundations and reinforcement steel. In order to evaluate the I Preliminary Geotechnical Investigation Page 20 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 foundation environment, a representative sample of site soil, taken from B-2 at a depth of 2 to 4 feet ' below grade, was tested for soluble sulfate and pH. The results of the tests are as follows: 95 parts ' per million (ppm) soluble sulfate and 7.2 pH. Based on UBC Table 19-A-4, a sulfate exposure of 95 ppm is considered low; therefore, we recommend concrete containing Type 11 cement be utilized. ' Compressive strength of the concrete should be designed to meet the structural requirements of the ' project. On-site soils are expected to be mildly corrosive to ferrous metals. Therefore, we recommend that ' non-metallic pipes be used, or if metallic pipes are used, that they be wrapped with the appropriate non -corrosive materials. ' 7.7 Exterior Flatwork ' Exterior concrete flatwork should have a minimum thickness of 4 -inches, unless otherwise specified. To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation ' soils, we recommend that such flatwork be installed with crack -control joints at appropriate spacing as desired by the structural engineer. Flatwork, such as driveways, sidewalks. and architectural features. should be installed with crack control joints. All subgrades should be prepared in accordance with the earthwork recommendations previously given prior to placing concrete. Positive ' drainage should be established and maintained adjacent to all flatwork. Preliminary Geotechnical Investigation Page 21 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 7.8 Drainage ' Surface run-off should be collected and directed off-site by means of appropriate erosion reducing ' devices. Roof gutters and downspouts should be installed on the completed structures and positive drainage should be established. Positive drainage is defined as drainage away from structures at a ' gradient of at least 2 percent for a distance of at least 5 feet. The project civil engineer should thoroughly evaluate the on-site drainage and make provisions as necessary to keep surface water from entering the structure areas. 1 7.9 Plan Review CTE should review project grading and foundation plans before the start of earthworks to identify ' potential conflicts with the recommendations contained in this report. I ' 8.0 LIMITATIONS OF INVESTIGATION The recommendations presented herein are preliminary in nature and may be subject to change based ' on further evaluation and additional information discovered during the completion of this ' investigation. ' The recommendations provided in this report are based on the anticipated construction and the ' subsurface conditions found in our explorations. The interpolated subsurface conditions should be kochecked in the field during construction to verify that conditions are as anticipated. Preliminary Geotechnical Investigation Page 22 Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 CTE Job No. 40-1758 Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthworks should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report. The project geotechnical engineer should evaluate all footing excavations prior to reinforcing steel placement. The field evaluation, laboratory testing and geotechnical analysis presented in this report have been ' conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered ' during construction. ' Our conclusions and recommendations are based on an analysis of the observed conditions. If ' conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if required, will be provided upon request. CTE should review project specifications for all earthwork, foundation, and shoring -related activities prior to the ' solicitation of construction bids. 1 r 1 1 1 1 1 1 1 1 1 1 1 i 1 1 r Preliminary Geotechnical Investigation Proposed Creekside Centre Overland Dr. & Nicole Ln., Temecula, CA December 14, 2004 Page 23 CTE Job No. 40-1758 We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. aodne;y-/D.Ba lar , GE #2173 Geotechnical Engineering Manager C Senior Staff Geologist v � 2173 `` Exp. 6130105 C Senior Staff Geologist ✓FFFF ; i �'. "j, °°t0.• d+xlt'a.r '4w,r a o iF I FSS L. �� — _ ___._ � ��• �` RkI ETA 9 591 ° , pQ- . SITE -A �1 ji ws `u sc � ,'r asr • 1 i P 5 WR .0 INN • Q' I a C 1 Y, nl; ! �` RANCHO CALIFORNA! r � r" - v V __ - _ __ 4i J••• of W t S 'I;CO�STRGCi10\ TESTf�G & E\GI�EERIVG, I\C. ` u!l I emta...i .v a,royo:oaca 1:,:1 ,.,,„„,n! 94TF6➢G>r F. SITE LOCATION INIAP No. Date F g-,, 40-1758 1 DEC 2004 1 OVERLop DRIV I -t B-5 NORTH I 1 1 1 1 RETAINING WA FINISH GRADE a WALL FOOTING 0 wl CONSTRUCTION TESTING & ENGINEERING, INC. OE01CCNN iCAl,M Coli!Rt CI ON is cm;I:No IEEE IN C AND N:? b 1111 VINEI 1..iD.I'1 zm iDI.E C Sic OND 100 C. 1910'. 11{:11;q.i+➢ 0 'WALL BACKFILL COMPACTED', TO 90% RELATIVE DENSITY" 1 1 3/4" GRAVEL SURROUNDED BY FILTER FABRIC (MIRAFI 140 N, OR EQUIVALENT) I' MN 4" DIA. PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT), MNIMUM I% GRADIENT TO SUITABLE OUTLET MINIMUM 6" LAYER OF FILTER ROCK UNDERLY NG PIPE RETAINING WALL DETAIL No. Date I Fiwre 40-1756 1 DEC 2004 3 APPENDIX A ' REFERENCES 0 REFERENCES 1. Blake, 1'. F., 1997, "EQFAULT," Version 3.000 Thomas F. Blake Computer Services and Software. 2. California Department of Conservation Website, 1999, California Strong -Motion Instrumentation Program (CSMIP), www.consrv.ca.gov. I3. California Division of Mines and Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117. 4. California Test Method 643, 1978, Method for Estimating the Service Life of Steel Culverts, Department of Transportation, State of California. 1 5. Day, R.W., 1999, Geotechnical and Foundation Engineering, Design and Construction. 6. Duncan, J.M., and Buchignani, A.L., 1976, An Engineering Manual For Settlement Studies, from Luther Davidson Lecture. 7. Hart, Earl W. and Bryant, W.A., Revised 1997, "Fault -Rupture Hazard Zones in California, Alquist- Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps," California Division of Mines and Geology, Special Publication 42. 8, Kennedy, M.P., 1977, Geologic Map of the Elsinore Fault Zone, Southern Riverside County, California. 9. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern ' Riverside County, California Division of Mines and Geology, Special Report 131. 10. Petra Geotechnical, Inc., 2001, Geotechnical Investigation, 37 -Acre Commercial Parcel Located West ' of Margarita Road and South of Overland Drive, City of Temecula, Riverside County, California. January 26,2001. 11. Rogers, Thomas FL, 1965, Geologic Map of California, Santa Ana Sheet, Fifth Printing 1985, Scale 1:250,000. 12. Seed, H.B., Tokimatsu, K., Harder, L.F., and Chung, R.M., 1984, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations. ' 13. Southern California Earthquake Center, University of Southern California; 1999; Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California. 14. Uniform Building Code, 1997, Chapters 16 and 19. 1 15. Webb, R.W. and Norris, R.M., 1990, Geology of California. I 1 APPENDIX B 1 FIELD EXPLORATION METHODS AND BORINGS LOGS 1 1 1 1 1 I I 1 1 1 APPENDIX B FIELD EXPLORATION METHODS AND BORINGS LOGS ' Soil Boring Methods Relatively "Undisturbed" Soil Samples ' Relatively "undisturbed" soil samples were collected using a modified California -drive sampler (2.4 - inch inside diameter, 3 -inch outside diameter) lined with sample rings. Drive sampling was conducted in general accordance with ASTM D-3550. The steel sampler was driven into the bottom ' of the borehole with successive drops of a 140 -pound weight falling 30 -inches. Blow counts (N) required for sampler penetration are shown on the boring logs in the column "Blows/Foot." The soil was retained in brass rings (2.4 inches in diameter, 1.00 inch in height). The samples were retained ' and carefully sealed in waterproof plastic containers for shipment to the Construction Testing & Engineering ("CTE") geotechnical laboratory. Disturbed Soil Sampling Bulk soil samples were collected for laboratory analysis using two methods. Standard Penetration Tests (SPT) were performed according to ASTM D-1586 at selected depths in the borings using a ' standard (1.4 -inches inside diameter, 2 -inches outside diameter) split -barrel sampler. The steel sampler was driven into the bottom of the borehole with successive drops of a 140 -pound weight falling 30 -inches. Blow counts (N) required for sampler penetration are shown on the boring logs in the column "Blows/Foot." Samples collected in this manner were placed in sealed plastic bags. Bulk soil samples of the drill cuttings were also collected in large plastic bags. All disturbed soil ' samples were returned to the CTE geotechnical laboratory for analysis. 1 1 1 1 1 I �i 1 I 0 1 1 r CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION Cl 2(1( VINEYARD AVENUE. SUITE G ESCONDIDO CA. 931119 ((.19) 144.4931 warxeDNcil.r PROJECT'. Creekside Retail Center DRILLER: 2R Drilling SHEET: I of 3 CTE JOB NO: 40-1758 DRILL METHOD: 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY. R. Ellerbusch SAMPLE METHOD: 140 LB / 30" ELEVATION: As built pad C o Ey E nT C r E c BORING: B- I Laboratory Tests N 0 (J 11 )0 c 12 DESCRIPTION FILL MAX 5 EI, DS 21 128,4 10.13 SC Dense, Moist, Red -Brown Clayey SAND AL (LL=27, PI=9) 23 MD GS 06% fines) 5 16 16 119.1 10.5 SC Dense, Moist, Red -Brown Clayey SAND MD 18 10 WA (24% fines) 18 1270 10.7 SC Dense, Moist, Red -Brown Clayey SAND MD 25 coarser ¢rained DS Io 12 123.7 10.3 Sc Dense, Moist, Red -Brown Clayey SAND MD 5 5 13 35 134.8 10.2 SC Dense, Moist, Red -Brown Clayey SAND MD 50 rock in sampler shoe ------- - ---------------------------------------'------ Ou-att:rnar v Pb Formation -Sandstone (Ous) a 8 WA (3'890 Fines) 9 I N9 SM Medium Dense, Moist, Lieht Orange -Brown. �I 6 Fine Silty SAND FIGURE: B -I I I I I L I I a I I I I I I 1 ko CONSTRUCTION TESTING & ENGINEERING INC. c` GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION fY 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 911139 (6191146.6955 ENGLAEEASNO INC PROJECT: Creekside Retail Center DRILLER: 2R Drilling SHEET: 2 OF 2 CTE JOB NO', 40-1758 DRILL METHOD. 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY: R. Ellerbusch - SAMPLE METHOD: 140 LB / 30" ELEVATION: As built pad c o C n E BORING: B -I Conttd Laboratory Tests v 6 C U s 73 o 8 o ci M A DESCRIPTION 5 8 12 17 5 SM Medium Dense, Moist, Lisht Grayish -Brown M 13 Fine Silty SAND, Boring terminated at 26.5 ft. No Groundwater encountered. Boring backfilled with soil cuttings. -30- '5 '5 0 5 FIGURE: B -Ib LJ 1 I a 1 1 r ?4CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION OA Jr IJ VINEYARD AVENUE, SUITE G ESCONDIDO CA. 91019 (6I9) 166.4911 pIODFp .JNC PROJECT: Creckside Retail Center DRILLER: 2R Drilling SHEETI of 3 CTE JOB NO: 40-1758 DRILL METHOD. 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 LB 130" ELEVATION. As built pad c o — EE o C 6 E E m BORING: B-2 Laboratory Tests 6 O u vi u O. y C U DESCRIPTION 0 FILL CHM 10 18 132.4 6.8 SC -SM Dense, Moist, Red -Brown Silty Clayey SAND MD 17 5 5 8 120.8 7.3 SC -SM Medium Dense, Moist, Red -Brown Silty Clayey MD 19 00/1 SAND DS 10- 21 33 138.: 8.4 SC Very Dense. Moist, Red -Brown Clayey SAND MD 33 with fine gavel 5 7 12 119.2 15.0 SC Dense, Moist, Red -Brown Clayey SAND MD 18 finer gained _20— ----- - -------------------------------------------------------------- 6 9 10.3 ML Very Stiff, Moist, Dark Gray Sandy SILT M 12 with some oreanic content - ------- -------------------------------------------------------------- Oualernary Pauba Formation - Sandstone (GPs) SM Medium Dense, Moist, Oranee-Brown. Fine Silty SAND FIGURE: B-3 I I 1 a 1 r _%CONSTRUCTION TESTING & ENGINEERING, INC. S r GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION C 2616 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 921129 (619) ]66.59)3 ENGE\FJAJNGJNC PROJECT: Creekside Retail Center DRILLER: 2R Drilling SHEET'. 2 of 3 CTE JOB NO. 40-1758 DRILL METHOD 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY R. Ellerbusch SAMPLE METHOD: 140 LB / 30" ELEVATION: As built pad n � o D " - E BORING: B-2 Contld Laboratory Tests t f v > 3 D U yv DESCRIPTION 5 6 11 9.6 SM Medium Dense, Moist, Orange -Brown, Fine M 14 Silty SAND 3 ------- --------------------------------------------------------------- 9 19 5.5 SP -SM Dense, Damp, LiRht Brown Poorly-e.raded M 21 SAND with Silt and occasional fine °ravel GS (12% fines) 'S ------- - --------------------------------------------------------------- 9 12 18 5 SM Medium Dense, Very Moist, Gray, Fine Silty M 16 SAND WA (27% fines) 0 9 12 14.1 SM Dense, Moist, Gray. Fine Silty SAND M 22 Fe02 staining, weaklv cemented 20 7.7 SP -SM Very Dense, Moist, Lisht Gray Poorly-eraded M 44 SAND with Silt. _ * Groundwater encountered ---------------------------------------------------------- FIGURE: B -2b I 1 1 1 1 1 1 1 1 11 F1 1 1 1 r CONSTRUCTION TESTING & ENGINEERING, INC. th+ a GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION R ]i Il VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92O29 (6191 711.1111 f79CLAFHUNGJNC. PROJECT: Creckside Retail Center DRILLER. 2R Drilling SHEET: 3 of 3 CTE JOB NO: 40-1758 DRILL METHOD 8" HSA/SPLIT'SPOON DRILLING DATE: 11/10/04 LOGGED BY: R. Ellerbusch SAMPLE METHOD. 140 LB / 30" ELEVATION. As built pad � n o E E = E E 0 BORING: B-2 Conttd Laboratory Tests o n 2 m g m p o C E U DESCRIPTION 0 9 9 21.1 ML Stiff, Very Moist, Gray Sandy SILT M 6 Boring terminated at 51.5 ft. Groundwater encountered at 49 ft. Boring backfilled with soil cuttin--s and bentonite chips. 5 0 5 0 FIGURE: B -_'c 11 11 CONSTRUCTIONGEOTECHNtCAL AND NTESTINNG N&EM1ENGINEERINEG,DINC. J P 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA 911119 (619) L6,1111 ENGL�FPAINGJNC PROJECT: Creekside Retail Center DRILLER: 2R Drilling SHEET: I of I CTE JOB NO: 40-1758 DRILL METHOD. 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY R. Ellerbusch SAMPLE METHOD: 140 LB / 30" ELEVATION: As built pad n c n o u `E° K 6 a E. ~ v BOU V G; B-3 Laboratory Tests 6 O n O b D m v DESCRIPTION 0 FILL 17 21 133.6 7.7 SC -SM Very Dense, Moist, Red -Brown Silty Clayey MD 33 SAND AL(LL=26, PI=8) 5 18 20 I26.0 10.1 SC -SM ________Dense, Moist,Gray_SiltyClay_ey SAND_____________ MD 22 transitioning to SM Dense- Moist, Dark Gray Fine Silty SAND 0 5 5 10.1 SM Medium Dense. Moist. Dark Gray Fine Silty M 6 SAND WA (35% fines) ------- - '-------------------------------------------- Ouaternary Pauba Formation - Sandstone (Ons) 5 8 12 9.2 SM Medium Dense, Moist. Orange -Brown Fine M 14 Silty SAND WA (260'o fines) weakly cemented 0 11 10 8.6 SM Medium Dense, Moist, Orange -Brown Fine M 10 Silty SAND Boring terminated at 21.5 ft. No Groundwater encountered. Boring backfilled with soil cuttings. '1 - FIGURE: B-3 I 1 E [1 [_1 ONSTRUCTIONNTEDSTINNGIN&EEENING Alws�k TG�INETING AERINND EG,DINC. 'lr lr VINEYARD AVENUE, SUITE O ESCON DIDO CA 12929 (6 191 796.4955 wcD'Enu»c.wc PROJECT: Creekside Retail Center DRILLER: 211 Drilling SHEET: I of I CTE JOB N0: 40-1758 DRILL METHOD: 8" HSA/SPLITSPOON DRILLING DATE: 11/10/04 LOGGED BY: R. Ellerbuseh SAMPLE METHOD: 140 LB / 30" ELEVATION. As built pad c o o E p b o T - e E T N m BORING: B-4 Laboratory Tests d !n V m m O i �D V DESCRIPTION 0 FILL 8 7 11.6 SM Medium Dense, Moist, Gray -Brown Silty SAND M 8 5 13 19 7.5 SM Dense. Moist, Gray -Brown Silty SAND M 16 _______ _ _______________________________________________ Ouaternary Pauba Formation - Sandstone (Ops) 0 10 16 8.2 SM Dense, Moist, Orange -Brown Fine Silty SAND M 21 weakly cemented WA (21% fines) 5 15 22 66 SM Dense, Moist, Light Tan, Coarse Silty SAND M 25 WA (13% fines) 0 9 13 12.9 SM Medium Dense, Moist, Orange -Brown Fine 12 Oiltv SAND Boring terminated at 21.5 ft. No Groundwater encountered. Boring backfilled with soil cuttings. 2 FIGURE: B-4 I n [J a 11 1 I 11 .,CONSTRUCTION TESTING & ENGINEERING, INC. /e' C GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION p 3616 VINEYARD AVENUE. SUITE O ESCONDIDO CA. 92()19 (619) 766.6911 ENGLME5UNGINC. PROJECT: Crcekside Retail Center DRILLER: 2R Drilling SHEET: 1 of I CTE JOB NO: 40-1758 DRILL METHOD. 8" HSA/SPLITSPOON DRILLING DATE. 11/10/04 LOGGED BY: R. Ellerbusch SAMPLE METHOD. 140 LB / 30" ELEVATION: As built pad V C O LL E N D ~ C C E N BORING: B-5 Laboratory Tests N C O N L m e5 m f U DESCRIPTION 0 FILL RV 2 19 121.7 10.0 SC -SM Dense, Moist, Red -Brown Silty Clayey SAND MD 16 5 12 24 119.9 8 5 SC -SM nzSAND, Dense. Moist, Dark Red -Brown Silty Clayey MD 26 slightly coarser ------- --------------------------------------------------------------- Quaternary Pauba Formation -Sandstone (Ops) O 18 22 123 0 100 SM Very Dense, Moist, Tan, Silty SAND MD 44 cemented WA (18% fines) 5 ------- --------------------------------------------------------------- 6 7 7.9 ML -SM Very Stiff. Moist, Orange -Brown Sandy SILT M 10 to Silty SAND WA (53% fines) O6 ------- ------------- ------------------------------------------------- 8 14.3 SM Medium Dense, Moist, Orange -Brown Silty M 9 CAND Boring, terminated at 21.5 ft. No Groundwater encountered. Boring backfilled with soil cuttinas. 2 FIGURE: B-5 I I u I n CONSTRUCTION TESTING &ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2416 VINEYARD AVENUE, SUITE 0 ESCONDIDO CA. Viols (76u) 746.6111 Nr PROJECT: Crcekside Retail Center DRILLER: 2R Drilling DRILLING DATE: CTE JOB No 40-1758 DRILL METHOD: 8" HOLLOW STEM AUGER 11/10/2004 LOGGED BY: R. Ellerbusch SAMPLE METHOD'. DRIVE NORMALIZED BLOW COUNT SUMMARY Sampler Conversion SPT Blow Count = 0.62 - Modified California Blow Count SPT = 0, Mod. Cal = 1 Sampler Corrections CN Overburden Pressure, CN = (P,/d„)'2, where Pa=2000 psf CE Energy Ratio, CE = 1.0 (Auto Trip Hammer) Ca Borehole Diameter, CB = 1.0 (hollow stem) CR Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33` 1.0 for lengths > 33' Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) C„ Dia (tVDe) of Sampler. SPT Blow Count = 0.62 ' Modified California Blow E \PROJECTS\LIQUIFACTION CHARTS\40-1758 Normalize Blow Counts. XLS FIGURE: NB -I Average Borehole Number Normalized Depth (ft) Normalized Blowcounts per Depth B-1 B-2 B-3 B-4 B-5 N60 2.5 65 52 79 43 53 58 5 35 28 44 71 54 46 7.5 37 37 10 20 49 16 53 50 37 15 29 18 30 55 11 29 20 15 21 20 25 18 20 25 23 23 23 30 33 33 35 21 21 40 24 24 45 43 43 50 10 10 55 60 65 70 75 80 85 90 E \PROJECTS\LIQUIFACTION CHARTS\40-1758 Normalize Blow Counts. XLS FIGURE: NB -I ?CONSTRUCTION TESTING & ENGINEERING, INC. 1 11 f GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION d 24 14 VINEYARD AVENUE, SUITE G ESC ONDIDO CA. vlely 171III 746-4955 P'LORFIMLJVC JECT: Creeksidc Retail Center DRILLER: 211 Drilling DRILLING DATE: 11/1012004 lOB NO: 40-1758 DRILL METHOD: 8" HOLLOW STEM AUGER .LOGGED By: R. Ellerbusch SAMPLE METHOD'. DRIVE BOREHOLE: 1 NORMALIZE BLOW COUNTS Depth to GW Sampler Corrections' Dw = 49.0 ft CN Overburden Pressure, CN = (P,/a'v)112, where Pa=2000 psf UNIT WEIGHT WET 142 CE Energy Ratio, CE = 1 0 (Auto Trip Hammer), 80/60 CB Borehole Diameter, CB = 1.0 (hollow stem) Sampler Conversion Ce Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33% 1.0 for lengths > 33' SPT Blow Count = 0.62 ' Modified California Blow Count Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) SPT = S. Mod. Cal = C Co Dia (type) of Sampler, SPT Blow Count = 0.62 ' Modified California Blow Soil Profle Data. Corrections Normalized IT Nm SPT -S OVERBURDEN ENERGY BORE DIA RODLENGTH METHOD TYPE Depth Blow Rod Sleeved Type a'v CN CE Ca CP Cs Co NEo Sample Count Length SPT? Sampler (psf) 2.5 44 FROM B-1 10 N C 355 2.37 1.33 1.00 0.75 1.00 0.62 65 5 34 FROM B-1 10 N C 710 1.68 1.33 1.00 0.75 1.00 0.62 35 7.5 43 FROM B-1 10 N C 1065 1.37 1.33 1.00 0.75 1.00 0.62 37 10 27 FROM B-1 10 N C 1420 1.19 1.33 1.00 0.75 1.00 0.62 20 15 48 FROM B-1 10 N C 2130 0.97 1.33 1.00 0.75 1.00 0.62 29 20 15 FROM B-1 10 N S 2840 0.84 1.33 1.00 0.75 1.20 1.00 15 25 25 FROM B-1 10 N S 3550 0.75 1.33 1.00 0.75 1.20 1.00 23 30 FROM B-1 4260 0.69 1.33 1.00 0.75 0.00 0.00 35 FROM B-1 4970 0.63 1.33 1.00 0.75 0.00 0.00 40 FROM B-1 5680 0.59 1.33 1.00 0.75 0.00 0.00 45 FROM B-1 6390 0.56 1.33 1,00 0.75 0.00 0.00 50 FROM B-1 7038 0.53 1.33 1.00 0.75 0.00 0.00 55 FROM B-1 7436 0.52 1.33 1.00 0.75 0.00 0.00 60 FROM B-1 7834 0.51 1.33 1.00 0.75 0.00 0.00 65 FROM B-1 8232 0.49 1.33 1.00 0.75 0.00 0.00 70 FROM B-1 - 8630 0.48 1.33 1.00 0.75 0.00 0.00 75 FROM B-1 9028 0.47 1.33 1.00 0.75 0.00 0.00 80 FROM B-1 9426 0.46 1.33 1.00 0.75 0.00 0.00 85 FROM B-1 9824 0.45 1.33 1.00 0.75 0.00 0.00 90 1 FROM B-1 1 10222 0.44 1.33 1.00 0.75 0.00 0.00 E Average Normalized Blowcount for this Boring = 32 I ''n elereme: DIMG SPECIAL PUS L(CATION 117 URE:I NB -2 1 L Soil Profile Data: 4 ,,CONSTRUCTION TESTING & ENGINEERING, INC. G EDT EC HNIC AL AND CON STA UC T ION ENGINEERING TESTING AND INSP ECTiON P 4 VINE YA AD AVENUE. SUITE 0 ESCONDIDO CA. 92.21 (16n)196�4935 PCINEL :LIVC IECT: Crccksidc Retail Center DRILLER: 2R Drilling DRILLING DATE: 11/10f20041 M IDB NO: 40-1758 DRILL METHOD: 8" HOLLOW STEM AUGER LOGGED BY: R. Ellerbusch SAMPLE METHOD. DRIVE BOREHOLE: 2 OVERBURDEN ENERGY NORMALIZE BLOW COUNTS ROD LENGTH Depth to GW Sampler Corrections' DA, = 49.0 fl CN Overburden Pressure, CN = (PR/a'V)"', where Pa=2000 psf UNIT WEIGHT WET 140 CE Energy Ratio, CE = 1.0 (Auto Trip Hammer), 60/60 CB Borehole Diameter, CB = 1.0 (hollow stem) Sampler Conversion CR. Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33', 1.0 for lengths > 33' a,V SPT Blow Count = 0.62 ' Modified California Blow Count Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) ' SPT = S, Mod. Cal = C CD Dia (type) of Sampler. SPT Blow Count = 0.62 ' Modified California Blow L Soil Profile Data: Corrections I Normalized 11 I SPT -5 OVERBURDEN ENERGY BORE CIA ROD LENGTH METHOD TYPE Depth Blow Rod Sleeved Type a,V CN CE CB CR CE Co Nse Sample Count Length SPT? Sampler (psf) 2.5 35 FROM B-2 10 N C 350 2.39 1.33 1.00 0.75 1.00 0.62 52 5 27 FROM B-2 10 N C 700 1.69 1.33 1.00 0.75 1.00 0.62 28 7.5 FROM B-2 1050 1.38 1.33 1.00 0.75 0.00 0.00 10 66 FROM B-2 10 N C 1400 1.20 1.33 1.00 0.75 1.00 0.62 49 15 30 FROM B-2 10 N C 2100 0.98 1.33 1.00 0.75 1.00 0.62 18 20 21 FROM B-2 10 N S 2800 0.85 1.33 1.00 0.75 1.20 1.00 21 25 25 FROM B-2 10 N S 3500 0.76 1.33 1.00 0.75 1.20 1.00 23 30 40 FROM B-2 10 N S 4200 0.69 1.33 1.00 0.75 1.20 1.00 33 35 28 FROM B-2 10 N S 4900 0.64 1.33 1.00 0.75 1.20 Too 21 40 34 FROM B-2 10 N S 5600 0.60 1.33 1.00 0.75 1.20 1.00 24 45 64 FROM B-2 10 N S 6300 0.56 1.33 1.00 0.75 1.20 1.00 43 50 15 FROM B-2 10 N S 6938 0.54 1.33 1.00 0.75 1.20 1.00 10 55 FROM B-2 7326 0.52 1.33 1.00 0.75 0.00 0.00 60 FROM B-2 7714 0.51 1.33 1.00 0.75 0.00 0.00 65 FROM B-2 8102 0.50 1.33 1.00 0.75 0.00 0.00 70 FROM B-2 8490 0.49 1.33 1.00 0.75 0.00 0.00 75 FROM B-2 8878 0.47 1.33 1.00 0.75 0.00 0.00 80 FROM B-2 9266 0.46 1.33 1.00 0.75 0.00 0.00 85 FROM B-2 9654 0.46 1.33 1.00 0.75 0.00 0.00 90 1 FROM B-2 10042 0.45 1.33 1.00 0.75 0.00 0.00 Average Normalized Blowcount for this Boring = 29 ' 'Reference. DMG SPECIAL PUBLICATION 117 CONSTRUCTION TESTING & ENGINEERING INC. GEOi EC HNIC AL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION LD 1414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 9102917fi01746.4915 PGdNJn'L1VC C('. Creekside Retail Center DRILLER: 2R Drilling DRILLING DATE: 11/102004 IOB No 40-1758 DRILL METHOD'. 8" HOLLOW STEM AUGER OGGED BY: R. Ellerbusch SAMPLE METHOD. DRIVE BOREHOLE: ; NORMALIZE BLOW COUNTS Depth to GW Dw = 49.0 It UNIT WEIGHT WET 143 ampler Conversion SPT Blow Count = 0.62 ' Modified California Blow Count SPT = S. Mod. Cal = C Sampler Corrections' CN Overburden Pressure, CN = (P,ldv)" E, where Pa=2000 psf CE Energy Ratio, CE = 1.0 (Auto Trip Hammer), 80/60 Ce Borehole Diameter, CB = 1.0 (hollow stem) CR Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33'; 1.0 for lengths > 33' Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) CD Dia (type) of Sampler SPT Blow Count = 0.62 ' Modified California Blow Soil Profile Data: Corrections Normalized If Nm SPT -S OVERBURDEN ENERGY BORE CIA ROOIENGTH METHOD TYPE Depth Blow Rod Sleeved Type aIV CN CE CB CR Cs CD NEo Sample Count Length SPT? Sampler (psf) 2.5 54 FROM B-3 10 N C 358 2.37 1.33 1.00 0.75 1.00 0.62 79 5 42 FROM 11-3 10 N C 715 1.67 1.33 1.00 0.75 1.00 0.62 44 7.5 FROM B-3 1073 1.37 1.33 1.00 0.75 0.00 0.00 10 11 FROM B-3 10 N S 1430 1.18 1.33 1.00 0.75 1.20 1.00 16 15 26 FROM B-3 10 N S 2145 0.97 1.33 1.00 0.75 1.20 1.00 30 20 20 FROM B-3 10 N S 2860 0.84 1.33 1.00 0.75 1.20 1.00 20 25 FROM B-3 3575 0.75 1.33 1.00 0.75 0.00 0.00 30 FROM B-3 4290 0.68 1.33 1.00 0.75 0.00 0.00 35 FROM B-3 5005 0.63 1.33 1.00 0.75 0.00 0.00 40 FROM B-3 5720 0.59 1.33 1.00 0.75 0.00 0.00 45 FROM B-3 6435 0.56 1.33 1.00 0.75 0.00 0.00 50 FROM B-3 7088 0.53 1.33 1.00 0.75 0.00 0,00 55 FROM B-3 7491 0.52 1.33 1.00 0.75 0.00 0.00 60 FROM B-3 7894 0.50 1.33 1.00 0.75 0.00 0.00 65 FROM B-3 8297 0.49 1.33 1.00 0.75 0.00 0.00 70 FROM B-3 8700 0.48 1.33 1.00 0.75 0.00 0.00 75 FROM B-3 9103 0.47 1.33 1.00 0.75 0.00 0.00 80 FROM B-3 9506 0.46 1.33 1.00 0.75 0.00 0.00 85 FROM B-3 9909 0.45 1.33 1.00 0.75 0.00 0.00 90 FROM B-3 10312 0.44 1.33 1.00 0.75 0.00 0.00 1 'Reference CMG SPECIAL PUBLICATION 117 H Average Normalized Blowcount for this Boring = 38 FIGURE:I NB -4 t' 2 CONSTRUCTION TESTING & ENGINEERING INC. €` � GEOTEC HNIC AC AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION a° 2616 VINEYARD .AVENUE, SUITE O ESCONDIDO CA 92e29 (7601 746 6951 ENGWEEnA'L).VC POJECT: Creekside Retail Center DRILLER: 2R Drilling DRILLING DATE'. 11/10/2004 JOB NO: 40-1758 DRILL METHOD. 8" HOLLOW STEM AUGER LOGGED BY: R. Ellerbusch SAMPLE METHOD: DRIVE BOREHOLE: 4 NORMALIZE BLOW COUNTS Depth to GW Dw = 49.0 It UNIT WEIGHT WET 140 Sampler Conversion SPT Blow Count = 0.62' Modified California Blow Count SPT = S. Mod. Cal = C Sampler Corrections' C,v Overburden Pressure, CN = (PRIa'v)t1$, where Pa=2000 psf CE Energy Ratio, CE = 1.0 (Auto Trip Hammer), 80/60 Co Borehole Diameter, CB = 1.0 (hollow stem) CN Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33', 1.0 for lengths > 33' Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) CD Dia (type) of Sampler, SPT Blow Count = 0.62' Modified California Blow IIIIIIII ielerence DMG SPECIAL PUBLICATION 117 Average Normalized Blowcount for this Boring = 49 Soil Profile Data: Corrections Normalized SPT -S OVERBURDEN ENERGY BORE DIA ROD LENGTH METROD TYPE pth 1SamNm Blow Rod Sleeved Type a.V CN CE CR CR Cs Co N60 plee Count Length SPT? Sampler (ps() 2.5 15 FROM B-4 10 N S 350 2.39 1.33 1.00 0.75 1.20 1.00 43 5 35 FROM B-4 10 N S 700 1.69 1.33 1.00 0.75 1.20 1.00 71 7.5 FROM B-4 1050 1.38 1.33 1.00 0.75 0.00 0.00 10 37 FROM B-4 10 N S 1400 1.20 1.33 1.00 0.75 1.20 1.00 53 15 47 FROM B-4 10 N S 2100 0.98 1.33 1.00 0.75 1.20 1'.00 55 20 25 FROM B-4 10 N S 2800 0.85 1.33 1.00 0.75 1.20 1.00 25 25 FROM B-4 3500 0.76 1.33 1.00 0.75 0.00 0.00 30 FROM B-4 4200 0.69 1.33 1.00 0.75 0.00 0.00 35 FROM B-4 4900 0.64 1.33 1.00 0.75 0.00 0.00 40 FROM B-4 5600 0.60 1.33 1.00 0.75 0.00 0.00 45 FROM B-4 6300 0.56 1.33 1.00 0.75 0.00 0.00 50 FROM B-4 6938 0.54 1.33 1.00 0.75 0.00 0.00 55 FROM B-4 7326 0.52 1.33 1.00 0.75 0.00 0.00 60 FROM B-4 7714 0.51 1.33 1.00 0.75 0.00 0.00 65 FROM B-4 8102 0.50 1.33 1.00 0.75 0.00 0.00 70 FROM B-4 8490 0.49 1.33 1.00 0.75 0.00 0.00 75 FROM B-4 8878 0.47 1.33 1.00 0.75 0.00 0.00 80 FROM B-4 9266 0.46 1.33 - 1.00 0.75 0.00 0.00 85 FROM B-4 9654 0.46 1.33 1.00 0.75 0.00 0.00 90 1 FROM B-4 10042 0.45 1.33 1.00 0.75 0.00 0.00 IIIIIIII ielerence DMG SPECIAL PUBLICATION 117 Average Normalized Blowcount for this Boring = 49 1 I I 1 1 1 Soil Profile Data: ir �CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECN NICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CD 2616 VINEYARD AVENUE, SUITE G ESCONDIDO CA %2U29 (760) 166.696) ETGIVEN IVC 1ECT: Creekside Retail Center DRILLER: 2R Drilling DRILLING DATE: 11/10/2004 Nm TE JOB NO 40-1758 DRILL METHOD', 8" HOLLOW STEM AUGER LOGGED BY: R. Ellerbusch SAMPLE METHOD: DRIVE BOREHOLE: 5 OVERBURDEN ENERGY NORMALIZE BLOW COUNTS ROD LENGTH Depth to GW Sampler Corrections' Dw = 49.0 h CN Overburden Pressure, CN = (P,/a'V)D1, where Pa=2000 psf UNIT WEIGHT WET 134 CE Energy Ratio, CE = 1.0 (Auto Trip Hammer), 80/60 CB Borehole Diameter, CS = 1.0 (hollow stem) Type Sampler Conversion CN Rod Length, CR = 0.75, 0.85, 0.95 for lengths < 33'; 1.0 for lengths > 33' CE SPT Blow Count = 0.62 ' Modified California Blow Count Cs Sampler Liner Correction, CS = 1.2 (Sampler w/o liner) ' SPT = S, Mod. Cal = C CD Dia (type) of Sampler, SPT Blow Count = 0.62 ' Modified California Blow 1 I I 1 1 1 Soil Profile Data: Corrections Normalized It Nm SPT -5 OVERBURDEN ENERGY BORE DIA ROD LENGTH METHOD TYPE Depth Blow Rod Sleeved Type a'v CN CE CB CR Cs CD N60 Sample Count Length SPT? Sampler (psf) 2.5 35 FROM B-4 10 N C 335 2.44 1.33 1.00 0.75 1.00 0.62 53 5 50 FROM B-4 10 N C 670 1.73 1.33 1.00 0.75 1.00 0.62 54 7.5 FROM B-4 10 N C 1005 1.41 1.33 1.00 0.75 1.00 0.62 10 66 FROM B-4 10 N C 1340 1.22 1.33 1.00 0.75 1.00 0.62 50 15 17 FROM B-4 10 N C 2010 1.00 1.33 1.00 0.75 1.00 0.62 11 20 17 FROM B-4 10 N S 2680 0.86 1.33 1.00 0.75 1.20 1.00 18 25 FROM B-4 3350 0.77 1.33 1.00 0.75 O.OD 0.00 30 FROM B-4 4020 0.71 1.33 1.00 0.75 0.00 0.00 35 FROM B-4 4690 0.65 1.33 1.00 0.75 0.00 0.00 40 FROM B-4 5360 0.61 1.33 1.00 0.75 0.00 0.00 45 FROM B-4 6030 0.58 1.33 1.00 0.75 0.00 0.00 50 FROM B-4 6638 0.55 1.33 1.00 0.75 0.00 0.00 55 FROM B-4 6996 0.53 1.33 1.00 0.75 0.00 0.00 60 FROM B-4 7354 0.52 1.33 1.00 0.75 0.00 0.00 65 FROM B-4 7712 0.51 1.33 1.00 0.75 0.00 0.00 70 FROM B-4 8070 0.50 1.33 1.00 0.75 0.00 0.00 75 FROM B-4 8428 0.49 1.33 1.00 0.75 0.00 0.00 80 FROM B-4 8786 0.48 1.33 1.00 0.75 0.00 0.00 85 FROM B-4 9144 0.47 1.33 1.00 0.75 0.00 0.00 90 FROM B-4 9502 0.46 1.33 1.00 0.75 0.00 0.00 Average Normalized Blowcount for this Boring = 37 ' -R elerence'. O MG SPECIAL Plot ICA TION 117 APPENDIX C LABORATORY METHODS AND RESULTS 1 u lb I 1 r APPENDIX C LABORATORY METHODS AND RESULTS Laboratory tests were performed on representative soil samples to detect their relative ' engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Laboratory results are presented in the ' following section of this Appendix. Classification ' Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. Particle -Size Analysis Particle -size analyses were performed on selected representative samples according to ASTM ' D422. Atterbere Limits tThe procedure of ASTM D 4318 was used to measure the liquid limit, plastic limit and plasticity index of representative samples. . Expansion Index Expansion testing was performed on selected samples of the matrix of the onsite soils ' according to Building Code Standard No. 29-2. In -Place Moisture/Density ' The in-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed chunk soil samples. ' Direct Shear Direct shear tests were performed on either samples direct from the field or on samples recompacted to 90% of the laboratory maximum value overall. Direct shear testing was ' performed in accordance with ASTM D3080 -72 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. I 1 r Modified Proctor Laboratory compaction tests were performed according to ASTM D1557, A mechanically operated rammer was used during the compaction process. Resistance "R" -Value ' The resistance "R" -value was determined by the California Materials Method No. 301 for representative subbase soils. Samples were prepared and exudation pressure and "R" -value ' determined. The graphically determined "R"- value at exudation pressure of 300 psi is the value used for pavement section calculation. 1 1 1 r 11 [1 11 D I 1 r TABLE C-1 Maximum Dry Density and Optimum Moisture Content (ASTM D 1557) Job No. Test Location Soil Description Maximum Optimum Dry Density Moisture 40-1758 B-2 @ 5ft. Red -Brown Silty Clayey (pc i) Content (%) 40-1758 B -I @ 2-5ft. Red -Brown Clayey SAND 133.4 7.6 (fill) TABLE C-2 Direct Shear Test Results Job No. Test Location Soil Description Cohesion Phi Angle (psf) (degrees) 40-1758 B-2 @ 5ft. Red -Brown Silty Clayey 0 42 SAND (fill) Red -Brown Clayey SAND 40-1758 B -I @ 7.5ft. (fill) 0 36 TABLE C-3 Expansion Index Test Results (UBC Standard No. 18-2) Job No. Test Location Soil Description Expansion Expansion Index Potential 40-1758 B -I @ 2-5ft. Red -Brown Clayey SAND 14 Very Low (fill) 100 90 80 70 20 10 u4- 100 10 60 L i z � n 50 7_ �1 U ' 40 30 20 10 u4- 100 10 0.t PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS Sunp1' Dei,ai'm Sample D,,h If<ep Symbol Liquid I.Imil (''/.I Phnicily lm . Chuifiolioe CONSTRUCTION TESTING & ENGINEERING, INC. g_I Z_5 SC -SM G T4l$INI(' NI (ON \TX0('T10N 1'.N;INL L RIN ti'f1- 5 l l N(i AN II IN 1 P L(' T I ON \'Inl-.♦ I ♦Vl. vll l'. \Illll �. I-.�<-IINUIU(I t'A i i 11 ]� .1 X154 . M N,.L, CTE JOB NUMB ER: 4)-1758 FIGURE: C-1 I I I I i I i I � 0.t PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS Sunp1' Dei,ai'm Sample D,,h If<ep Symbol Liquid I.Imil (''/.I Phnicily lm . Chuifiolioe CONSTRUCTION TESTING & ENGINEERING, INC. g_I Z_5 SC -SM G T4l$INI(' NI (ON \TX0('T10N 1'.N;INL L RIN ti'f1- 5 l l N(i AN II IN 1 P L(' T I ON \'Inl-.♦ I ♦Vl. vll l'. \Illll �. I-.�<-IINUIU(I t'A i i 11 ]� .1 X154 . M N,.L, CTE JOB NUMB ER: 4)-1758 FIGURE: C-1 1 oc e0 80 70 30 20 10 0 4- 100 I I 0.1 I'AR'i H LE SIZI•: (nun) 0,01 PARTICLE SIZE ANALYSIS ONSTRUCTION TESTING & ENGINEERING, INC. Sample Designation Sample Deplg if ') 5ymbol Liquid Limit s �•I "eukn(Y lMn eewfi weo Cg-z 30 SP -SM IiEOTECll NICa:, w111 l'OF'>'e UfilON ENGIN1!ENING TESTING nND INSPCC PION .111 V 1 NC.♦ 1.11 11'1-:NVI: lUITE Ii 4.11 IIFOIOII 1.I 111.1Y llalll)IM1�JY11 CTE JOB NUMBER: 40-1758 FIGURE_ C-2 Mw -m m m m m m r 100 )0 80 70 30 20 10 0 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS S,Inpls )esiynmiun sample Usplh (les) symbol L;,..d Lm,(S) pNNiary lmn Umstl fiion "rCONS'I'RUC'I'ION TESTING & ENGINEERINGINC. g_5 2.5 0 SC -SM II II I'IIN 11 Al. ANU 1" II N N p N 1111111' I' 111 t,1 IV p: N IN li 1 Ii " A PINI. .ANN .\ INp l:I rit, ■ \'I..IAX11{\'1: N I,I ,I;III I. III N II I II I)1'• 1 1 GGIMluP•.:W' 40-1758 FIG U 1 1 1 1 1 1 1 1 1 1 Type of Material: F Source of Material: E Test Procedure: eamen/ Mold No. impactor Air Pressure. tt.lbs. tial Moisture, % at weight and Dry weight, g Mer Added, ml iisture at Compaction, % I. Of Briquette and Mold, g t. Of Mold, g t. Of Bnquitte,g tight of Briquette. in y Density, pcf abilometer PH @ 1000 lbs abilometer PH (tD 2000 lbs 'R' Value REPORT OF RESISTANCE 'R' VALUE -EXPANSION PRESSURE 2091 2049 1137 1112 2.44 2.42 128.7 125.6 40 42 100 106 3.64 4.05 29 23 ze z2 5780 1 4020 5tabilomeler Thickness - ftOtis Job No. 40.1758 Job Name: Creekside Plaza Labllnvoice No. 14737, C-3072 _xpansion Press, Thick -ft 0.16 Sampled By: Rob E. Date November 15, 2004 reddish Brn Clayey Sand Submitted By: Rob E. Date: November 30, 2004 -5@2-5' Tested/ Calc.By: Stu Sloan Date: December 2, 2004 :al 301 Reviewed By: Douglass Johnston Date: December 2, 2004 12 11 10 1 1.5 350 225 130 Exudation 21 4.5% 4.5% 4.5% 220 Wet Wt. Sample, g Expansion 64 60 70 80 0 9.7 10.6 1t.5 R -value 21 3228 3161 3280 2091 2049 1137 1112 2.44 2.42 128.7 125.6 40 42 100 106 3.64 4.05 29 23 ze z2 5780 1 4020 5tabilomeler Thickness - ftOtis Expansion 1 64 0.14 =xpansion Pressure 0.00051 0.0004 _xpansion Press, Thick -ft 0.16 0.13 53 128 4.57 Initial Wt. Sample,g p .. _ .. 0 0.5 1 1.5 Cover Thickness by Expansion Pressure -Feet Expansion From Graph:1 0.35 TI 2.69 Expansion 1 64 123.0 53 128 4.57 Initial Wt. Sample,g 12 13 Dry wt. Sample, g 2750 220 Wet Wt. Sample, g 0.83 0 R VALUE @ 300 LBS/IN2 .._.. ... .. . _. _... _ 40 30 25 0 .. _. PO u w ._ . __ 15 10 600 500 400 300 200 100 EXUDATION PRESSURE, LBS/IN2 Douglass Johnston Laboratory Manager ii&SOONS,INC. EmM It" ' Client Name: Construction Testing & Engineering, Inc. Contact: Robert Ellerbach Address: 12155 Magnolia Ave., Suite 6-C Riverside, CA 92503 Report Date: 07-Dec-2004 1 Page 1 of 3 Lab Sample # Client Sample ID Project Number: [none] A41<1801-01 40-1758 B-2 @ 2'-4 Received on Ice (Y/N): ' Creekside Plaza ' Temecula NELAP e02101CA ELAP01158 6100 Quail Valley Court Riverside, CA 92507-0704 P.O. Boz 432 Riverside, CA 92502-0432 PH (951) 653-3351 FAX (951) 653-1662 vnvw.babcocklabs.com Analytical Report: Page 1 of 3 Project Name: Const. Test. -Soils Project Number: [none] Work Order Number: A41<1801 Received on Ice (Y/N): Yes Temp: 0C Sample Identification Matrix Date Sampled BY Soil 11/10/04 09:00 tEO �N ACCOR09 Z o c W ¢ f U Date Submitted gy 11/19/0416:30 Rob Ellerbusch NELAP 102101 CA ELAp/1156 6100 Quail Valley Court Riverside, CA 92507.0704 P.O. Box 432 Riverside, CA 92502.032 PH (951) 653-3351 FAX (951) 663-1662 v .babcaoklabs.com Client Name: Construction Testing & Engineering, Inc. Analytical Report: Page 2 of 3 Contact: Robert Ellerbach Project Name: Const. Test. -Soils Address: 12155 Magnolia Ave., Suite 6-C Project Number: (none] Riverside, CA 92503 Work Order Number: A4K1801 Report Date: 07 -Dec -2004 Received on Ice (Y/N): Yes Temp: °C 'Sample Description 40-1758 B-2 @ 2'4 Creekside Plaza Temecula Laboratory Reference Number A4K1801-01 Matrix Sampled Date/Time Received Date/Time Soil 11/10/04 09:00 11/19/04 16:30 Analyte(s) Result RDL Units Method Analysis Date Analyst Flag ' Saturated Paste pH 7.2 0.1 pH Units S-1.10 W.S. 12/06/04 18:35 imm ft Water Extract Sulfate 95 10 ppm Ion Chromat. 11/30/04 06:53 AA N -SAG, N-WEX \`EO �N ACCO r0 ' � C r^ C £ U V _ Client Name: Construction Testing & Engineering, Inc. Contact: Robert Ellerbach Address: 12155 Magnolia Ave., Suite 6-C Riverside, CA 92503 Report Date: 07 -Dec -2004 Notes and Definitions NELAP#02101CA ELAP/1158 6100 Ousit Valley Court Riverside, CA 92507-0704 P.O. Box 432 Riverside, CA 92502-0432 PH (951) 653-3351 FAX (951) 6531662 www.babcocklabs.00m Analytical Report: Page 3 of 3 Project Name: Const. Test. -Soils Project Number: (none] Work Order Number: A41<1801 Received on Ice (YM): Yes Temp: 'C N-WEX Analyte determined on a 1:10 water extract from the sample. N -SAG Results reported in ppm are expressed on an air dried soil basis. ND Analyte NOT DETECTED at or above the reporting limit (RDL) NR Not Reported I1RDL= Reportable Detection Limit 'I 1 MDL = Method Detection Limit 1 1 Approval Enclosed are the analytical results for the submitted sample(s). Babcock Laboratories certify the data presented as part of this report meet the minimum quality standards in the referenced analytical methods. Any exceptions have been noted. Babcock Laboratories and its officers and employees assume no responsibility and make no warranty, express or implied, 1 for uses or interpretations made by any recipients, intended or unintended, of this report. cc: James K. Babcock President Allison Mackenzie [] Lawrence J. Chrystal General Manager Laboratory Director o 1, "N k CO R01 yc f U Short ESB Report APPENDIX D EARTHQUAKE ANALYSIS 40-1758 EQFAULT **#*4**4#*********#4#44 * 4 1 E Q F A U L T * Version 3.00 4 * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 40-1758 DATE: 11-18-2004 JOB NAME: PROPOSED RETAIL CENTER CALCULATION NAME: Test Run Analysis FAULT -DATA -FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.5191 SITE LONGITUDE: 117.1536 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 15) Campbell & Bozorgnia (1997 Rev.) - Soft Rock UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 40-1758 EQFAULT --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ------------------------------------------------------------------------------- ABBREVIATED FAULT NAME ELSINORE-TEMECULA ELSINORE-JULIAN ELSINORE-GLEN IVY SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-ANZA NEWPORT-INGLEWOOD (Offshore) ROSE CANYON CHINO -CENTRAL AVE. (Elsinore) SAN JACINTO-SAN BERNARDINO WHITTIER SAN JACINTO-COYOTE CREEK SAN ANDREAS - Southern SAN ANDREAS - San Bernardino EARTHQUAKE VALLEY PINTO MOUNTAIN N EWPORT- INGLEWOOD (L.A.Basin) CORONADO BANK PALOS VERDES SAN ANDREAS - Coachella ELYSIAN PARK THRUST NORTH FRONTAL FAULT ZONE (West) CUCAMONGA COMPTON THRUST SAN JOSE CLEGHORN NORTH FRONTAL FAULT ZONE (East) BURNT MTN. SIERRA MADRE EUREKA PEAK SAN ANDREAS - Mojave SAN ANDREAS - 1857 Rupture SAN JACINTO - BORREGO ELSINORE-COYOTE MOUNTAIN HELENDALE - S. LOCKHARDT LANDERS LENWOOD-LOCKHART-OLD WOMAN SPRGS CLAMSHELL-SAWPIT RAYMOND JOHNSON VALLEY (Northern) EMERSON So. - COPPER MTN. APPROXIMATE DISTANCE mi (km) 0.3 12.9 14.2 20.6 20.6 28.5 31.1 32.2 34.8 36.2 37.5 37.7 37.7 40.4 44.8 44.9 45.4 48.2 48.3 49.8 50.3 50.6 51.4 51.8 52.6 53.1 53.6 54.7 56.4 58.8 58.8 59.5 59.6 61.1 61.5 65.0 65.7 66.9 68.6 70.6 0.4; 20.7'. 22.9' 33.1; 33.1; 45.8; 50.1; 51.9; 56.0' 58.3' 60.3' 60.6; 60.6' 65.0' 72.1' 72.2' 73.0'. 77.5' 77.7' 80.2' 80.9' 81.4' 82.7' 83.4' 84.6' 85.4' 86.3 88.1 90.8' 94.7 94.7 95.8 95.9 98.3 99.0 104.6 105.7 107.7 110.4 113.7 Page 2 ESTIMATED MAX. EARTHQUAKE EVENT ------------------------------- MAXIMUM EARTHQUAKE MAG.(Mw) 6.8 7.1 6.8 6.9 7.2 6.9 6.9 6.7 6.7 6.8 6.8 7.4 7.3 6.5 7.0 6.9 7.4 7.1 7.1 6.7 7.0 7.0 6.8 6.5 6.5 6.7 6.4 7.0 6.4 7.1 7.8 6.6 6.8 7.1 7.3 7.3 6.5 6.5 6.7 6.9 PEAK SITE ACCEL. g ===0.919 0.230 0.168 0.114 0.143 0.073 0.064 0.054 0.046 0.047 0.045 0.075 0.069 0.031 0.042 0.038 0.058 0.041 0.041 0.027 0.034 0.034 0.028 0.022 0.021 0.025 0.019 0.030 0.017 0.030 0.056 0.019 0.023 0.029 0.034 0.031 0.015 0.014 0.017 0.019 EST. SITE INTENSITY MOD.MERC. XI IX VIZI VII VIII VII VI VI VI VI VI VII VI V VI V VI V V V V V V IV IV V IV V IV V VI IV IV V V V IV IV IV IV 40-1758 EQFAULT ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 I IESTIMATED MAX. EARTHQUAKE EVENT J APPROXIMATE I ------------------------------- ABBREVIATED J DISTANCE J MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) JEARTHQUAKEI SITE JINTENSITY I I MAG.(Mw) I ACCEL. g JMOD.MERC. VERDUGO 1 71.6( 115.2)1 6.7 1 0.015 I IV HOLLYWOOD 1 75.1( 120.8)1 6.4 1 0.011 I III CALICO - HIDALGO 1 77.4( 124.6)1 7.1 1 0.020 I IV PISGAH-BULLION MTN.-MESQUITE LK J 78.3( 126.0)1 7.1 1 0.020 I IV SUPERSTITION MTN. (San Jacinto) 1 79.7( 128.3)1 6.6 1 0.012 1 III ELMORE RANCH 1 82.1( 132.2)1 6.6 1 0.012 1 III SANTA MONICA 1 82.5( 132.8)1 6.6 1 0.011 I III SUPERSTITION HILLS (San ]acinto)I 83.5( 134.4)1 6.6 1 0.012 J -III BRAWLEY SEISMIC ZONE 1 84.2( 135.5)1 6.4 1 0.010 I III SAN GABRIEL 1 85.2( 137.1)1 7.0 1 0.016 1 IV SIERRA MADRE (San Fernando) 1 85.3( 137.2)1 6.7 1 0.012 I III MALIBU COAST 1 87.1( 140.2)1 6.7 I 0.011 1 ZII NORTHRIDGE (E. Oak Ridge) I 89.0( 143.2)1 6.9 I 0.013 J III LAGUNA SALADA 1 91.5( 147.3)1 7.0 1 0.015 1 IV GRAVEL HILLS - HARPER LAKE I 94.5( 152.1)1 6.9 1 0.013 1 III ANACAPA-DUME I 95.7( 154.0)1 7.3 1 0.015 1 IV SANTA SUSANA 1 96.0( 154.5)1 6.6 1 0.009 1 III -END OF SEARCH- 57 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ELSINORE-TEMECULA FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 0.3 MILES (0.4 km) AWAY. LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0.9192 g Page 3 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Appendix F Treatment Control BMP Sizing Calculations and Design Details u is 1 1 [1 I 6 I [1 I r KATCHALL FILTRATION SYSTEMS, INC. KLEERSTREAM® FILTRATION CHAMBER MODEL NO. Dimensions Footprint Required Maximum Filtration Rates Solids Storage Ca aci 2.33 CFS GPS GPM C/ u Yd) #120 4'-6"(w) x 6'-6"(1) x 4'-0" (d) 35 Sq ft 7.6 57 3,410 1.7 #200 4'-6"(w) x 6'-6"(1) x 4'-0" (d) 35 Sq ft 11.4 85 5,116 2.6 #400 T-0" (w) x 14'-0"(1) x 4'-0" (d) 98 Sq ft 23.7 177 10,637 5.8 #600 T-0" (w) x 14'-0"(1) x 6-0"(d) 98 Sq ft 35.6 266 15,977 8.7 #700 8'-0" (w) x 20'•0" (1) x 4'-0" (d) 160 Sq ft 40.6 304 18,221 9.5 #1000 8'-0" (w) x 20'-0"(1) x 6'-0" (d) 160 Sq ft 60.1 450 26,973 14.2 #2000 a-0" (w) x 40'-0" (1) x 6'-0" (d) 320 Sq ft 67.9 450 30,500 28.4 PROJECT BASIN AREA FLOW As cited in the Project hydrological calculations (A=Q/CI), the flow rates for specific storm events are as follows: Target Storm Flow cfs 6110 1.56 61100 2.33 The maximum filtration for a Kleerstream® Model #120 Filtration Chamber is more than 3 times the amount of flow from a 100 year storm event. Therefore, the specified model provides substantially more filtration capacity than the flows it receives. Note: Flow -based BMP's shall be designed to mitigate (infiltrate, filter or treat) either: i. The maximum flow rate runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour; or H. The maximum flow rate of runoff produced by the 85`h percentile hourly rainfall intensity, as determined from the local historical rainfall record, multiplied by a factor of two; or in. The maximum flow rate of runoff, as determined from the local historical rainfall record, which achieves approximately the same reduction in pollutants loads and flows as achieved by mitigation of the 85`h percentile hourly rainfall intensity multiplied by a factor of two. I H [1 1 1 1 1 to 1 1 1 1 l_1 1 1 r Katchall Filtration Systems, LLC 475 East 13+^ Street -Beaumont, CA 92223 - 1501 Ph (951) 769 - 0099 Fx (951) 845 - 2771 Nation-wide Toll Free @ I - 866- KATCHALL www.katchall.net BASIC INTRODUCTION Katchall Filtration has been one of Southern California's most recognized innovative stormwater filtration manufacturer's for the past 5 -years. While our primary business is stormwater filtration devices, we also produce filtration devices for non-stormwater and wastewater discharges in addition to manufacturing heavy metal removal processing equipment. We pride ourselves on our unique capabilities as "problem -solvers" with in-house engineering / design and manufacturing capabilities, able to resolve virtually any filtration problem quickly and efficiently, without undue waste of your client's time and financial resources. ACCOMPLISHMENTS 2000 In August we introduced our first three (3) products at the 23rd Annual Convention of the Southern California Maintenance Superintendents Association (MSA) at the Palm Springs Convention Center. 1. Curb Inlet Filters, 2. Catch Basin Filters, 3. Street Traps 2001 We continued with our research and development and brought our next two (2) products (Downspout Filters and Secondary Fuel Containment Systems) to the marketplace. 2002 Katchall teamed up with ABT Trench Grates and designed filtration -media devices for ABI's TF -14 (Trench Former) and Catch Basins. 2003 Continuing with our R & D efforts, we brought three (3) additional products to the marketplace: 1. Portable Filtration Devices, used for construction pump -out situations, 2. Portable HAZMAT Emergency Response Units for hydrocarbon spills, 3. Portable Stormdrain Cleanout Trailers, (replaces the large, expensive Vactor Trucks) Katchall Filtration Systems, LLC Introduction Page 1 of 2 1 ACCOMPLISHMENTS (Cont'd) 2004 Working in cooperation with the City and using our in-house design "wizards", we designed and installed devices resolving critical heavy metal removal issues at three (3) Metal Reclamation Facilities in the City of Ontario, CA. 1. Main Street Fibers, 2. D & M Metals, ' 3. American Recycling Centers ' 2005 Continuing our R & D research, we teamed up with Aegis Microbe Shield and developed the first truly functional stormwater filtration devices incorporating the Aegis antimicrobial products. Aegis Microbe Shield is an EPA approved product with a 31 -year (world-wide) proven history of killing single -cell microbes upon contact. Aegis Microbe Shield has successfully been used and proven safe in consumer products such as: 1. Mohawk Carpets, 2. Jersey Women's Undergarments, 3. Purlolator Automotive Filters, 4. Huggies Diapers, ' 5. Tyson Meat Processing Facilities, 6. Katchall Stormwater Filtration Systems Katchall Filtration Systems was invited to present our product lines to the City of Fontana, CA and was later chosen over forty, (40) other stormwater filtration manufacturers as the City's sole provider of antimicrobial filtration devices for new construction activities. Katchall Filtration Systems has since been approved for use in the following Southern California Cities: Newport Beach, CA Temecula, CA Murrieta, CA ' Victorville, CA Apple Valley, CA Montclair, CA Riverside, CA Hemet, CA San Jacinto, CA San Diego, CA Solana Beach, CA Manhattan Beach, CA Ontario, CA Pomona, CA Poway, CA ' Burbank, CA And others 2006 ' Katchall not only introduced more new products during this year; but also continued to maintain the expansion of our maintenance -services division. 1. Portable Heavy Metal Removal Treatment Plants, ' 2. Round Catch Basin Filters 3. Finished field -trials of our end -of -line `Filtrator" product lines, 4. Commenced additional water sampling and laboratory analysis, ' 5. Developed additional sources for filtration fabric medias, 6. Developed additional sources (sub -contractors) for our containment devices. 2007 ' We look forward to this year with enthusiasm, knowing we are going to have the opportunity to meet additional interesting challenges and many more sincere people looking for answers in California's perplexing environment of consistently changing regulations. Katchall Filtration Systems, LLC Introduction Page 2 of 2 1 L b 1 r Summary of Test Results - Katchall AM Filtration Media A sample of the Katchall antimicrobial fabric was submitted to Aegis Laboratory International October 27th, 2006 and the test was completed October 30th, 2006, the specifics of those tests are as follows: Sample submitted 2.5 square feet of Katchalls treated AM fabric Media Dilution 2.2 ounces of Microbe Shield to 16 -ounces of water (7.27 to 1) Application Method Fabric was impregnated with the AM agent via a saturation tank Fabric Saturation Approximately 32 ounces were used to cover 21 square yards of fabric Actual Saturation Approximately 3.024 ounces (AM media) per square yard (fabric) Fabric Weight 14 -ounces per square yard Media Distribution 14 -ounces / 3.234 -ounces = 4:1 ratio (fabric to media) KATCHALL AM Fabrics vs. X-TEX B12 -AM Fabric KATCHALL AM ❑ Only 1 -gram of Katchall treated fabric was used for the test, less than 1/400th of the sample size used by X-TEX. ❑ The Aegis / Katchall test was performed _u_sing moving (flowing) water. ❑ E -Coli bacteria (the toughest) removal efficiency was 99.94% X-TEX B12 -AM ❑ X-TEX Corporation used 3 square feet of material in their test ❑ The X-TEX test used a standing (stagnant) water chamber. ❑ Fecal - coliform removal was less than 80% after a full 1 -hour's contact time. SUMMATION The results of the independent third -party laboratory test demonstrated that the Katchall AM fabric removes 99.94% of the bacteria present in flowing water conditions. It is important to remember that Katchalls smallest curb inlet filter (3 -foot width) uses 2.5 square feet of treated fabric (236 X more surface contact area than the test sample size). Stormwater passes through six (6) individual lavers of treated fabric prior to its entry into the storm drainage conveyance system, as opposed to the single piece of fabric (1/2" x 1/2") that was used in the laboratory test. I X-TEX-B12-AM Technical Details ANTIMICROBIAL FABRIC We have taken the basic X-TEX-1312 fabric, and incorporated the most effective antimicrobial agent in the industry into the fabric during the fabric's manufacturing process. ' TECHNICAL REPORT ' INTRODUCTION Stormwater runoff from impervious surfaces in urban areas contains significant hazardous contaminants, including microbial pathogens and indicator organisms such as fecal coliform and a -coli. Such contaminants ' pose threats to humans directly during recreational uses of surface waters, through seafood consumption and to aquatic life through chronic and acute exposure to bacterial pathogens. Increasing evidence indicates that stormwater control systems, storm drainage inlets and stormwater pipes may be enhancing microbial contamination, as these structures act as biological incubators in stagnant or low - flow conditions, allowing the microorganisms to flourish exponentially in environments rich in organic and inorganic nutrients. ' Treating these festering areas with water-soluble antimicrobials or disinfectants is not acceptable as they have an adverse effect on aquatic life by contaminating the streams and surface waters they drain into. Additionally, water-soluble antimicrobials dilute to sub -lethal levels, allowing the development of resistant bacterial populations. ' Any antimicrobial media used to safely and successfully control bacteria in stagnant or low -flow stormwater conditions must not leach or dissolve into water or be consumed by the exponential bacteria growth, and also must provide adequate surface area contact with the bacteria. We have developed a hybrid filtration fabric merging two patented technologies that meet these criteria for bacterial reduction in stormwater. The X-TEX-AM fabric has an antimicrobial nano -structure covalently bonded to its fibers that will not leach or dilute from the fabric, even with repeated commercial washings. 1 1 1 1 1 ko The patented antimicrobial kills microorganisms by molecular physical penetration, electrostatic attraction and electrocution. This physical action (rather than chemical mode of action) does not lose strength with use and does not promote adaptive organisms (super bugs). The antimicrobial spectrum is specific to single cell organisms such as bacteria, fungi, yeast and algae. The antimicrobial agent is bonded to the patented oil removal fabric X-TEX, which provides vast lipophilic interstitial spaces with an open fabric design. This design allows the flow of water and bacteria to pass freely in all directions in a unique wicking action; the synergy of these patented technologies is illustrated in the time efficacy study that follows. OBJECTIVE Presently, little in any information is available on the efficiency of bonded antimicrobial fabrics in removing microorganisms in low -flow or stagnant stormwater conditions. This study was conducted to provide critical information on this emerging technology in the stormwater industry. The objective was to conduct a timed bacterial efficacy bonded to an antimicrobial nano -structure. This study is removal over time and to specify the surface area of the anticipated that this information will prove to be useful to unique product in new or existing BMP systems and devices. ® Katchall Filtration systems, LLC 2005 study on the patented X-TEX filtration, covalently intended to provide the percentage of microbial fabric, per volume of inoculated stormwater. It is stormwater professionals in the applications of this Page 1 of 6 METHOD — Simulated Contaminated Stormwater A fecal -coliform bacterium was used as the indicator species in this study, with the bacterial seed mixture obtained from a local sewer treatment plant's clarifier unit. A working standard of 40,000cfu/100 ml was prepared from the seed mixture by adding 20 ml of the seed inoculum into eight liters of BOD phosphate buffered dilution water at a pH of 7.2 and kept under aeration for a period of 24 -hours. ' The contaminated stormwater was produced by adding 8 liters of the working standard to a plastic drum containing 80 liters of the buffered distilled water at ph 7.2 and 10 grams of glucose as an organic substrate. This water was then aerated for 24 -hours and analyzed by Spectra Laboratories (Tacoma, WA) for fecal -coliform ' bacteria. The laboratory determined that the simulated stormwater contained approximately 4,000cfu/100ml of fecal coliform. Test Basin Containers Two containers were designed to replicate small urban storm drain inlets measuring 18 -inches long, 12 -inches wide and 12 -inches deep, each container had a lid, which was kept closed except for extraction of samples. The containers were insulated to maintain a constant temperature of 70 -degrees (F) for the duration of the ' experiment. Antimicrobial Fabric Flotation Apparatus ' A three-foot X one -foot strip of the X-TEX-1312-AM fabric was cut and hot -glued around the perimeter of a Styrofoam frame, with a center cutout used for sampling. The material hanging below the frame was cut into one -inch strips, ending at the Styrofoam frame. ' The assembled flotation device (Figure 1) demonstrates the three-dimensional contact with water, as the fabric strips have a density greater than water and hang down from the Styrofoam float. To establish a control for comparison purposes, a secondary device was constructed in the same manner (using untreated X-TEX fabric (X-TEX-1312). I I I L I h Fig. l FABRIC FLOTATION APPARATUS I® Katchall Filtration Systems, LLC 2005 Page 2 of 6 [J PROCEDURE Each incubation container was filled with 40 -liters (10.6 Gals) of the synthetic contaminated stormwater and allowed to equilibrate for 30 -minutes with initial samples taken in sterile bacteria sample bottles. The antimicrobial floatation device and the control flotation device were positioned in each contaminated container and the timed sequence was started. Four (4) water samples from each corner of the containers and two (2) samples were taken from the center of ' each container (using a 20 ml sterile glass tube) and combined into sterile bacteria bottles for each timed sample event submitted for testing. The timed sequence of sampling were varied to better determine efficacy ratios and progressed from minutes to hours. The samples were maintained a 4C and submitted to Spectra Laboratories (Tacoma, WA) within 24 -hours of sampling, the samples were analyzed by Method SM9222D for Fecal Coliform MF and the results of those tests are as follows. ' RESULTS vs 1 1 r Constants X-TEX-113I2-AM Antimicrobial Agent X-TEX-612 Control No AMAgents PH 7.2 7.2 Fabric Surface Area* 3.0 square feet 3.0 square feet Volume Water 40 liters /10.6 Gallons 40 liters / 10.6 Gallons Water Temperature 70F 70F Fabric Weight 4 oz / 124 grams 4 oz / 124 grams Ratio Fabric vs. Water 1/322 1/3 *Note: The surface area of the X-TEX filtration fabric is far greater than its outside physical measurements. It has vast interstitial spaces between the fibers from its proprietary manufacturing process and the recycled fibers have additional surface area enhancements, which greatly increase the surface area compared to virgin fibers. Sample Times Result X-TEX-AM Cfu 100ml Result X-TEX Control Cfu 300ml Percent Removed Compared to Control Initial - 0 minutes 4,000 4,700* - - - 30 minutes 40 800 95.0 1 Hour 5 800 99.4 2 Hours 5 1,000 99.5% 3 Hours 0 1,000 100 4 Hours 0 800 100 6 Hours 0 800 100 12 Hours 0 800 100 24 Hours 0 900 100 36 Hours 0 1,000 100% 1 0 Katchall Filtration Systems, LLC 2005 Page 3 of 6 I 1 0 1 1 r *Note: Since the initial untreated control showed a reduction from 4,700 to 800 within the first 30 minutes, it is presumed that either the fecal coliform reacted to a change of environment or were trapped within the interstitial spaces of the fabric and therefore, were not recoverable in "grab samples". Graph I DURABILITY AND PERFORMANCE STUDY To verify that the antimicrobial inhibitor will retain its efficacy and not leach off the filtration fabric after repeated washing and drying, the following tests were performed. PROCEDURE The test procedures were repeated using X-TEX-13I2-AM that was washed ten (10) times with warm water and rung dry between washings. The treated fabric was allowed to hang dry overnight, approximately 10 -hours. This was done to ensure that any silanequat not bonded to the fabric's fiber would be washed off along with any other components within the fabric that could be chemically detrimental to the fecal - coliform. The washed fabric was attached to the flotation device and placed within the incubation containers, the conditions of the first test were replicated and the results are as follows: * Note: Sampling contamination error 1 0 Katchall Filtration Systems, LLC 2005 Page 4 of 6 Tatile 3NE .: v Sample Times Result X-TEX-B12-AM Cfu 100m1 Percent Removal Efficacy Compared to Initial Initial 0 -minutes 900 - - - - 30 -minutes 210 76.6 1 Hour 190 78.8% 2 Hours 20 97.8% 3 Hours 30 96.6 4 Hours 130 * 85.5 6 Hours 10 98.8 12 Hours 30 96.6 24 Hours 0 100 * Note: Sampling contamination error 1 0 Katchall Filtration Systems, LLC 2005 Page 4 of 6 I I 6 Graph 11 DISCUSSION The X-TEX-B12-AM antimicrobial (treated) fabric compared to the untreated control fabric, removed 95% of the population of fecal coliform in the first 30 -minutes of contact, with 100 % removed within a three-hour period in the control study. The efficacy of the washed fabric removed over 76% of the fecal coliform within the first 30 - minutes and 96.6% within the first three -hours. Both stagnant water tests using the treated fabric and the washed fabric maintained 100% removal after 24 -hours. It should be noted that this test was only monitoring the efficacy for fecal coliform bacterium. Other gram (+) and (-) bacteria, mycelial fungi, yeast and algae were also killed during the test. Both the treated fabric and the untreated control fabrics experienced a severe and dramatic reduction from the initial bacteria levels, this, as noted, may be caused by bacteria uptake into the fabric matrix, shock to the bacteria being transferred to a new environment, or some other component that may be leaching off the unwashed fabric that is detrimental to the bacteria, (further studies are being conducted). ' The fecal coliform population stabilized to 800 - 1,000 cfu/100ml in the untreated control fabric, but decreased to undetectable levels with the treated fabric. The washed fabric exhibited similar efficacy, however the initial fecal coliform count was 900 at the start of the test. This may be due to the longer stabilization time allowed before taking the initial samples. CONCLUSION Unlike a chemical pollutant, bacterial contamination is dynamic and grows exponentially from one (single) ' bacterium into billions within 24 -hours under optimum conditions. Bacteria has the ability to adapt and mutate, developing resistant populations and when water-soluble antimicrobial agents or disinfectants are used, they dilute out to sub -lethal levels, allowing resistant forms to persist and endangering stormwater to resistant ' bacterial populations. The X-TEX-B12-AM tested in this study was designed to overcome these problems by using an immobilized surface bonded silanequat that kills bacteria by molecular penetration and electrocution. Since the antimicrobial is covalently bonded to the fabric, it will not dilute to sub -lethal levels and the physical kill mechanism will not be consumed be repeated bacteria contacts. ' ® Katchall Filtration Systems, LLC 2005 Page 5 of 6 (Cont'd) The unique X-TEX fabric was originally designed as an oil filtration / sorbent fabric, with an "open design" which allows for the flow of water to penetrate the vast interstitial spaces and has tremendous wicking action. When coupled with an immobilized antimicrobial nano -structure, the resulting fabric becomes a powerful delivery system for bacterial removal in our nation's stormwater drainage conveyance systems. The applications are immense as the fabric can be cut, formed or molded for use in any new or existing BMP ' system / design and is cost-effective, durable and resistant to bio -fouling. Areas of application could include cisterns, pipes, drains, culverts, cooling towers, retention / infiltration ponds, and storm drain insert apparatus's destined to become infested with bacteria and / or hydrocarbons. FIELD TRIALS ' In cooperation with several of California's Regional Water Quality Control Boards* different installation devices and methodologies (utilizing both the treated X-TEX-B12-AM and untreated X-TEX-B12 fabrics) are currently being conducted in Southern California localities. We hope to have independent (third -party) laboratory tests available in the near future. ' City of Hemet - Covenant Development (Tests completed February 2005) City of Victorville - Covenant Development (Tests completed February 2005) City of San Jacinto City of Santa Monica ' City of Manhattan Beach City of Newport Beach City of Solana Beach ' City of San Diego - Greystone Communities * Region 4 Los Angeles Regional Water Quality Control Board ' Region 6V Lahontan Regional Water Quality Control Board Region 8 Santa Ana Regional Water Quality Control Board Region 9 San Diego Regional Water Quality Control Board 1 r 1 0 Katchall Filtration Systems, LLC 2005 Page 6 of 6 ' KleerstreamTm by Katchall Filtration Systems, LLC 1 - 866 - KATCHALL www.katchall.net Design LoadH-20 Traffic from 1 foot to 6 -foot of cover (All flow -rates presented below vary from 24 -inch pipes to 36 -inch pipes C not less than 12 -inch fall per 100 VF) Jensen Precast - Fontana. CA, manufactures all Vaults, Grade Rings and Battles for Katchall 24" Cast Iron Frame 6 Cover(TYP) 1 4".0" C to 6._ 0.. Heights 1 , 3 6' .1 12" Grade Rings as Required SECTION VIEW KM 7 Varies, depending on pipe size(s) I 1 From 6'-0" to 20'-0" Lengths r' •r Graduating Height- Katchall Antimicrobial �♦a. Filtration Weir Wells Number depends on LenffVaull, -inch Manhole Openings (TYP) 'Y • Variable .�, Liquid Depth 24".,IVB. -�. ' VariableI :i+:.wsY'Y,.Y �� - •-a 'Awls r�.A .�,•t\.rlea der :.c:._.e.•. SECTION VIEW KM 7 Varies, depending on pipe size(s) I 1 From 6'-0" to 20'-0" Lengths T24 -inch Manhole Openings (TYP) ' t0 Widths Number of Openings depends on Length of Unit ' TOP VIEW MODEL NO Dimensions Footprint Required (CFS) GPS GPM Model 0 120 4'.6'(w) x 6'-6" (1) x 4'-0" (d) 35 Square Feet 7.6 CFS 57 GPS 3,410 GPM Model # 200 4'-6" (w) x 6'-6" (1) x 4'-0" (d) 35 Square Feet 11.4 CFS 85 GPS 5,116 GPM Model 4 400 7'-0" (w) x 14'-0" (1) x 4'-0" (d) 98 Square Feet 23.7 CFS 177 GPS 10,637 GPM Model k 600 7'-0" (w) x 14' 0" (1) x 6' 0" (d) 98 Square Feet 35.6 CFS 266 GPS 15.977 GPM Model N 700 8'-0" (w) x 20'.0" (1) x 4'-0" (d) 160 Square Feet 40.6 CFS 304 GPS 18,221 GPM Model k 1000 8'-0" (w) x 20'-0" (1) x 6'-0" (d) 160 Square Feet 60.1 CFS 450 GPS 26,973 GPM ' Model R 2000 11'41'1w) x 40'-0" (1) x 6'-0" (d) 3211 Square Feet 67.9 CFS 450 GPS 30,500 GPM 4'-6 Heights Katehall's Antimicrobial "Kleerstream"TmFiltration Chamber Hydrodynamic — Antimicrobial Filtration Devices 4.5 -feet to 8 -feet Widths Concrete Baffle Walls Graduating Height Antimicrobial Filtration Weir Walls (typical) From 6.5 -feet to 40-leet Lengths available Units may he used either in an in-line configuration or as an off-line unit. Seven (7) Different Sizes Available Katchall Stormwater Filtration Systems, LLC @ 1 — 866 — KATCHALL or online @ www.katchall.net L I [1 I 17 Katchall "Kleerstream"TmAntimicrobial Filtration Chamber General Specifications / Pricing / Availability - November 2007 Notes: Bio-RampsTM (Antimicrobial Filtration Media on Fiberglass Reinforced Frame) If units are to be installed in vehicle roadways, they require a minimum 1 -foot of cover to insure an H2O load rating ❑ Model # 120 o Footprint - 4.5'W x 6.5' L o @ 4 -Foot Vault Depth o Features one (1) 30 -inch Manhole Access Point o Solid Waste Capacity o Two (2) Concrete Baffles o One (1) Bio -Ramp o Filtration (maximum) o Retail (singular) @ $13,500 ❑ Model # 200 o Footprint - 4.5'W x 6.5' L o @ 6 -Foot Vault Depth o Features one (1) 30 -inch Manhole Access Point o Solid Waste Capacity o Two (2) Concrete Baffles o One (1) Bio -Ramp o Filtration (maximum) o Retail (singular) @ $15,500 Katchall StormCepterTM 35 S/F 117 Cubic Feet or 4.3 Cubic Yards 1.7 Cubic Yards 18 s/f of filtration media 3,420 GPM or 7.6 CFS FOB - Fontana, CA. 35 S/F 176 Cubic Feet or 6.5 Cubic Yards 2.6 Cubic Yards 27 s/f of media 5,130 GPM or 11.4 CFS FOB - Fontana, CA. 98 S/F 392 Cubic Feet or 14.5 Cubic Yards 5.8 Cubic Yards 56 s/f of media 10,640 GPM or 23.7 CFS FOB - Fontana, CA. Page 1 of 3 ❑ Model # 400 ' o Footprint - TW x 14' L o @ 4 -Foot Vault Depth ' o Features one (1) 30 -inch Manhole Access Point o Solid Waste Capacity o Two (2) Concrete Baffles o One (1) Bio -Ramp o Filtration (maximum) ' o Retail (singular) @ $25,650 Katchall StormCepterTM 35 S/F 117 Cubic Feet or 4.3 Cubic Yards 1.7 Cubic Yards 18 s/f of filtration media 3,420 GPM or 7.6 CFS FOB - Fontana, CA. 35 S/F 176 Cubic Feet or 6.5 Cubic Yards 2.6 Cubic Yards 27 s/f of media 5,130 GPM or 11.4 CFS FOB - Fontana, CA. 98 S/F 392 Cubic Feet or 14.5 Cubic Yards 5.8 Cubic Yards 56 s/f of media 10,640 GPM or 23.7 CFS FOB - Fontana, CA. Page 1 of 3 I ra I U [1 I r Katchall "Kleerstream"T,"Antimicrobial Filtration Chamber General Specifications / Pricing / Availability - November 2007 Notes: Bio-RampsTM (Antimicrobial Filtration Media on Fiberglass Reinforced Frame) If units are to be installed in vehicle roadways, they require a minimum 1 -foot of cover to insure an H2O load rating ❑ Model # 600 • Footprint - 7' W x 14' L 98 S/F c @ 6 -Foot Vault Depth 588 Cubic Feet or 22 Cubic Yards c Features one (1) 30 -inch Manhole Access Point • Solid Waste Capacity c Solid Waste Capacity 8.7 Cubic Yards o Two (2) Concrete Baffles Filtration (maximum) o Two (2) Bio -Ramps 84 s/f of media o Filtration (maximum) 15,960 GPM or 35.6 CFS c Retail (singular) @ $29,650 FOB - Fontana, CA. ❑ Model # 700 c Footprint - 8' W x 20' L 160 S/F o @ 4 -Foot Vault Depth 640 Cubic Feet or 24 Cubic Yards o Features one (1) 30 -inch Manhole Access Point o One (1) 6' x 8' Spring Assisted Door • Solid Waste Capacity 9.5 Cubic Yards Two (2) Concrete Baffles Three (3) Bio -Ramps 96 s/f of media Filtration (maximum) 18,240 GPM or 40.6 CFS Retail (singular) @ $33,500 FOB - Fontana. CA. ❑ Model # 1000 o Footprint - 8' W x 20' L 160 S/F @ 6 -Foot Vault Depth 960 Cubic Feet or 36 Cubic Yards Features one (1) 30 -inch Manhole Access Point One (1) 6'x 8' Spring Assisted Door o Solid Waste Capacity 14.2 Cubic Yards o Two (2) Concrete Baffles o Three (3) Bio -Ramps 144 s/f of media o Filtration (maximum) 27,360 GPM or 60.1 CFS I Retail (singular) @ $37,500 FOB - Fontana, CA. Katchall StormCepterT" Page 2 of 3 I 11 11 I I I 0 [1 1 1 r 1 Katchall XleerstreamY,TMAntimicrobial Filtration Chamber General Specifications / Pricing / Availability - November 2007 Notes: Bio-Rampsrm (Antimicrobial Filtration Media on Fiberglass Reinforced Frame) If units are to be installed in vehicle roadways, they require a minimum 1 -foot of cover to insure an H2O load rating ❑ Model # 2000 o Footprint - 8' W x 40' L x 6' D o Features two (2) 30 -inch Manhole Access Points o Two (2) 6'x 8' Spring Assisted Doors o Solid Waste Capacity o Two (2) Concrete Baffles o Six (6) Bio -Ramps o Filtration (maximum) o Retail (singular) @ $80,625 STANDARD POLLUTANT REMOVAL EFFICIENCIES (all units) 1,920 Cubic Feet or 71 Cubic Yards 28.4 Cubic Yards 288 s/f of media 54,720 GPM or 121.9 CFS FOB - Fontana, CA. ❑ Silt (TSS) >95% 25 -micron> size particles ❑ Hydrocarbons >95% Absorption & Retention 20X media's molecular weight (1 s/f of media absorbs and retains (appx) .25 Gallons) ❑ Pathogens 99.990/0 Instant Kill (with less than 1 -second contact time) ❑ Heavy Metals >55% Soluble and non -soluble ❑ Nutrients Ammonia - Nitrogen >75% Inorganic Nitrogen N/D levels Nitrates as N N/D levels Ortho Phosphates / Phosphorus >55% Total Phosphorus >75% ❑ Herbicides >55% ❑ Pesticides >55% CURRENT LEAD TIMES Lead Times (depending on total quantities ordered) are running between 6 - 8 weeks from the date Katchall receives a signed contract and materials security deposit(s). PLACEMENT Units can be used either as in-line systems or as off-line systems. Katchall StormCepterTM Page 3 of 3 Water Quality Management Plan (WQMP) Ruby Tuesday Creekside Centre Shopping Center PA07-0123 Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS — Not Conducted —