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HomeMy WebLinkAboutTract Map 35181 WQMP PHS WarehouseProject Specific Water Quality Management Plan For: PHS Warehouse 42500 Winchester Road, City of Temecula, CA 92590 Phase 1 of Development only DEVELOPMENT NO. TPM 35181 DESIGN REVIEW NO. PA06-0369 Prepared for: The Garrett Group, LLC One BetterWorld Circle, Suite 300 Temecula, California 92590 Nancy Daniels, Project Manager (951) 506-6556 Ext. 2082 (951) 506-4831 Fax Prepared by: SB&O, Inc 3990 Ruffin Road, Suite 120 San Diego CA, 92123 Allen L. Butcher, PE Vice President 858.560.1141 x102 Fax 858.560.8157 3N 65472.62 WQMP Preparation/Revision Date: February 11, 2008 (V8) Added StormFilter (MFS) Units @ Remington Inlets & Dendry Driveway C� CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD SAN DIEGO REGION 9174 Sky Park Court, Suite 100 San Diego, CA 92123-4340 (858) 467-2952 _ (858) 571-6972 fax http://www.waterboards.ca.gov/sandlego ORDER NO. R9-2008-0003 WASTE -DISCHARGE REQUIREMENTS AND SECTION 401 WATER QUALITY CERTIFICATION for PAUL GARRETT ENTERPRISES INC. and TEMECULA PROPERTIES, LLC, TEMECULA 84, RIVERSIDE COUNTY, CALIFORNIA Table of Contents FINDINGS...................................................................................................................::...2 DIRECTIVES...................................................................................................................5 A. PROHIBITIONS....................................................................................................5 B. PROJECT PROVISIONS......................................................................................6 C. MITIGATION PROVISIONS FOR FEDERAL AND STATE WATERS .................7 D. POST -CONSTRUCTION STORMWATER TREATMENT PROVISIONS.............9 E. MITIGATION PHOTO DOCUMENTATION PROCEDURE...............................:.11 F. POST -CONSTRUCTION BMPs PHOTO DOCUMENTATION PROCEDURE ... 11 G. STANDARD PROVISIONS................................:................:................................11 H. REPORTING AND RECORD KEEPING REQUIREMENTS...............................13 I. NOTIFICATIONS................................................................................................15 _MONITO.RING. AND _REPORTING PROGRAM_ NO._R9-2008-003 .... Order No. R9.2008-0003 - 2 - Temecula 84 CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD SAN DIEGO REGION 9174 Sky Park Court, Sufte 100 San Diego, CA 92123-4340 (858)467.2952 —(858) 571-6972 fax httpt//www.waterboards.ca.go4lsanoleg6 ORDER NO. R9-2008=0003 WASTE DISCHARGE REQUIREMENTS AND SECTION 401 WATER QUALITY CERTIFICATION for PAUL GARRETT ENTERPRISES INC:1 and TEMECULA PROPERTIES, LLC, TEMECULA 84, RIVERSIDE COUNTY, CALIFORNIA The.California Regional Water Quality Control Board, San Diego Region. (hereinafter Regional Board) finds that: 1. On July 9,2007, the Temecula Properties, LLC,submitted an. incomplete; application for Section 401 Certification for discharges of fill associated with the Temecula 84,, Project (Project) to the Regional Board. On August 9, 2007, Paul Garret,Enterprises ....Inc. and Temecula Properties, LLC (hereinafter Discharger) submitted a revised application.for a Section 401 Certification and a Report of Waste Discharge (ROWD) for Waste Discharge Requirements (WDRs) for the non-federal waters:' Additional information to.,complete the 401. Certification application and ROWD for WDRs was received on October 22, 2007. 2." The proposed. Project. is a commercial development on the 86-acre'site, including:a 25 -acre graded pad for a Professional Hospital Supply warehouse facility with office space and surrounding parking infrastructure. Also included in the design is an on= site extension of Remington Road and widening of portions of both Winchester Road and Dendy Parkway. Access would be provided by Remington Road. The majority of the western parcel (909-370-018) has already been graded. 3. The Project is located west of Winchester Road between Remington Avenue and Cherry Street in Temecula, Riverside County, California. The Project is situated on unsectioned lands of the Santa Road Land Grant, Township 8 South, Range 3 West in US Geological Survey 7.5 -minute Murrieta quadrangle map. The Project will Order No. R9-2008-0003 - 3 - Temecula 84 affect unnamed drainages to Murrieta Creek in the Murrieta Hydrologic Subarea (902.32) in the Santa Margarita Hydrologic Unit. 4. Project effects on federal waters of the U.S. are 0.02 acres (540.5 linear feet) of ephemeral drainage. Project effects on waters of the State are 0.05 acres (834.92 linear feet). Total Project effects are 0.07 acres (1,375 linear feet) of waters. The . . discharge of fill to 0.02 acres of federal waters requires permitting subject to sections 401 and 404 of the federal Clean Water Act [33 USC 1342 & 1344] because the fill locations were determined by the Corps to be federal waters of the U.S. The discharge of fill to the remaining 0.05 acres of waters of the State was determined by the Corps to be outside of federal jurisdiction and is, therefore, subject to permitting from the State, but not the Corps. Temecula 84 On-site and Project Impacts Non-federal Waters of the State and Federal Waters Habitat Existing On-site Acres linear feet Project Effects Acres linear feet Non-federal waters of the State, Disturbed Wetlands 0.02 (84.43) 0.02 (84.43) Non-federal waters of the State, Ephemeral Drainage 0.02 (750.49) 0.02 (750.49) Non-federal State Waters subtotal 0.05 (834.92) 0.05 834.92) Federal Waters Ephemeral Drainage, Non -wetland 0.1 2,221.6 0.02 540.5 Total 0.14 3,056.52 0.07 1,375.42) 5. The proposed mitigation will adequately compensate for impacts to waters of the U.S. and State associated with the discharge of fill material. A total of 0.5 acres has been preserved at the Barry Jones Wetland Mitigation Bank by agreement dated September 28, 2007. This is a preservation ratio of more than 6:1 for the impacted waters. A total of 0.07 acres (771 linear feet) of waters of the State will be created as detailed in the Draft Murrieta 18 Mitigation Plan, October 19, 2007 (Mitigation Plan) as amended by the revised Figure 5 submitted by e-mail dated November 29, 2007. This is a creation ratio of 1:1 for the impacted waters. As shown in the revised Figure 5 to the Mitigation Plan included as Attachment 4 to the Fact Sheet for Order No. 119-2008-0003, a channel will be dug parallel to the existing channel. _This _Order _requires the discharger to proceed with the proposed -mitigation- plans.______ 6. Mitigation activities are expected to be successful based on the location and expected hydrology of the mitigation area. The areas selected for wetland creation are immediately adjacent to the existing stream channel that already supports wetlands and will have increased flow from the proposed development in its Order No. R9-2008-0003 - 4 - Temecula 84 watershed: Any upland buffer or slope areas will be seeded with native species known to occur in the immediate vicinity of the project site. Maintenance and monitoring of these areas for five years is expected to keep weedy species from predominating the landscape and allow native species to take over. 7. The post:construction BMPs for the Project are detailed in Project Specific Water Quality Management Plan 'for -,PHS Warehouse, 42500 Winchester Road, City of Temecula, CA 92590, Phase 1 of Development Only, DEVELOPMENT NO. TPM 35181; DESIGN REVIEW NO. PA06-0369; September 24, 2007 (WQMP). The' structural treatment BMPs proposed for theproject include 1) grass swales 122 segments totaling 3,570 lineal feet); 2) four proprietary media filtration units by CDS Technologies with Zeolite/Perlite/Granulated Activated Carbon (ZPG) media, and 3) four inlet inserts by Kristar. All three types are flow based BMP6. 8. The Regional Board requires post-construction.BMPs to have a pollutant removal efficiency of medium to high. Order No. 119-2008-0003 requires BMPs which achieve medium to high pollutant removal efficiency for all areas of the project including the driveway entrances, adjacent slopes, and public streets. The proposed post-construction'BMPs.have a pollutant removal efficiency of medium to high. 9. Construction activities associated with the proposed discharges'of fill would threaten beneficial uses on-site and downstream. The Discharger intends to file a Notice of Intent to the State Water Resources Control Board (State Board) for coverage under State Board Order No. 99-08-DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge Requirements (WDRs) For Discharges Of Storm Water Runoff Associated With Construction Activity. The Regional Board may conduct inspections to verify compliance with Order No. 99-08=DWQ, including, but not limited to, implementation of a storm water pollution prevention plan. 10. This Order specifies waste discharge requirements that, are necessary to adequately address effects on,.and threats to,, water quality standards resulting from the filling of waters of the U.S. and waters of the State, to meet the objectives of the State Wetlands Conservation Policy (Executive Order W-59-93), to be consistent with non - degradation provisions of State Board Resolution No. 68-16, and to accommodate and require appropriate changes during implementation of the Project and its construction. Through adherence.to the waste discharge requirements, the Project, as described in this Order, will not result in State water quality standards being exceeded. 11. The Comprehensive Water Quality Control Plan for the San Diego Basin (9) (Basin Plan) was adopted by,the Regional Board on September. 8, 1994. Subsequent revisions to the Basin Planhave also been adopted by. the, Regional Board and . approved by the State Board. The,Basin Plan designates beneficial uses, narrative and numerical water quality objectives, and prohibitions which are applicable to the Order No. R9-2008-0003 .5- Temecula 84 discharges regulated under this Order. The project, as described in this Order, will not result in State Water Quality Standards being exceeded. 12. The dischargers have avoided and minimized impacts to waters of the U.S. consistent with the requirements of the Basin Plan. 13.The proposed discharge from the Temecula 84 project will comply with the applicable provisions of sections 301 ("Effluent Limitations"), 302 ("Water Quality Related Effluent Limitations"), 303 ("Water Quality Standards and Implementation Plans"), 306 ("National Standards of Performance"), and 307 ("Toxic and Pretreatment Effluent Standards") of the Clean Water Act. 14.The Regional Board has notified the Discharger and other interested persons and agencies of its intent to prescribe Waste Discharge Requirements and Section 401 Water Quality Certification and has provided them with an opportunity for public hearing and an opportunity to submit written comments. 15. The Regional Board, in a public meeting on February 13, 2008, heard and considered all comments pertaining to the proposed discharge. IT IS HEREBY ORDERED THAT, Paul Garret Enterprises Inc. and Temecula Properties, LLC (hereinafter Discharger), in order to meet the provisions contained in Division 7 of the California Water Code and Regulations adopted there under, shall comply with the following requirements: A. PROHIBITIONS The discharge of waste in a manner other than as described in the findings of this Order is prohibited unless the discharger obtains revised waste discharge . requirements that provide for the proposed change prior to the discharge occurring. 2. The discharge of fill material is prohibited in a manner that has not been described in the application / report of waste discharge and for which valid waste discharge requirements are not in force. . 3. The discharge of waste shall not create a condition of pollution, contamination, or nuisance, as defined by Section 13050 of the California Water Code. Discharges to surface waters of wastes or pollutants that are not otherwise regulated by separate National Pollutant Discharge Elimination System (NPDES) requirements are prohibited. 5, The discharge of sand, silt, clay, or other earthen materials from any activity in quantities which cause deleterious bottom deposits, turbidity, or discoloration in waters of the State or which unreasonably affect, or threaten to affect, beneficial uses of such waters is prohibited. Order No. R9-2008-0003 .6- Temecula 84 f 6. The unauthorized discharge of treated or'untreated sewage to waters of the State or to a storm water conveyance system is prohibited. 7. The dumping, deposition, or discharge of waste directly into waters of the State, or adjacent to such waters in any manner which may permit its being transported into the waters; is prohibited' unless authorized by the,•Regional Board or State Board. B. PROJECT PROVISIONS 1. Standard conditions applicable to Clean Water Act Section 401 Water Quality Certification (Certification): a. Every Certification action is subject to modification or revocation upon administrative or judicial review, including review and amendment pursuant to CWC §13330 and 23 CCR §3867: b. Certification is not intended and shall not be construed to apply to any activity, involving a hydroelectric facility and requiring a Federal Energy Regulatory . ". Commission (FERC) license or an amendment to a FERC license unless the pertinent certification application was filed pursuant to 23 CCR §3855(b) and that. application specifically identified that a FERC license or amendment to a FERC license for a hydroelectric facility was being sought. c. Certification is conditioned upon total payment of any fee required pursuant to 23 CCR §3833 and owed by the dischargers. 2. The Discharger shall implement all plans as proposed in the 401 Certification application and Report of Waste Discharge and as may be modified following review by the Regional Board to assure compliance with this Order. 3: The authorization to discharge fill material pursuant to this Certification is valid only until the expiration of the associated U.S. Army Corps of Engineers Section 404 individual and/or Nationwide permits. 4. Any proposed change in construction that may alter flow patterns and/or change the approved impactfootprint is prohibited without Regional Board approval. Not later than 30 days prior to the beginning of any proposed change, the Discharger shall submit, acceptable to the Regional Board, detailed plans and specifications showing the proposed change in relationship to the approved project. The treatment, storage, and disposal of wastewater during the life of the project must be'done in accordance with waste discharge requirements established by: the Regional Board'pursuant to CWC §13260. Order No. R9-2008-0003 - 7 - Temecula 84 6. The Discharger shall, at all times, maintain appropriate types and sufficient quantities of materials onsite to contain any spill or inadvertent release of materials that may cause a condition of pollution or nuisance if the materials reach waters of the U.S. and/or State. The Discharger shall comply with the requirements of State Board Order No. 99-08-DWO National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge Requirements (WDRs) For Discharges Of Storm Water Runoff Associated With Construction Activity. 8. The Discharger shall notify the Regional Board in writing within 10 days following the initiation of discharge of fill to on-site waters of the State and U.S. 9. No plant species on the most recent California Invasive Plant Council (Cal -IPC) List, "Exotic Pest Plants of Greatest Ecological Concern in California'" shall be planted in mitigation areas, waters of the State, vegetated storm water BMP areas, or other areas used to convey urban runoff and storm water. C. MITIGATION PROVISIONS FOR FEDERAL AND STATE WATERS 1. The Discharger shall implement the plans for mitigation as proposed in support of the. 401 Certification application and Report of Waste Discharge and as may be modified following review by the Regional Board to assure compliance with this Order. The final Monitoring Plan shall be consistent with the Monitoring and Reporting Program, and future revisions thereto, in Attachment C of this Order. 2. Compensatory mitigation for permanent discharges of fill to 0.07 acres of federal and non-federal waters of the State shall be achieved as follows: a. A total of 0.5 acres has been preserved at the Barry Jones Wetland Mitigation Bank by agreement dated September 28, 2007. This is a preservation ratio of more than 6:1 for the impacted waters. b. A total of 0.07 acres (771 linear feet) of waters of the State will be created as detailed in the Draft Murrieta 18 Mitigation Plan, October 19, 2007 (Mitigation Plan) as amended by the revised Figure 5 submitted by e-mail dated November 29, 2007. This is a creation ratio of 1:1 for the impacted waters. As shown in the revised Figure 5 of the Mitigation Plan, included as Attachment 4 to the Fact Sheet for Order No. R9-2008-0003, a channel will be dug parallel to the existing channel. 3. The preparation of proposed mitigation areas shall be concurrent with (or prior to) the discharge of fill material into waters of the U.S. and/or State. Implementation of the Mitigation Plan shall be completed no later than nine months following the ' The Cal -IPC list may be found on-line at http://www.cal-ipc.org/. Order No. R9.2008-0003 - 8 - Temecula 84 I discharge of fill into on-site waters of the State. Delays in implementing mitigation shall result in increased mitigation requirements by 0.01 acre for each month of delay. 4. All mitigation areas shall be protected in perpetuity from land -use and maintenance activities that would threaten water quality or beneficial uses within the mitigation. area. Within 90 days of the issuance of this Order, the Discharger. must provide the Regional Board a draft preservation mechanism (e.g. deed restriction, conservation easement, etc.) that will protect all mitigation areas and their buffers in perpetuity. The conservation easement or other legal limitation on the mitigation property must be adequate to demonstrate that the site will be maintained without future development or encroachment on the site or which could otherwise reduce the functions and values of the site for the variety of beneficial uses of waters of the U.S. that it supports. The conservation easement or other appropriate legal limitation must prohibit, without exception, all residential, commercial, industrial, institutional, and transportation development; and any other infrastructure development that , would not maintain or enhance the wetland functions and values:of the site. Other infrastructure..development to be prohibited includes, but is not limited to, additional utility lines; paved maintenance roads, and areas of maintained landscaping for. recreation. The Discharger must submit proof of a completed preservation mechanism within one year of issuance of this certification. 5. Within 90 days of the issuance of this Order, the Discharger shall submit. documentation of a program to provide for maintenance in perpetuity of all mitigation areas to ensure that invasive and non-native species do not colonize the mitigation area and that mitigation activities do not reduce the ability of the waters to support beneficial uses (e.g.,. excessive sediment erosion or accumulation). Within three and five years following implementation of the Mitigation Plan, the Mitigation area shall meet the interim and final success criteria in the Mitigation Plan. If the mitigation'areafails to meet the expected success criteria, the Discharger shall prepare remedial measures to be implemented within one year following the determination that success criteria were not reached.. 7:; If at anytime during the implementation.and establishment of planted or graded mitigation area(s), and prior to verification of meeting success criteria,: a catastrophic natural eVent (e.g., fire; flood) occurs and impacts the mitigation area, the Dischargershall be responsible for repair.and replanting of the damaged area(s). For purposes of this Order, creation is defined as the creation of vegetated or unvegetated waters of. the U.&/State where they,have neve( been documented or known to occur:(e.g.,'conversion of nonnative grassland to freshwater marsh). Restoration. is defined as,the creation of waters of the U.S,/State where they previously occurred (e.g., removal of fill material to restore a streambed). Enhancement is defined as modifying existing waters of the U.S./State to enhance Order No. 119.2008-0003 .9- Temecula 84 functions and values (e.g., removal of exotic plant species from jurisdictional areas and replacing with native species). D. POST -CONSTRUCTION STORMWATER TREATMENT PROVISIONS 1. All storm drain inlet structures within the project boundaries shall be stamped and/or stenciled with appropriate language prohibiting non -storm water discharges. 2. Best management practices (BMPs) shall be implemented to treat storm water runoff from all roofs, roads, parking areas, and other impervious areas where activities are expected to generate pollutants that can be conveyed by storm water to the storm drain system and/or waters of the State and/or U.S. Post -construction storm water BMPs shall be designed to mitigate (infiltrate,, filter, and/or treat), prior to discharging to receiving waters, the volume of runoff produced by all storms up to and including the 24-hour, 85th percentile storm event for volume -based BMPs and/or the 1 hour, 85th percentile multiplied by a factor of two for flow -based BMPs, as determined from the local historical rainfall record. 3. Post -construction BMPs shall be implemented in accordance with the Project Specific Water Quality Management Plan for. PHS Warehouse, 42500 Winchester Road, City of Temecula, CA 92590, Phase 1 of Development Only, DEVELOPMENT NO. TPM 35181, DESIGN REVIEW NO. PA06-0369, September 24, 2007 (WQMP) except as described in Provision DA. Post -construction BMPs must be installed and functional prior to occupancy and/or planned use of developed areas. 4. The Discharger shall implement BMPs which achieve medium to high pollutant removal efficiency for all areas of the project including the driveway entrances, .adjacent slopes, and public streets. 5. The Discharger shall provide any purchaser or occupant of the site with a map that clearly distinguishes the location and purpose of all storm water site design, pollution prevention, and treatment BMP features. Each purchaser or occupant of the site shall also be educated regarding pollution prevention activities. 6. All post -construction structural treatment BMPs, including, but not limited to,.the detention basins, vegetated swales, media filters, etc. shall be regularly inspected and maintained for the life of the project per manufacturers' specifications for proprietary structural devices and at frequencies no less than recommended by the California Storm water Quality Association (CASQA)2 guidance for non-proprietary measures, including the vegetated swales and the detention basins. — a—Final-maintenance plans for the-vegetated-swales-shall be developed and– implemented based on CASQA guidance; 2 California Storm water Quality Association (California Storm water BMP Handbook, New Development and Redevelopment 2003), available on-line at: http://www.cabmphandbooks.org/ Order No: R9-2008-0003 _10- Temecula 84 b. A copy of a Final Plan for operations and maintenance for all post -construction storm water treatment BMPs shall be submitted to the RegionalBoard prior.fo initiation of post -construction_ discharges to receiving waters; c. Inspections: Flow -based treatment BMPs (e.g., media filters and vegetated swales) shall be inspected `at a minimum monthly from'October through Aprii and at least twice from May through September each year. The detention basins shall be inspected at least once during the summer, once between November and March, and after every rain event in excess of one inch; =d. Basins shall be maintained as necessary to prevent nuisance conditions, including those associated with odors, trash, and disease vectors. Nuisance maintenance shall not compromise the ability of the basins to perform water quality treatment required by this Order: e. Records shall be kept regarding inspections and maintenance in order to assess the performance of the systems and determine whether adaptations are necessary to protect receiving waters; f: The Discharger shall be responsible for inspection and maintenance of all post-. construction structural BMPs until such responsibility is legally transferred to a future owner or other entity; g. At the time maintenance responsibility for post -construction BMPs is legally , transferred, the Discharger shall submit to the Regional Board a copy of such documentation; and h. At the time maintenance responsibility for post -construction BMPs is legally transferred, the Discharger shall provide the transferee with a copy of a long-term BMP maintenance plan that; at a minimum, complies with manufacturer specifications and CASQA guidance. 7. The Discharger must comply with the'Monitoring and Reporting, Program, and future revisions thereto, in Attachment C of this Order. . Order No. R9-2008-0003 - 11 - Temecula 84 E. MITIGATION PHOTO DOCUMENTATION PROCEDURE The Discharger must conduct photo documentation of the project site and mitigation areas, including all areas of permanent and temporary impact, prior to and after project construction. Photo documentation must be conducted in accordance with the State Water Resources Control Board Standard Operating Procedure 4.2.1.4: Stream Photo Documentation Procedure, included as Attachment D. In addition, photo documentation must include Geographic Positioning System (GPS) coordinates for each of the photo points referenced. The Dischargers must submit this information in a photo documentation report to the Regional Board with the reports detailed in Monitoring and Reporting Program for Order No. R972008-003 Requirements 4 and 5. The report must include a compact disc that contains digital files of all the photos Qpeg file type or similar). F. POST -CONSTRUCTION BMPs PHOTO DOCUMENTATION PROCEDURE The Dischargers must conduct photo documentation of implemented post - construction BMPs. Photo -documentation must be modeled after the State Water Resources Control Board Standard Operating Procedure 4.2.1.4: Stream Photo Documentation Procedure, included as Attachment D. In addition, photo documentation must include Global Positioning System (GPS) coordinates for each of the photo points referenced. The Dischargers must submit this information in a photo documentation report to the Regional Board with the report of completion detailed in Monitoring and Reporting Program for Order No. R9-2008-003 Requirement 4. The report must include a compact disc that contains digital files of all the photos (jpeg file type or similar). G. STANDARD PROVISIONS The Discharger shall notify the Regional Board by telephone within 24 hours whenever an adverse condition occurs as a result of this discharge. Such a condition includes, but is not limited to, a violation of the conditions of this Order, a significant spill of petroleum products or toxic chemicals, or damage to control facilities that would cause noncompliance. Pursuant to CWC §13267(b), a written, notification of the adverse condition shall be submitted to the Board within one week of occurrence. The written notification shall identify the adverse condition, exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; describe the actions necessary to remedy the condition and prevent recurrence; and specify a timetable for the remedial actions. The Regional Board, or an authorized representative, may waive the written report on a case-by-case basis if the oral report has been received within 24 hours. 2. The discharge of any hazardous, designated or non -hazardous waste as defined in Title 23, Division 3, Chapter 15 of the California Administrative Code, shall be disposed of in accordance with applicable state and federal regulations. Sediment shall not be removed or disposed in a manner that will cause water quality Order No. R9-2008-0003 .12- Temecula 84 degradation. 3. This Order is not transferable to any person except after notice'to the Regional Board. In accordance with CWC §13260, the dischargers shall file with the Regional Board a report of any material change or proposed change in•the ownership, i character, location, or quantity of this waste discharge: The notice must include,'a written agreement between the existing and new dischargers containing a specific date for the transfer of this Order's responsibility and coverage between the current dischargers and the new discharger: This agreement shall include an acknowledgment that the existing discharger is liable for violations up to the transfer date and that the new discharger is liable from the transfer date ;on, The Regional Board may require modification or.revocation and reissuance of this Order to change the name of the dischargers and incorporate such other requirements as may be necessary under the California Water Code. 4. Any proposed material change in operation shall be reported to the Regional Board at least 30'days in advance of the proposed implementation of any change: This shall include, but not belimitedto, all significant new soil disturbances, all proposed expansionof development, or any change in drainage characteristics at the project site. For the purpose of this Order, this includes any proposed change in the boundaries of the wetland/waters of the United States fill sites. The Regional Board may require modification or revocation and reissuance of this Order to change any requirements in this Order and incorporate such other requirements as may be necessary under the California Water Code. 5. The Discharger shall maintain a copy of this Order at the.project site so as to be available at all times to site operating personnel and agencies. 6. The Discharger shall permit the Regional Board or its authorized representative at all timesi upon presentation of credentials: a. Entry onto project premises, including all areas on which wetland fill or wetland mitigation is located or in which records are kept; b. Access to copy any records required to be kept under the terms and conditions of this Order; - - c. Inspection of any treatment equipment, monitoring equipment, or monitoring method required by this Order; and d. Sampling of any discharge or�surface water covered by this Order. 7., This Order does not authorize commission of any act causing injury to the property of another or of the public; does 'not convey any property rights; does not remove liability under federal, state, orlocal laws, regulatioris or rules of,other programs and agencies, nor does this Order authorize the discharge of wastes without appropriate Order No. R9-2008-0003 -13- Temecula 84 permits from other agencies or organizations. 8. The Regional Board will consider rescission of this Order upon notification of successful completion of mitigation for all creation, restoration, and enhancement projects required or otherwise permitted now or. subsequently under this Order, completion of project construction, and the Regional Board's acceptance of these notifications. 9. The Discharger must comply with all conditions of this Order. Any noncompliance with this Order constitutes a violation of the California Water Code and is grounds for (a) enforcement action; (b) termination, revocation and reissuance, or modification of this Order; and/or (c) denial of a report of waste discharge in application for new or revised waste discharge requirements. 10.The Discharger shall take all reasonable steps to minimize or correct any adverse impact on the environment resulting from noncompliance with this Order, including such accelerated or additional monitoring as may be necessary to determine the nature and impact of the noncompliance. 11. In an enforcement action,- it shall not be a defense for the dischargers that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with this Order. Upon reduction, loss, or failure of the treatment facility, the dischargers shall, to the extent necessary to maintain compliance with this Order, control production or all discharges, or both, until the facility is restored or an alternative method of treatment is provided. This provision applies for example, when the primary source of power of the treatment facility fails, is reduced, or is lost. 12.This Order may be modified, revoked and reissued, or terminated for cause including, but not limited to, the following: 13. a. Violation of any terms or conditions of this Order; b. Obtaining this Order by misrepresentation or failure to disclose fully all relevant facts; or c. A change in any condition that requires either a temporary or permanent reduction or elimination of the authorized discharge. The filing of a request by the dischargers for the modification, revocation and reissuance, or termination of this Order, or notification of planned changes or anticipated noncompliance does not stay any condition of this Order. H. REPORTING AND RECORD KEEPING REQUIREMENTS Order No. R9-2008-0003 .14- Temecula 84 1. The Discharger shall submit copies of all necessary approvals and/or permits for the project and mitigation projects from applicable government agencies, including, but not limited to, the California Department of Fish and Game, U.S Fish and Wildlife Service; and U.S. Army Corps of Engineers, prior to the start of clearing/grading. 2. The Discharger shall retain records of all monitoring information, including all. calibration and maintenance records, copies of all reports required by this Order, and records of all data used to complete the application for this Order. Records shall bemairitained for a minimum of five years from the date Of the sarrtple,- measurement, report, or'Applicatiion. This period may be extended during the course of any unresolved litigation regarding this discharge or when requested. by the Regional Board. - 3. The Discharger shall furnish to the Regional Board, within a reasonable time, any information which the Regional Board may request to determine whether cause . exists for modifying, revoking and reissuing, or terminating. this Order. The Dischargers shall also furnish to the Regional Board, upon request, copies of records required to be kept by this Order. 4. Where the Discharger becomes aware that they failed to submit any relevant facts in a Report of Waste Discharge or submitted incorrect information !in a Report of Waste Discharge or in any report to the Regional Board, it shall promptly submit such facts or information. 5. All reports or information submitted to the Regional Board shall be signed and certified as follows: a. Reports of Waste Discharge shall be signed as follows: i. For a corporation — by a principal executive officeror at least the level of vice-president. ii. Fora partnership or sole proprietorship — by a general partner or the proprietor, respectively. iii. ; For a municipality or other public agency - by either a principal executive officer or ranking elected official. . b. All reports required by this Order and other information required by the Regional Board shall be signed 'bya person designated in paragraph (a) of this provision, or by a duly authorized representative of that person. An individual is a duly authorized representative only if: L The authorization is made in writing by a person described in paragraph (a) of this provision; and ii. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity; and iii. The written authorization is submitted to the Regional; Board. Order No. R9-2008-0003 -15- Temecula 84 c. All reports required by this Order and other information required by the Regional Board shall be signed by a person designated in paragraph (a) of this provision, or by a duly authorized representative of that person. Any person signing a document under this Section shall make the following certification: "l certify under penalty of law that I have personally examined and am familiar with the information submitted in this document and all attachments and that, based on my inquiry of those individuals immediately responsible for obtaining the information, I believe that the information is true, accurate, and complete. /am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment." 6. The Discharger shall submit reports required under this Order, or other information required by the Regional Board, to: Executive Officer California Regional Water Quality Control Board San Diego Region Attn: 401 Program; File No. WPN:18-2007069:kschwall 9174 Sky Park Court, Suite 100 San Diego, California 92123 1. NOTIFICATIONS All information requested in this Certification is pursuant to California Water Code (CWC) section 13267. Civil liability may be administratively imposed by the Regional Board for failure to furnish requested information pursuant, to CWC section 13268. 2. This Order does not convey any property rights of any sort or any exclusive privileges. The requirements prescribed herein do not authorize the commission of any act causing injury to persons or property, nor protect the dischargers from liability under federal, state or local laws, nor create a vested right for the dischargers to continue the waste discharge. 3. These requirements have not been officially reviewed by the United States Environmental Protection Agency and are not issued pursuant to Section 402 of the Clean Water Act. The -provisions _of_this_Order_ are _ severable,_and_if:any_provision of -this _Order, or the_ _ application of any provision of this Order to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this Order, shall not be affected thereby. Order No. R9-2008-0003 -16- Temecula 84 s 5. The adoption of these waste discharge requirements constitutes water quality certification for the project as described in this Order pursuant to Section 401 of the Clean Water Act. The Regional Board hereby certifies that the proposed discharge from Temecula 84 (401 project no. 07C-069) will comply with the applicable provisions of sections 301 ("Effluent Limitations"), 302 ("Water Quality Related Effluent Limitations"), 303 ("Water Quality Standards and Implementation Plans"), 306 ("National Standards of Performance'% and 307 ("Toxic and Pretreatment EffluenVStandards") of the Clean Water Act. This Order becomes effective on the date of adoption by the Regional Board. I, John H. Robertus, Executive Officer, do hereby certify the foregoing is a full, true, and correct copy of an Order adopted by the California Regional Water Quality Control Board,, San Diego Region, on February. 13, 2008. J N H. ROB TUS xecutive Officer �� Attachment A - Project Description Attachment B - Project Area Attachment C - Monitoring and Reporting Program Attachment D - Stream Photo Documentation Procedure ATTACHMENT A TO ORDER NO. R9-2006-0104 PROJECT DESCRIPTION Applicant: Paul Garret Enterprises Inc. and Temecula Properties, LLC (hereinafter Dischargers) One Better World Circle, Suite 300 Temecula, CA 92590 Contact: Nancy Daniels 951-506-6556 Fax: 951-506-4831 ndaniels@thegarretqroup.net Applicant Stephen Neudecker Representatives: HELIX Environmental Planning, Inc. 7578 EI Cajon Blvd., Suite 200 La Mesa, CA 91941 SteveN@helixeg)i.com Project Name: Temecula 84 WDID Nos. 9 000001732 (WDR for non-federal fill) 9 000001678 (401 certification for federal fill) Project Location: The project is located west of Winchester Road between Remington Avenue and Cherry Street in Temecula, Riverside County, California. The site is situated on unsectioned lands of the Santa Road Land Grant, Township 8 South, Range 3 West in US Geological Survey 7.5 -minute Murrieta quadrangle map. The project will affect unnamed drainages to Murrieta Creek in the Murrieta Hydrologic Subarea (902.32) in the Santa Margarita Hydrologic Unit. Lat / Long (approximate): 33 30'52.95" N / 11711'03.04" W Type of Project: Commercial development. Project Description: The proposed Temecula 84 project (project) is a commercial development on an 86 -acre site, including a 25 -acre graded pad for a Professional Hospital Supply warehouse facility with office space and surrounding parking infrastructure. Also included in the design is an on-site extension of Remington Road and widening portions. of both Winchester Road and Dendy Parkway. Access would be provided by Remington Road. The majority of the western parcel (no. -909 -370 -018) -has -already -been graded.------ The raded. -- The applicant proposed to discharge fill material into both waters of the U.S./State subject to Sections 404 and 401 of the Clean Water Act (CWA) and non-federal waters of the State subject to waste discharge requirements under the California Water Code, but Temecula 84 -18- Order No. R9-2008-003 exempt from Sections 404 and 401 of the CWA. Federal Agency/Permit: U.S. Army Corps of Engineers §404 Permits: Nationwide Permit No. 39. Other Required California Department of Fish and Game (CDFG) Streambed Regulatory Approvals: Alteration Agreement. . California Environmental On September 25, 2007, the City of Temecula approved the Notice Quality Act (CEQA) of Determination for a Mitigated.Negative Declaration for the Compliance: Temecula 84 project (State Clearinghouse,No. 2007081042). Receiving Water: Discharges of Fill to Waters of the United States: Discharges of Fill to Non -Federal Waters of the State: Dredge Volume: Related Projects . Implemented/to be Implemented by the Applicant(s): Compensatory Mitigation: Unnamed water bodies tributary to Murrieta Creek within the Murrieta Hydrologic Subarea (902.32) Permanent: 0.02 acres (540.5 linear feet) total Ephemeral Drainage: 0.02 acres (540151inear feet) Temporary: None Permanent: 0.05 acres (834.9 linear feet) total Wetland: 0.02 acres (84.4 linear feet) Ephemeral Drainage: 0.02 acres (75015 linear feet) Temporary: None none A total of 0.5 acres has been preserved at1the Barry Jones Wetland Mitigation Bank by agreement dated September 28, 2007. This is a preservation ratio of more than 6:1 for the impacted waters. A total of 0.07 acres (771 linear.feet) of waters of the State will be created.' This is a creation ratio of 1:1 for the impacted waters. A channel will be dug parallel to'the existing Ichannel. Mitigation Plan for Enhancement: Draft Murrieta 18 Mitigation Plan, October 19, 2007. Temecula 84 -19- Order No. R9-2008-003 Best Management The structural treatment BMPs proposed for the project include 1) Practices (BMPs): grass swales {22 segments totaling 3,570 lineal feet), 2) four proprietary media filtration units by CDS Technologies with Zeolite/Perl ite/G ran ulated Activated Carbon (ZPG) media, and 3) three StormFilters by Contech Stormwater Solutions. All three types are flow based BMPs. Order No. R9-2008-0003 requires BMPs which achieve medium to high pollutant removal efficiency for all areas of the project including the driveway entrances, adjacent slopes, and public streets. Treatment BMP Plan: Project Specific Water Quality Management Plan for. PHS Warehouse, 42500 Winchester Road, City of Temecula, CA 92590, Phase 1 of Development Only, DEVELOPMENT NO. TPM 35181, DESIGN REVIEW NO. PA06- 0369, September 24, 2007 Public Notice: On July 13, 2007 receipt of the project application was posted on the Regional Board web site to serve as appropriate notification to the public. Fees: Total Due 401 Cert: $3,203 Total Paid: $500 and $2,703 (check No. 2703 and 3217) Totai Due WDRs: $8,850 Total Paid: $8,850 (check No. 3218) ,� ,�� - "" _ A �`_` •_ � : �., f F� ,� i ;`�` Temecula 84 -21- Order No. R9-2008-003 ATTACHMENT C TO ORDER NO. R9-2008-003 MONITORING AND REPORTING PROGRAM NO. R9-2008-003 for PAUL GARRETT ENTERPRISES INC. and TEMECULA PROPERTIES, LLC, TEMECULA 84, RIVERSIDE COUNTY, CALIFORNIA Responsible Party Updates. Paul Garret Enterprises Inc. and Temecula Properties, LLC (Dischargers) shall provide the name and contact information of any third party accepting responsibility for implementing the requirements of this Monitoring and Reporting Program. The notification shall be submitted to the Regional Board at least 30 days in advance of the transfer of responsibility. The notification shall include a signed statement from the new party demonstrating acceptance and understanding of the responsibility to meet the mitigation conditions and applicable requirements of this Program and the related conditions of Regional Board Order No. R9-2008-0003. The Regional Board may require modification or revocation and reissuance of this Order to change the responsible party and incorporate such other requirements as may be necessary under the California Water Code. Construction Monitoring. Construction best management practices (BMPs) shall be visually monitored throughout each construction phase of the project. Monitoring shall occur, at a minimum, at all detention and retention basins and all storm drain outfall structures to receiving waters. Failures of BMP performance that result in discharges of toxic materials or significant quantities of sediment to waters of the State and/or United States, or that result in erosion of waters of the State/U.S., shall be reported to the Regional Board within 24 hours of discovery. A description of remediation efforts that were implemented shall be reported to the Regional Board within five business days of discovery. 3. Geographic Information System Reporting. The Dischargers must submit Geographic Information System (GIS) shape files of the impact and mitigation areas and all post -construction BMPs within 30 days of project impacts and within 30 days of mitigation installation respectively. All impact and mitigation areas shape files must be polygons. Two GPS readings (points) must be taken on each line of the polygon and the polygon must have a minimum of 10 points. GIS metadata must also be submitted. 4. Project Completion Report. The Dischargers must submit a report to the Regional Board within 30 days of completion of the project. The report should include as -built drawings no bigger than 11" x 17", planting locations, and Temecula 84 -22- Order No. R9-2008-003 photos of the completed project including post -construction BMPs as detailed in Directive F of Order R9-2008-003. The report must include a compact disc that contains digital files of all information in the report. 5. Mitigation Completion Report. The Dischargers must submit a report to the Regional Board within 30 days of completion of mitigation site preparation and planting, describing as -built status of the. mitigation project. The report must include a. Topography maps, b. Planting locations, c. Pre- and post -construction photos of the mitigation area in accordance with Directive E of Order No. R9-2008-003, d. Survey report documenting boundaries of mitigation area; and e. The pre -project functional assessment conducted before mitigation. f. A compact disc that contains digital files of all information in the report. If the site grading and planting are not completed within six weeks of each other, separate reports will be submitted describing those specific as -built conditions. 6. Annual Monitoring and Status Report. The Dischargers must submit annual project monitoring and status reports prior to August 1 of each year. Annual monitoring and status reports must include information about the status of the entire project as well as relevant mitigation monitoring reports. Monitoring reports must be submitted annually until project construction is complete and mitigation has been deemed successful. Monitoring reports must include, but not be limited to, the following: a. Names, qualifications, and affiliations of the persons contributing to the report; b. Status report on the construction of the project; c. Tables presenting the raw data collected in the field as well as analyses of the physical and biological data, including at a minimum; i. Topographic complexity characteristics at each mitigation site; ii. Upstream and downstream habitat and hydrologic connectivity; iii: Width of native vegetation buffer around the entire mitigation site. d. Qualitative and quantitative comparisons of current mitigation conditions with pre -construction conditions and previous mitigation monitoring results including results of an annual functional assessment; e. Photo documentation from established reference points in accordance with the Directive E of Order No. R9-2008-003.; f. Other items specified in the final mitigation plan; and g. A compact disc that contains digital files of all information in the report. 7. Noncompliance. The Discharger shall report all instances of noncompliance not reported under Standard Provision G.10 of Order No. R9-2008-003 at the time monitoring reports are submitted. The reports shall contain the information described in Standard Provision G.10. Temecula 84 -23- Order No. R9-2008-003 8. Certification. Each monitoring and technical report submitted to the Regional Board shall include the following certification statement signed by the principal executive officer, ranking elected official, or duly authorized representative of that person: 1 certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person(s) directly responsible for gathering the information, the information is, to the best of my knowledge and belief, true, accurate, and complete. 1 am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 9. Signature Requirement. The monitoring reports shall be signed by an authorized person as required by Requirement H.5 of Order No. R9-2008- 003. 10. Submission. All Monitoring Reports shall be submitted to: Executive Officer California Regional Water Quality Control Board San Diego Region. 401 Certification; File No. NWU:18-2007069:kschwall 9174 Sky Park Court, Suite 100 San Diego, Ca 92123 11. CWC 13267. All information requested in this Certification is pursuant to California Water Code (CWC) section 13267. 12. CWC 13268. Pursuant to CWC section 13268, any person failing, or refusing to furnish technical or monitoring program reports as required by section 13267, or falsifying any information provided therein, is guilty of a misdemeanor, and may be liable civilly in an amount which shall not exceed one thousand dollars ($1,000) for each day in which the violation occurs --Ordered-by.-Z-- JOHN Ordered-by:GJOHN H. Date: February 13, 2008 Y+• Project Specific Water Quality Management Plan For: PHS Warehouse 42500 Winchester Road, City of Temecula, CA 92590 Phase 1 of Development Only DEVELOPMENT NO. TPM 35181 DESIGN REVIEW NO. PA06-0369 Prepared for: • The Garrett Group, LLC One BetterWorld Circle, Suite 300 Temecula, California 92590 Nancy Daniels, Project Manager (951) 506-6556 Ext. 2082 (951) 506-4831 Fax Prepared by: SB&O, Inc 3990 Ruffin Road, Suite 120 San Diego CA, 92123 Allen L. Butcher, PE Vice President 858.560.1141 x102 Fax 858.560.8157 JN 65472.62 WQMP Preparation/Revision Date: :10 February 11, 2008 (V8) Added StormFilter (MFS) Units @ Remington Inlets & Dendry Driveway n u • 0 OWNER'S CERTIFICATION This project -specific Water Quality Management Plan (WQMP) has been prepared for The Garrett Group, LLC by SB&O, Inc for the project known PHS Warehouse at 42500 Winchester Road, City of Temecula. CA 92590. This WQMP is intended to comply with the requirements of City of Temecula for TM 35181 — Phase 1 only, which includes the requirement for the preparation.and implementation of a project -specific WQMP. The remainder of the developed pads will need to address water quality and conditions of concern in later phases. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipal Code Section 8.28.500). If the undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I certify under penalty of law that the provision of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner's - ture Nowc j L -an 1 e [:& Owner's Printed Name The Garrett Group, LLC One BetterWorld Circle, Suite 300 Temecula, California 92590 (951) 506-6556 Note: The Owner's Signature must be Notarized Date t414, Manager CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT 0 0 Hia .. A .p. O..q<.p. ?ai.0<.0 �..'�.. oa. vAf..OS n �,. 0v n. �. Aa.. q..l. ?».H .'•\ �'vAa�O � ..@a.?aS �. .�.„yi A...q. ryyc�>,.s�$,�. 0?'.9a State of California l County of f? i Ve y -e, Jl on Z�ll before me, Susanl�. <�GYlPS. OUo�¢ry �ub�/c Date ere Insert ame antl Tiile of t e ORicer personally appeared who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s04re subscribed to the within instrument and acknowledged,to me that he executed the sa er/ authorized capaclty(ies), and that by ' /Feentity signature(s)-on the instrument the person(s), or upon behalf of which the person (E4 -acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Place Notary Seal Above - Signature of No[ y Public O. TIO L Though the information below is not required by law, it may prove vatuabitlIlItc per s relying on t e document and could prevent fraudulent removal and reattachment of this form to ano ocu nt. Description of Attached Document Title or Type of Document: nw aerf5 G r4 dr Ca 4 ra N Document Date: 24116, Number of Pages: ) Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: ❑ Individual ❑ Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: RIGHTTHUMBPRINT L ®2W7 National NotaryAsseciatlon• 9350 De Soto Ave., PO. Box 2402•Chatsworth, CA 91313-2402-w NatioualNctaryorg Item N5W7 ReorderCall Toll-Freet-800-8]6-682] Signer's Name: ❑ Individual ❑ Corporate Officer —Title(s): ❑ Partner —❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee Top of thumb here ❑ Guardian or Conservator ❑ Other: • Signer Is Representing: • Signer's Name: ❑ Individual ❑ Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: RIGHTTHUMBPRINT L ®2W7 National NotaryAsseciatlon• 9350 De Soto Ave., PO. Box 2402•Chatsworth, CA 91313-2402-w NatioualNctaryorg Item N5W7 ReorderCall Toll-Freet-800-8]6-682] • 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. Allen L. Butcher, E tDa e r v �. ao.aia `, _aFCAUF r1 U U • Contents Section Page I PROJECT DESCRIPTION A-5 11 SITE CHARACTERIZATION A-11 III POLLUTANTS OF CONCERN A-12 IV HYDROLOGIC CONDITIONS OF CONCERN A-15 V BEST MANAG EMENI' PRACTICES A-20 V.l Site Design BMPs A-21 V.2 Source Control BMPs A-25 V3 Treatment Control BMPs A-28 VA Equivalent Treatment Control Alternatives A-32 V.5 Regionally -Based Treatment Control BMPs A-32 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs A-33 VII FUNDING A-36 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE PLAN C. SUPPOR'T'ING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMEN'T'S - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE I ENVIRONMENTAL SITE ASSESSMENT- SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS • • • Water Quality Management Plan (WQMP) PHS Warehouse I. Project Description The project description shall completely and accurately describe in narrative form, and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be described and/or addressed in the "Project Description" section of the project -specific WQMP: ■ Project owner and WQMP preparers e Project location; ■ Project size; ■ Standard Industrial Classification (SIC), if applicable; ■ Location of facilities; ■ Activities and location of activities; ■ Materials Storage and Delivery Areas; ■ Wastes generated by project activities. A-5 Water Quality Management Plan (WQMP) PHS Warehouse • Attachment to Section I. PROJECT DESCRIPTION: The property is located at the northwest corner of Winchester Road and Dendy Parkway in the northwest portion of Temecula, near the City limits. The project is approximately '/z mile west of Murrieta Creek and Diaz Road. Construction will include the completion of Winchester Road and Dendy Parkway along the project frontage. Remington Avenue will be extended west from the intersection and provide for truck access. Employee and visitor access will be from a driveway off of Dendy Parkway. The project Tentative Map includes 3 other developable lots that are not covered by this report. In addition to the grading for the PHS site and the Remington extension, a small pad will be graded near the south boundary. Future development will also occur west and east of the PHS site. An open space remainder lot is expected to remain west of the future Western Bypass. The first Phase of the development will be the PHS warehouse site (See Site Map in Appendix B). Grading will consist of a 25 -acre pad and related slopes for the PHS site (Parcel 4). Related grading will include Remington Road west of Winchester and a small building pad south of Remington (Parcel 3). The total graded footprint is approximately 40 acres. • LOCATION OF NEW FACILITIES (relative to project boundaries): A 12 -acre building will occupy the central portion of the pad. Employee and visitor parking lots will be located on the north and east side of the building. The south side of the building will be limited to a paved truck access and employee parking near the building. The parking lots and loading areas comprise about 10 acres, with hardscape occupying about 1 acre. The remaining 2 acres are landscaping in and adjacent to the paved areas. Corporate office space will be located in the northeast portion of the building and include 2 stories. A pump house for fire protection purposes will be located south of the southerly drive aisle. In order to limit the storm water runoff for the 2 and 10 -year 24-hour storms, two detention basins will be used. A small detention basin (Basin #2) is located south of the building to provide attenuation for the paved runoff on the east side of the building. Stormwater from the northern portion of the site will be attenuated by a large detention basin (Basin #1), located on a future development pad (Parcel 1), east of the PHS site. PROPOSED ACTIVITIES AT THESE FACILITIES: The operation of the PHS site is to receive, store, repackage and distribute medical supplies. As Hospital orders are processed, individual items are pulled and assembled for shipment. PHS trucks then deliver the custom orders to the individual hospital sites. The operational model is to improve hospital and medical care facility • efficiency by providing electronic ordering, bulk distribution and just -in -time delivery for supplies. Material storage and processing will be confined inside the building. FEW • Water Quality Management Plan (WQMP) PHS Warehouse SPECIFIC LOCATIONS OF THESE ACTIVITIES: The operations will occur inside the PHS building, with loading and receiving docks at the west, northwest and east sides of the building. Employees parking will be located south and east of the building. The corporate operations will be located at the north end of the building. LOCATIONS OF MATERIAL STORAGE AREAS: All materials will be stored inside the building. LOCATIONS OF LOADING AND UNLOADING AREAS: Receiving docks (uncovered) are located on the west and northwest side of the building. Loading docks (uncovered) on the southern portion of the east side will be used for outgoing shipments. ACTIVITY -SPECIFIC WASTES TO BE GENERATED: • Waste generation is predominately packaging materials, with normal office waste from the corporate office. Due to the large volume of cardboard and paper waste, a baler/compactor will be used. A-7 • Project Owner: The Garrett Group, LLC One BetterWorld Circle, Suite 300 Temecula, California 92590 Nancy Daniels, Project Manager (951) 506-6556 Ext. 2082 Fax (951) 506-4831 WQMP Preparer: SB&O, Inc 3990 Ruffin Road, Suite 120 San Diego CA, 92123 Allen L. Butcher, PE Vice President 858.560.1141 x102 Fax 858.560.8157 Project Site Address Planning Area/ Community Name: APN Number(s): Thomas Bros. Map: Project Watershed: Sub -watershed: Project Site Size: Water Quality Management Plan (WQMP) PHS Warehouse 42500 Winchester Road, City of Temecula, CA 92590 City of Temecula 909-370-18 & 32 985-D5(2005) Santa Margarita River (HA 902) Murrieta Creek (HU 902.32) 25 acre pad & related slopes for PHS Warehouse Building Standard Industrial Classification (SIC) Code: 5047 Medical, Dental & Hospital Equipment and Supplies Formation of Home Owners' Association (HOA) or Property Owners Association (POA): NO — Maintained by Owner/Operator of the site. A-8 Water Quality Management Plan (WQMP) PHS Warehouse • Additional Permits/Approvals required for the Project • AGENCY Permit required (yes or no) State Department of Fish and Game, 1602 Streambed Yes Alteration Agreement State Water Resources Control Board, Clean Water Yes Act (CWA) Section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit Yes (NW 29) US Fish and Wildlife, Endangered Species Act section NO 7 biological opinion Other (please list in the space below as required) City of Temecula YES Grading Permit, Building Permit YES SWRCB — General Construction Activity YES Appendix A of this project -specific WQMP shall include 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; Ma Water Quality Management Plan (WQMP) PHS Warehouse • • Location of points where onsite (or tributary offsite) flows exit the property/project site; • C� ■ Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site. Each tributary area should be clearly denoted; ■ Pre -and post -project topography. Appendix G of this project -specific WQMP shall include copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements. A-10 • i- IL • II. Site Characterization Land Use Designation or Zoning: Current Property Use: Proposed Property Use: Availability of Soils Report: Phase 1 Site Assessment: Water Quality Management Plan (WQMP) PHS Warehouse Industrial Park Vacant — a portion was previously graded. Warehouse with Corporate Office Yes No Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Designated Beneficial Proximity to RARE Impairments Uses Beneficial Use Phosphorous Mun. Ag, Ind, Proc Not a Rare Water Body. Murrieta Creek Iron GWR, Recl, Rec2, Approx 2,000 feet east 2.32, 2.52 Manganese Warm, Wild of the site. Nitro en Santa Margarita Phosphorous Mun, Agr, Ind, Recl, RARE Water Body River - Upper Rec2, Warm, Cold, 4 miles 2.22 2.21 Wild Rare Santa Margarita None Mun, Agr, Ind, Proc RARE Water Body River - Lower Recl, Rec2, Warm, 12 miles 2.13, 2.12, 2.11 Cold, Wild, Rare Santa Margarita Eutrophic Recl, Rec2, Est, RARE Water Body Lagoon Wild, Rare, Mar, 35 miles 2.11 MirSwn None Ind, Nav, Recl, Rec2 RARE Pacific Ocean Comm, Biol, Wild, 35.5 miles Rare, Mar, Aqua, Mi r, S wn Shell G�fl Water Quality Management Plan (WQMP) PHS Warehouse 40 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: I. 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 (See Section II above). 2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act Section 303(d) list of impaired water bodies, which can be found at website • www.swrcb.ca.gov/tmdl/303d_lists.html. List all pollutants for which the proximate Receiving Waters are impaired (See Item 11 above). 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 Pollutants: • The PHS facility is a fairly clean operation when compared to other "industrial" operations. The priority project category that most closely describes the pollutants is a parking lot. All project runoff discharges to Murrieta Creek (902.32) which is not on the 303(d) list. A portion of Murrieta Creek further downstream (902.52) is impaired for Phosphorous (Urban stormwater is listed a potential source) and, Nitrogen, Iron, and Manganese (sources unknown). Phosphorous & Nitrogen are in the Nutrients category, with primary sources from fertilizers and eroded soils. Iron and Manganese are Metals, but are not identified in the list of "metals of concern" (cadmium, chromium, copper, lead, mercury and zinc). The combination of Iron and Manganese in the absence of other metal contaminates are not normally associated with urban runoff from parking lots. FENN 40 0 0 Water Quality Management Plan (WQMP) PHS Warehouse Attachment to Section III. Item #1. Addressed in Section 11, Receiving Waters table. Item 42. Addressed in Section 11, Receiving Waters table. Item #3. 'Parking Lots' will be used as the pollutant category for this WQMP. As such, the pollutants associated with parking lots are listed below. Ol 0 6 Organic Compounds Parking Lot No (petroleum hydrocarbons) Trash & Debris Parking Lot No Oil & grease Parking Lot No Metals Parking Lot Yes — Iron & Manganese Sediment/turbidity Landscaped Areas No Nutrients Landscaped Areas Yes — Phosphorous & Nitrogen Oxygen demanding Landscaped Areas No substances Pesticides Landscaped Areas No Bacteria[ indicators Parking Lot & Roof No A-13 Water Quality Management Plan (WQMP) PHS Warehouse 40 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: None • A-14 Water Quality Management Plan (WQMP) PHS Warehouse • IV. Hydrologic Conditions of Concern Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; storm flows could fill this sediment -carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre -development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project -specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions are met: ■ Condition A: Runoff from the Project is discharged directly to a publicly -owned, operated and maintained MS4; the discharge is in full compliance with Co -Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co -Permittee. ■ Condition B: The project disturbs less than 1 acre. The disturbed area calculation should include all disturbances associated with larger plans of development. ■ Condition C: The project's runoff flow rate, volume, velocity and duration for the post -development • condition do not exceed the pre -development condition for the 2 -year, 24-hour and 10 -year 24-hour rainfall events. This condition can be achieved by minimizing impervious area on a site and incorporating other site -design concepts that mimic pre -development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co -Permittee. This Project meets the following condition: THE PROJECT WILL MEET THE REQUIREMENTS FOR CONDITION C. Two detention basins will be used to attenuate peak flows from the Warehouse site. Supporting engineering studies, calculations, and reports are included in Appendix C. See attached pre vs. post development storm water summary on the next page. Storm water runoff from the surface parking and loading/receiving docks will flow overland away from the building. Grass swales will be located at the limits of the paving to provide water quality treatment. Flows in the grass swales will be collected at the curb inlets. Roof water will be piped directly to the underground storm drain system, Cartridge based (ZPG) underground structural treatment BMPs will provide treatment for the underground storm drain system (roof and parking lot flows). These systems will be the only treatment for the roof runoff, and the second treatment for most of the parking lot runoff. All of the storm drain runoff from the site will be discharged to Murrieta Creek by the existingrp ivate 60" storm drain system in Winchester Road and Dendy Parkway. The existing storm drain from this system is currently stubbed to the site at several locations. The proposed storm drain system has been design to balance the drainage areas consistent with the pre -development condition. In order to limit the storm water runoff for the 2 and 10 -year 24-hour storms, two detention basins will be used. Stormwater from the northern portion of the site will be attenuated by a detention basin, located on the future development pad east of the PHS site. The future development of the eastern pad will be constrained by this basin. The basin could be expanded, Water Quality Management Plan (WQMP) PHS Warehouse • relocated, or reconfigured. Any changes to the design will need to be documented as part of the future development plan. The second basin is located near the Remington truck entry at the southern portion of the site. • The basins will be earth bottom to allow for some infiltration, and will be designed with vegetated side slopes to limit erosion. Although i they will allow for some infiltration, they are not extended detention basins, and they are not intended to provide treatment. The site will also receive storm water from the hillside above the PHS pad, Approximately 60 acres naturally drains to the north of the development. In order to avoid a diversion, a separate bypass storm drain system will be constructed through the PHS site and discharge near the northeast corner. This storm water will not be treated or attenuated. No site runoff will be discharged to the bypass storm drain. ITC, 0 Attachment to Section IV. • Water Quality Management Plan (WQMP) PHS Warehouse Notes I. The discharge values in parentheses reflect the detention basins outflows (See Appendix F). 2. Velocity values are based upon the discharge velocity at the receiving waters (Murrieta Creek). The existing 60" private storm drain includes the runoff from the PHS site, the adjacent business/industrial park and the natural hillsides (approx 334 acres in total). This record velocity from the plans was calculated using the Rational Method Hydrology, which approximately corresponds to a 100 -Year 1 -Hour storm (460.3 cfs at the double 8' x3' box culvert with a discharge velocity of 18 fps). The predevelopment values were adjusted to reflect the change in storm duration and return period. Discharge velocities were re -calculated based upon the adjusted runoff. Since there is no increase in the 10 and 100 year 24 hour storms, the values remain unchanged. A minor increase in the discharge velocity for the 2 -year 24-hour storm may occur (See item #5 below). 3. The runoff volumes are based upon the total storm runoff for the PHS developed pad and a portion of the rear slope areas. 4. The durations listed represent the rational method times of concentration. The flow path is from the natural hillside to the existing storm drain in Winchester. 5. The 2 -year 24-hour discharge at Murrieta Creek is estimated at 8.8 cfs for the 334 -acre basin. The time of concentration at the discharge location (Murrieta Creek) is in excess of 25 minutes compared with 13 minutes for the site, and is approximately '/2 mile from the project site. Given that the increase in site runoff will account for no more than a 5% increase in discharge to Murrieta • Creek, no change in discharge or velocity is expected. A-17 i yrs S M. YY' 2 Y -EAR, 24"H014 xv 10 YFyAR, 24 0R^�24 H(3U E NW wa Pre. dost � wPre ��� Post . att 1§ost , eve�opmant devalmenr 4 Mev 101leve opmeut .. 1ment developme t development 0.69 4.(1.106) 8.72 10.07 17.52 17.80 (Q) (5.41 (9.86) Velocity 4.4 4.5 5.2 5.2 10.3 10.3 (ft/sec) Volume (acre- 0.47 2.79 2.76 5.08 8.25 9.00 feet) Duration 14.3 13.6 13.9 13.5 13.6 13.5 (minutes) Notes I. The discharge values in parentheses reflect the detention basins outflows (See Appendix F). 2. Velocity values are based upon the discharge velocity at the receiving waters (Murrieta Creek). The existing 60" private storm drain includes the runoff from the PHS site, the adjacent business/industrial park and the natural hillsides (approx 334 acres in total). This record velocity from the plans was calculated using the Rational Method Hydrology, which approximately corresponds to a 100 -Year 1 -Hour storm (460.3 cfs at the double 8' x3' box culvert with a discharge velocity of 18 fps). The predevelopment values were adjusted to reflect the change in storm duration and return period. Discharge velocities were re -calculated based upon the adjusted runoff. Since there is no increase in the 10 and 100 year 24 hour storms, the values remain unchanged. A minor increase in the discharge velocity for the 2 -year 24-hour storm may occur (See item #5 below). 3. The runoff volumes are based upon the total storm runoff for the PHS developed pad and a portion of the rear slope areas. 4. The durations listed represent the rational method times of concentration. The flow path is from the natural hillside to the existing storm drain in Winchester. 5. The 2 -year 24-hour discharge at Murrieta Creek is estimated at 8.8 cfs for the 334 -acre basin. The time of concentration at the discharge location (Murrieta Creek) is in excess of 25 minutes compared with 13 minutes for the site, and is approximately '/2 mile from the project site. Given that the increase in site runoff will account for no more than a 5% increase in discharge to Murrieta • Creek, no change in discharge or velocity is expected. A-17 U I� U Water Quality Management Plan (WQMP) PHS Warehouse Attachment to Section IV Stormwater Impacts The development of the PHS site (Phase 1) will increase the peak runoff rate from the site. Two detention basins will be constructed to attenuate peak runoff rates. These basins are not designed to mitigate the impacts of any of the other lots in later phases. In order to design the detention basins, a variety of storms were analyzed including the 100 -year storms of 3 & 6 -hour duration. These two storms provide the greatest combination of runoff volume and peak flow rates, and will dictate the maximum storage capacity for the detention basins. A comparison of the predevelopment and post development conditions is provided on the next page. A review of the peak flow rates indicates that the detention basins will attenuate the peak flow rates to at or below pre -development levels, and will not impact the downstream storm drain system (60" storm drain in Dendy Parkway). A-18 • L� PHS Warehouse — Phase 1 Drainage Area 29.67 ac Comparison of Pre vs Post Development Pre- Post w/ Detention 100X3 100x3 Peak (cfs) 49.60 52.97 22.22 Runoff Volume (ac -ft) 4.36 4.44 4.44 Detention Required (ac -ft) 3.00 Detention provided (ac -ft) 3.17 Water Quality Management Plan (WQMP) PHS Warehouse Attachment to WQMP Section IV Pre- Post W/ Detention 100x6 100x6 41.61 45.01 36.69 5.26 5.42 Notes The effects of the detention include a 55% reduction in the 100 year 3 hour storm & a 12 % reduction in the 100 year 6 hour storm event 5.42 A-19 • Water Quality Management Plan (WQMP) PHS Warehouse V. Best Management Practices VA SITE DESIGN BMPS Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize Impervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas (DCIAs) The project proponent should identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. Complete Table 1, Then insert text —provide narrative describing which site design concepts were incorporated into the project plans. If the project proponent implements a Co -Permittee approved alternative or equally effective Site Design BMP not specifically described below, the appropriate check box Site Design BMP checkbox should be marked and an additional description indicating the nature of the BMP and how it addresses the Site Design concept should be provided. Note, the Co -Permittees general plan or other land use • regulations/documents may require several measures that are 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 for use in this table/narrative. See Section 4.5.1 of the WQMP for additional guidance on Site Design BMPs. If a particular Site Design BMP concept is found to be not applicable, please provide a brief explanation as to why the concept cannot be implemented. Also provide a narrative describing how each included BMP will be implemented. In those areas, where Site Design BMPs require ongoing maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection shall be described. The location of each Site Design BMP must also be shown on the WQMP Site Plan included in Appendix B. 0 • 0 0 Table 1. Site Design BMPs Site Desi Concept 1 Water Quality Management Plan (WQMP) PHS Warehouse Included Specific BMP Maximize the permeable area (See Section 4.5.1 of the WQMP). Incorporate landscaped buffer areas between sidewalks and streets. Maximize canopy interception and water conservation YES,,) by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and larqe shrubs. natural drainage systems. no Where soils conditions are suitable, use perforated NOs) pipe or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to YESR increase opportunities for infiltration consistent with Other comparable and equally effective site design concepts as approved by the Co -Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). 1. Site design BMPs include maximizing the permeable area by locating corporate office space on the second floor. 2. The grass swales will provide a landscaped buffer at the edge of the parking lots. 3. The landscape plan includes the uses of drought tolerant tress and shrubs. 4. The development of the site and the prior grading activities preclude the use of natural drainage systems. 5. The site development plan limits the ability to locate infiltration areas. Locations would be limited to the top of large fill slopes, which are not a recommended practice. 6. Earth bottom detention basins will provide infiltration opportunities. 7. Not applicable. A-21 0 Table 1. Site Design BMPs (Cont.) • Water Quality Management Plan (WQMP) PHS Warehouse 1. Site design BMPs include maximizing the permeable area by locating corporate office space on the second floor. 2. Infiltration BMPs are not recommended for this site. 3. Minimum widths per City standards. • 4. Parking streets are per City standards. 5. Hardscape surfaces have been minimized. A-22 Included Design Technique Specific BMP yes no Concept Site Design Minimize Impervious Concept 2 Footprint Maximize the permeable area (See Section 4.5.1 of the YES„) WQMP. Construct walkways, trails, patios, overflow parking NO(2) lots, alleys, driveways, low -traffic streets and other low -traffic areas with open -jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and parking lot aisles to YES„) the minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised. Reduce widths of street where off-street parking is N/A(, available. Minimize the use of impervious surfaces, such as YESO) decorative concrete, in the landscape design. Other comparable and equally effective site design N/A concepts as approved by the Co -Permittee (Note: Additional narrative required describing BMP and how it addresses Site Desi n conte t . Site Design Conserve Natural Areas Concept 3 Conserve natural areas (See WQMP Section 4.5.1). YESs Maximize canopy interception and water conservation YES(„ by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. NO(8) omparable and equally effective site design N/A s asapproved by the Co -Permittee (Note: E al narrative required describing BMP and how sses Site Design concept). 1. Site design BMPs include maximizing the permeable area by locating corporate office space on the second floor. 2. Infiltration BMPs are not recommended for this site. 3. Minimum widths per City standards. • 4. Parking streets are per City standards. 5. Hardscape surfaces have been minimized. A-22 Water Quality Management Plan (WQMP) PHS Warehouse • 6. Portions of the PHS site were previously graded which removed natural features. • LJ 7. The landscape plan will include the use of appropriate tree species. Existing trees will not be preserved. 8. Natural drainage systems within the development footprint will not be preserved. The existing natural systems within the open space area will be retained. Table 1. Site Design BMPs (Cont.) A-23 Included Design Technique Specific BMP yes No Concept Site Design Concept 4 Minimize Directly Connected Impervious Areas (DCIAs) 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. NO),) Where landscaping is proposed, drain impervious YES(2) sidewalks, walkways, trails, and patios into adjacent landscaping. Increase the use of vegetated drainage swales in lieu YES,) of underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated NO),) swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb; YES),) periodic swale inlets drain to vegetated swale/biofilter. Dual drainage system: First flush captured in street NO(6) catch basins and discharged to adjacent vegetated swale or gravel shoulder, high flows connect directly to MS4s. Design driveways with shared access, flared (single NO)„ lane at street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. Uncovered temporary or guest parking on private NOa) residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, YES(,) incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of NO),o) the Co-Permittee's minimum parking requirements) may be constructed with permeable paving. Other comparable and equally effective design N/A concepts as approved by the Co -Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). A-23 Water Quality Management Plan (WQMP) PHS Warehouse • 1. The site is neither residential nor commercial. The industrial nature of the project and the magnitude of the building makes infiltration of roof runoff infeasible. 2. The landscaped areas at the edge of pavement include a grass Swale to provide water quality treatment. 3. Vegetated swales are used. 4. Not a rural site. 5. Vegetated swales are at the edge of the parking lot behind the curb line. Periodic openings allow first flush to enter, larger storm flows are carried in the curb & gutter. 6. This design concept is for private streets, or outside the public right-of-way. The topography of the site does not allow for this concept adjacent to the public streets. 7. Most of these concepts are for a residential development, and not appropriate for high traffic areas and large truck volumes. The magnitude of the PHS building and operation, and the topography of the site precludes shared driveways. The urban swale system concept (footnote 5) above does drain the runoff into the landscaping before collection into the private storm drain system. 8. No temporary or guest parking. 9. Vegetated swales are used at the edge of the parking lot. 10. No overflow parking. The site plan uses the minimum parking spaces required. • • A-24 • • • Water Quality Management Plan (WQMP) PHS Warehouse V.2 SOURCE CONTROL BMPS Table 2. Source Control BMPS BMP Name Check One If not applicable, state brief reason Included Not Applicable Non -Structural Source Control BMPS YES Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions YES Irrigation System and Landscape Maintenance YES Common Area Litter Control YES Street Sweeping Private Streets and Parking Lots YES Drainage Facility Inspection and Maintenance YES Structural Source Control BMPS YES MS4 Stenciling and Signage Landscape and'Irri ation System Design YES Protect Slopes and Channels YES Provide Community Car Wash Racks No washing activities proposed Properly Design: Fueling Areas No Fueling proposed Air/Water Supply Area Drainage No Air/Water Supply Trash Storage Areas YES Loading Docks YES Maintenance Bas No Maintenance bays Vehicle and E ui ment Wash Areas No Wash Areas Outdoor Material Storage Areas No Outdoor Storage Outdoor Work Areas or Processing Areas No outdoor Work or Processing Provide Wash Water Controls for Food Preparation Areas No food prep The owner and operator of the site will retain a copy of this WQMP, which details the requirements for the operation and maintenance of the Source Control BMPS listed above. CC&R's for the project shall include requirements for the above items. Maintenance of the site landscaping and irrigation system will be performed on a regular basis by a professional landscape company, similar to any other site. These duties will include maintenance of the vegetated swales in accordance with the design parameter regarding grass length. Maintenance of the onsite storm drains, underground treatment BMPS and the detention basins will be performed by a commercial vendor, since there is no local maintenance district. This shall include the rip -rap, control structures and side slopes of the basins. Cleaning of the parking lots and loading areas shall employ a street sweeper. All onsite inlets and those in the public street will receive stenciling/signage following construction. Loading and receiving docks will be drained to a grass swale. Appendix D includes copies of the educational materials that will be used in implementing this project -specific WQMP. A-25 LJ Water Quality Management Plan (WQMP) PHS Warehouse Attachment to Section V.2 Provided at occupancy, within three Education months for new hires, and annually for existing employees Site Operator Activity Restrictions Daily Site Operator Landscape Maintenance Bi -weekly Site Operator Litter Control - Daily Site Operator Parking Lot/Street Sweeping Monthly Site Operator Drainage Inspection and Maintenance Monthly Site Operator Stenciling and Signage Bi -annually Site Operator Irrigation System Maintenance Same as landscape maintenance Site Operator Slopes and Channels Same as landscape maintenance Site Operator Trash Storage Areas Weekly Site Operator Cardboard Baler/Compactor Weekly Site Operator VW., Water Quality Management Plan (WQMP) PHS Warehouse • V.3 TREATMENT CONTROL BMPs Complete Table 3. Directions for completing Table 3: Treatment Control BMP Selection Matrix For each pollutant of concern enter "yes" if identified using Exhibit B (Riverside County WQMP - General Categories of Pollutants of Concern per the instructions specified in Section III of this Template), or "no" if not identified for the project. Check the boxes of selected BMPs that will be implemented for the project to address each pollutant of concern from the project as identified using Exhibit B. Treatment Control BMPs must be selected and installed with respect to identified pollutant characteristics and concentrations that will be discharged from the site. For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an explanation of how they will be addressed by Treatment Control BMPs. For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more Treatment Control BMPs of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern will be fully addressed. The Agency may require information beyond the minimum requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. In addition to completing the Selection Matrix, provide detailed descriptions on the location, implementation, installation, and long -tern O&M of planned Treatment Control BMPs. Detailed information regarding the operation and maintenance requirements may be found in Section VI. Supporting engineering calculations for QBMp and/or VBmp, and Treatment Control BMP design details are included in Appendix F. The locations of the Treatment Control BMPs are shown on the Site Plan included in • Appendix B. 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. There are no infiltration based BMPs for this oroiect. A copy of the percolation study is included in Appendix E. The structural treatment BMPs for the project include 1) grass swales {22 segments totaling 3,570 lineal feet), and 2) Seven proprietary StormFilter media filtration units (Contech) with Zeolite/Perlite/Granulated Activated Carbon (ZPG) media. Both are flow based BMPs. The vegetated swales are located at the exterior edge of the parking lots and loading/receiving dock areas. See sheet 6 of the BMP site map for locations of the individual swale and tributary areas. These swales provide treatment for the paved areas. Flows from the swales are collected by the onsite storm drain system. Maintenance requirements for the vegetated swales are primarily aimed at sustaining a long and healthy grass. Two StormFilter units are located near the northeast corner of the PHS site and a third is located at the east portion of the site. A smaller fourth unit is located along the southern edge of the pad near the Remington truck entry. These units provide sole treatment for roof water and supplemental treatment for the parking lot runoff. These units are essentially an underground vault with multiple filtration cartridges. The treatment flow rate is obtained by installing multiple cartridges. All flows will travel through the cartridges and piping system in order to escape the vault. The vault design includes an oil baffle and the ability to trap sediment. An upstream diversion manhole is provided to channel low flows to the unit and allow larger storm flows to bypass the • treatment path. Maintenance requirements include removing accumulated floatable, trash, debris and sediment. A-28 Is • Water Quality Management Plan (WQMP) PHS Warehouse Depending upon pollutant loading levels, the filtration media in the cartridges will get replaced on an annual basis Runoff from the driveway entrances and adjacent slopes, along with water from the public streets cannot be treated by the above systems due to the extreme differences in elevation. Smaller Media Filtration units will be used at the two Remington curb inlets and another single unit will treat runoff collected by the two curb inlets and the Dendy driveway. A-29 0 Table 3: Treatment Control BMP Selection Matrix Water Quality Management Plan (AP) PHS Warehouse Pollutant of Concern Treatment Control BMP Categories(9) Neg. FFilter Detention Basins (2) Infiltration Basins & Trenches/Porous Pavement (3)(10) Wet Ponds or Wetlands Sand Inlet Filter or Inserts Filtration Hydrodyna mic Separator Systems (4) "Storm Filter" Filtration w/ ZPGac 11 ( ) Sediment/Turbidity M H/M H/M H/M L H/M (L for turbidity) U Yes/No? Yes Yes Yes Nutrients L M H/M H/M L/M L L U Yes/No? Yes Yes Yes Organic Compounds U U U U H/M L L U Yes/No? Yes Yes Yes Trash & Debris L M U U H/M M H/M U Yes/No? Yes Yes Yes Oxygen Demanding Substances L M H/M H/M H/M L L U Yes/No? Yes Yes Yes Bacteria & Viruses U U H/M U H/M L L U Yes/No? Yes Yes Yes Oils & Grease H/M M U U H/M M L/M U Yes/No? Yes Yes Yes Pesticides (non -soil bound) U U U U U L L U Yes/No? Yes Yes Yes Metals H/M M H H H L L U Yes/No? Yes Yes ME • Water Quality Management Plan (WQMP) PHS Warehouse Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36 -48-hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment (www.cabmohandbooks.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. (11) The proposed proprietary device is the "StormFilter" by Contech Construction Products, Inc with mixed media containing Zeolite; Perlite and Granulated Activated Carbon. Expected removal efficiency is expected to be medium to high for all pollutants categories. A-31 Water Quality Management Plan (WQMP) PHS Warehouse • VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not applicable. V.5 REGIONALLY -BASED TREATMENT CONTROL BMPS Not applicable. 11 • A-32 0 Water Quality Management Plan (WQMP) PHS Warehouse 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. Please identify operations and maintenance requirements, as described above, for each structural BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in Appendix G. There are 3 categories of Structural BMPs for the project. Two BMPs are for treatment and include grass swales and underground Media Filtration Units. The detention basins are non -treatment BMPs. All will be operational by the time the building is opened, and all components are self-operating. Additional information regarding the maintenance requirements is attached to this section. The first component of the O&M program is inspection and record keeping. The maintenance frequency will be dependant upon the generation of trash, debris, sediment and pollutants loads at the site and will vary by location. Ultimately, maintenance schedules will be determined based upon site experience and rainfall patterns. Regular visual inspections and accurate record keeping of sediment and water levels will be conducted. Grass Swales The grass swales will be maintained as part of the project landscaping to be performed by a commercial vendor. The maintenance objectives for vegetated swale systems are to maintain a dense healthy grass cover. Periodic mowing must include the removal of all cuttings or clippings. Grass height should be left long, but should not exceed 6 inches. Maintenance duties include watering adjustments during drought or rainfall conditions, re- seeding bare areas, clearing of debris and sediment, and repairing channelized or eroded areas. The application of fertilizers, pesticides or nutrients should be minimized or avoided if feasible. Inspections of the facilities A-33 Water Quality Management Plan (WQMP) PHS Warehouse • may need to include an assessment for vector related issues. Standing water during warmer months could provide mosquito -breeding habitats, and gophers or other burrowing animals can become a nuisance. Grass clippings and debris/trash may be disposed of at a local landfill. Visual inspections will be performed monthly. Mowing frequency will need to be adjusted seasonally, but not be less than every 30 days. Trash removal will be monthly, or more frequent as needed, and should be performed prior to mowing. StormFilter (Contech After installation visual inspection will occur after every rainfall event during the first 30 days to ensure that the unit is not blocked or clogged. The amount of accumulated solids will be recorded. After that, the unit will be inspected quarterly. Vactoring of the storage bay to remove accumulated solids and water will be done at the end of the rainy season. Clean out of solids will occur if they exceed 12" in depth. Disposal of the material will be the responsibility of the owner. Cartridges will be replaced when the interior chamber remains filled with water to the extent that the bottom of the cartridges remain submerged. The cartridges are reusable and need to be taken to a proper facility where the cartridges are cleaned, charged with new media and stored for the next replacement cycle. A semi-annual inspection of the interior components will be performed. This maintenance inspection will be performed in conjunction with the annual cleaning for the dry weather season. The underground Media Filtration Units are a confined space environment and only trained personnel with appropriate safety equipment will enter the unit. All maintenance and inspection duties will be performed by a commercial vendor. • Detention Basins The project detention basins do not meet the criteria for treatment BMPs. They are a structural BMP with the primary purpose to provide attenuation for stormwater runoff. Without proper maintenance, the detention basins will not function properly, and may create a condition of concern. Maintenance of the detention basins will primarily be the removal of accumulated sediment, debris and trash and ensuring that the drain openings for the control structure are clear. Additional duties include vegetation management (mowing or weeding) and repair of slopes and bottom to repair eroded or channelized areas. Vector management will ensure that standing water is not present and that the basin is draining within 72 hours after rainfall. The basins will be inspected after every rainfall event for the first 90 days. Post storm inspections will be made after all significant (>1/2" in 24 hours) storm events during the first year of operation. Semi-annual inspections will be made to review basin conditions and record sediment levels. Sediment removal may require re -grading of the bottom. Sediment and vegetation may be disposed of at a local landfill. See the attached O&M Schedule, which includes start-up dates and annual costs. • A-34 PHS Warehouse Phase 1 x Structural Quantity Unit Capital; ,Cost. $ d. Annual O&M a ..Costsy $-'::G;�'� = Start,Up 'Dates3 O&M 'Fre `uenc Responsible Funding - Pa ",for Installation ,Responsible Funding Pay " :for Lon STermzO&M Grass Swale 3570 LF $5,355 $2,071 Prior to Occupancy Bi -Weekly Developer Owner/ User Media Filtration System 4 EA $300,000 $20,000 Prior to Occupancy Semi -Annual Developer Owner/ User MFS Units at Streets 3 EA $150,000 $6,000 Prior to Occupancy Semi -Annual Developer Owner / User Detention Basin 2 EA $250,000 $10,000 Prior to Occupancy Semi -Annual Developer Owner / User 0 ow 0 40 VII. Funding is CJ Water Quality Management Plan (WQMP) PHS Warehouse 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. Maintenance for all three of the structural BMP systems (vegetated swales, Media Filtration Systems and the detention basins) are the responsibility of the property owner. The site operator may assume (by lease) either the cost or responsibilities (or both) for maintenance. In addition, the future development of the lower pad area (east of the PHS site) may expand the detention basin as a joint facility. In addition, the development plan for the lower pad may relocate the basin, alter the shape or replace the facility with an alternative BMP. Currently, the private storm drain system in Winchester and Dendy is maintained by the Property Owners Association for the Business Park. The owner of the project may elect to have the Remington storm drain, inlets and the StormFilter Units maintained by the Property Owners Association. A-36 I* • 11 Water Quality Management Plan (WQMP) PHS Warehouse Appendix A Conditions of Approval Planning Commission Resolutions PA06-0370 (DP) To be provided upon issuance by the City Dated: Amended 9/05/07 i 0 DEC 0 4 2001 EXHIBIT A CITY OF TEMECULA FINAL CONDITIONS OF APPROVAL Planning Application No.: PA06-0369 and PA07-0090 Project Description: A Development Plan application to construct a three story, 608,934 square foot industrial distribution building for office and warehouse use, a 400 square foot pump house on 32 acres (Parcel 4 of TTM 35181), and a Minor Exception to allow for a one percent building height increase from 50' to 50'8", located on the northwest corner of Dendy Parkway and Winchester Road Assessor's Parcel No. 909-370-018; 909-370-032 MSHCP Category: DIF Category: TUMF Category: Approval Date: Expiration Date: Per Development Agreement Per Development Agreement Per Development Agreement September 5, 2007 (Amended at the Commission) September 5, 2x09 (Amended at the Commission) Per Development Agreement September 5, 2007 Planning Per Development Agreement September 5, 2007 Planning 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 Eight Hundred and Sixty -Four Dollars ($1,864.00) which includes the One Thousand Eight Hundred Dollar ($1,800,00) 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 Mitigated 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)]. 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. G\Planning\20D6\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 2 • • GENERAL REQUIREMENTS G1Planning\20061PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 3 • 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 permittee shall obtain City approval for any modifications or revisions to the approval of this project. 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. A separate building permit shall be required for all signage. (Sign program may be required). 8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 9. The Conditions of Approval specified in this resolution, to the extent specific items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staffs prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent of that required by the Conditions of Approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal, the decision to the Planning Commission for its decision. Material Color Concrete Tilt -up Panels ICI 632 Sutton Place ICI 815 Natural White ICI 606 Song Sparrow Parapet ICI 815 Natural White Glazing /4" Gray G:\Plannmg\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 4 . 10. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. 11. The applicant shall paint a 3 -foot x 3 -foot section of the building for Planning Department inspection, prior to commencing painting of the building. 12. 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. �13. Trash enclosures shall be provided to house all trash receptacles utilized on the site. These shall be clearly labeled on site plan. Public Works Department 14. A Grading Permit for either rough and/or precise grading, including all on-site flat work and improvements, shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City -maintained street right-of-way. 15. 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. 16. All improvement plans and 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. 17. 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. 18. A Water Quality Management Plan (WQMP) must be accepted by the City prior to the initial grading plan check. The WQMP will be prepared by a registered Civil Engineer and include site design BMPs (Best Management Practices), source controls, and treatment mechanisms. 19. The provisions for the design, improvement, lot configuration, public facility financing and the following Conditions of Approval are predicated on the approval and full execution of a Development Agreement between Temecula Properties, LLC and the City on or about September 25, 2007. Building and Safety Department 20. The code analysis shall be printed on the plans along with the letter from the Director of Building and Safety, dated September 12, 2006. GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PC\PINAL COA PA06-0369.doc 5 21. All design components shall comply with applicable provisions of the 2001 edition of the California Building, Plumbing and Mechanical Codes; 2004 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 22. The City of Temecula has adopted an ordinance to collect fees for a Riverside County area wide Transportation Uniform Mitigation Fee (TUMF). Upon the adoption of this ordinance on March 31, 2003, this project will be subject to payment of these fees at the time of building permit issuance. The fees, if applicable to the project, shall be subject to the provisions of Ordinance 03-01 and the fee schedule in effect at the time of building permit issuance. 23. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 for the regulation of light pollution. All street lights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 24. A receipt or clearance letter from the Temecula Valley School District shall be submitted to the Building and Safety Department to ensure the payment or exemption from School Mitigation Fees. 25. Obtain all building plans and permit approvals prior to commencement of any construction . work. 26. Show all building setbacks. 27. Developments with Multi -tenant Buildings or Shell Buildings shall provide a house electrical meter to provide power for the operation of exterior lighting, irrigation pedestals and fire alarm systems for each building on the site. Developments with Single User Buildings shall clearly show on the plans the location of a dedicated panel in place for the purpose of the operation of exterior lighting and fire alarm systems when a house meter is not specifically proposed. 28. Provide an approved automatic fire sprinkler system. 29. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans (California Disabled Access Regulations effective April 1, 1998). 30. Provide disabled access from the public way to the main entrance of the building. 31. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits. 32. Obtain street addressing for all proposed buildings prior to submittal for plan review. 33. 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. G\Planning\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 6 . 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 34. Restroom fixtures, number and type, to be in accordance with the provisions of the 2001 edition of the California Building Code Appendix 29. 35. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. 36. Truss calculations that are stamped by the engineer of record and the truss manufacturer engineer are required for plan review submittal. 37. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 38. Please be advised of the shell building/complete building policy in the City of Temecula when preparing plans for submittals. It is our recommendation that buildings with a known tenant or occupant be submitted as a complete building. 39. Buildings shall provide a house electrical meter to provide for operation of exterior lighting, irrigation pedestals, and fire alarm systems for each building on the site. • 40. A pre -construction meeting is required with the building inspector prior to the start of the building construction. Fire Prevention Bureau 41. 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. 41 42. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all commercial buildings per CFC Appendix III.A, Table A -III -A-1. The developer shall provide for this project, a water system capable of delivering 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 903.2, Appendix III -A). 43. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC A Appendix III -B, Table A -III -13-1. A combination of on-site and off-site (6" x 4" x 2-2 1/2" u outlets) on a looped system shall be located on fire access roads and adjacent to public streets. Hydrants shall be spaced at 350 feet apart, at each intersection and shall be located no more than 210 feet from any point on the street or Fire Department access road(s) frontage to a hydrant. The required fire flow shall be available from any adjacent hydrant(s) in the system (CFC 903.2, 903.4.2, and Appendix III -B). 44. If construction is phased, each phase shall provide approved access and fire protection prior to any building construction (CFC 8704.2 and 902.2.2). GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PC\PINAI COA PA06-0369.doc 7 . Community Services Department • 45. 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. 46. The Applicant shall comply with the Public Art Ordinance. 47. All parkways, entry way median, landscaping, walls, fencing and on site lighting shall be maintained by the property owner or maintenance association. 48. The developer shall contact the City's franchised solid waste hauler to verify Trash compactor specifications and servicing requirements prior to purchase and installation of any equipment. GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 8 E • 0 PRIOR TO ISSUANCE OF GRADING PERMITS G:%Planning\2006\PA06-0369 PHS Development Plan\Planning\PC\PINAL COA PA06-0369.doc 9 . Planning Department 49. 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. 50. 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. 51. The recommendations contained in soils report(s), geotechnical report, and slope stability report shall be implemented. 52. The Applicant shall submit to the Public Works Department an erosion control plan prepared in accordance with City requirements. 53. 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 [nay 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." 54. The project proponent shall enter into a Treatment Agreement with the Pechanga Band of Luiseno Indians. This agreement will address the treatment and disposition of cultural resources and human remains that may be uncovered during construction as well as provisions for tribal monitors. 55. Tribal monitors from the Pechanga Band of Luiseno Indians shall be allowed to monitor all grading, excavation and ground -breaking activities, including further surveys, to be compensated by the project proponent. The Pechanga Tribal monitors shall have the authority to temporarily stop and redirect grading activities to evaluate the significance of any archaeological resources discovered on the property, in conjunction with the archeologist and the Lead Agency. 56. A qualified archaeologist monitor shall be present during all earthmoving activities. The monitor shall be empowered to temporarily halt or redirect construction work in the vicinity of the find until it can be evaluated by the project archaeologist in conjunction with the Pechanga Tribe. In the event of a new find, further testing, excavation, and/or reporting 10 may be required GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doe 10 57. If cultural resources are discovered during the project construction (inadvertent discoveries), all work in the area of the find shall cease, and a qualified archaeologist and representatives of the Pechanga Tribe shall be retained by the project sponsor to investigate the find, and make recommendations as to treatment and mitigation. 58. If human remains are encountered, all activity shall cease and the County Coroner must be notified immediately. State Health and Safety Code Section 7050.5 state that no further disturbance shall occur until the County Coroner has made a determination of the origin and until treatment pursuant to Public Resources Code Section 5097.98 has been decided. The Coroner shall determine if the remains are prehistoric, and shall notify the State Native American Heritage Commission (NAHC) if applicable. Further actions shall be determined pursuant to California Public Resources Code Section 5097.98. 59. The landowner shall agree to relinquish ownership of all cultural resources, including all Luiseno sacred items, burial goods and all archeological artifacts that are found on the project site to the Pechanga Band of Luiseno Indians for proper treatment and disposition. 60. . (Deleted at the September 5, 2007 Planning Commission). 61. The 3/4 -acre of cultural site CA-RIV 237 located in the northeast corner of Planning Application PA06-0370 shall be preserved in Open Space and recorded with the County Recorder of Riverside County as a conservation easement for'preservation purposed in perpetuity. The 3/4 -acre of CA-RIV 237 shall not be subject to development, archeological • testing or ground -disturbing activities. 62. Cultural Resources Sensitivity Training (a 15 -minute presentation) should be required for all project personnel. 63. All impacts to the sandstone and fanglomerate members of the Pauba Formation should be monitored full time at the beginning of grading. A trained paleontological monitor shall be present during ground disturbing activities within the project area determined likely to contain paleontological resources. Monitoring will be adjusted to spot checking if initial monitoring shows negative results. 64. Upon encountering any significant fossils, salvage of all fossils in the area will be conducted with additional field staff and in accordance with modern paleontological techniques. 65. Any significant fossils recovered shall be prepared to a reasonable point of identification. Excess sediment or matrix will be removed from the specimens to reduce the bulk and cost of storage. Itemized catalogs of all material collected and identified shall be provided to the museum repository along with the specimens. 66. A report documenting the results of the monitoring and any salvage activities and the significance of the fossils shall be prepared. 67. Any significant fossils recovered, along with the itemized inventory of the specimens, shall be deposited In a museum repository for permanent curation and storage. GVlanning\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 11 • Public Works Department 68. 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. 69. 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. 70. 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. 71. A Geotechnical Report shall be prepared by a registered engineeror engineering geologist and submitted to the Department of Public Works with the initial grading plan check. The report shall address special study zones and identify any geotechnical hazards for the site including location of faults, slope stability and potential for liquefaction. The report shall include recommendations to mitigate the impact of ground shaking and liquefaction, a. Based on geologic relationships and observations, the site lacks evidence to support the existencelpresence of Holocene faulting (i.e. broken soil horizon or shear planes). The building site area is not traversed by an active fault that would affect 10 the stability of the cut slope proposed or the building structure. A certified engineering geologist shall perform regular field reconnaissance during site earthwork construction. This field mapping is intended to further evaluate site conditions and limit the possibility that adverse conditions will be exposed that could affect site stability. 72. The Developer shall have a Drainage Study prepared by a registered Civil Engineer in accordance with City Standards identifying storm water runoff expected from this site and upstream of this site. The study shall identify all existing or proposed public or private drainage facilities intended to discharge this runoff. The study shall also analyze and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the Developer. 73. Construction -phase pollution prevention controls shall be consistent with the City's Grading, Erosion and Sediment Control Ordinance and associated technical manual, and the City's standard notes for Erosion and Sediment Control 74. 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. GAPlammng\2006\PA06-0369 PHS Development Plan\Plannmg\PC\FINAL COA PA06-0369.doc 12 . 75. As deemed necessary by the Director of the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. San Diego Regional Water Quality Control Board b. Riverside County Flood Control and Water Conservation District C. Planning Department d. Department of Public Works 76. 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. 77. Permanent landscape and irrigation plans shall be submitted to the Planning Department and the Department of Public Works for review and approval. 78. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that Ordinance or by providing documented evidence that the fees have already been paid. 79. 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. 80. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the • Riverside County Flood Control and Water Conservation District by either cashier's check or money order, prior to issuance of permits, based on the prevailing area drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already been credited to this property, no new charge needs to be paid. Fire Prevention Bureau 81. As required by the California Fire Code, when any portion of the facility is in excess of 150 feet from a water supply on a public street, as measured by an approved route around the exterior of the facility, on-site fire hydrants and mains capable of supplying the required fire flow shall be provided. For this project on site fire hydrants are required (CFC 903.2). 82. Minimum outside turning shall be forty-five (45) feet for commercial buildings. 83. Prior to building construction, all locations where structures are to be built shall have approved temporary Fire Department vehicle access roads for use until permanent roads are installed. Temporary Fire Department access roads shall be an all weather surface for 80,000 lbs. GVW (CFC 8704.2 and 902.2.2.2). �84. 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 902.2.2.1). 85. The gradient for a fire apparatus access road shall not exceed fifteen (15) percent (CFC . 902.2.2.6 Ord. 99-14). GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PCIFINAL COA PA06-0369.doc 13 05) 86. Prior to building construction, dead end road ways and streets in excess of one hundred and fifty (150) feet which have not been completed shall have a turnaround capable of accommodating fire apparatus (CFC 902.2.2.4). • • �7. Prior to building construction, this development shall have two (2) points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau (CFC 902.2.1). G1Planning\20061PA06-0369 PHS Development PlanTlanningTC\FINAL COA PA06-0369.doc 14 9 0 PRIOR TO ISSUANCE OF BUILDING PERMIT G'.\P1anning\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doe 15 • Planning Department 88. 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. 89. Lighting within the proposed project adjacent to preserved habitat shall be of the lowest illumination allowed for human safety and selectively placed, shielded, and directed away from preserved habitat. 90. All downspouts shall be internalized on the office portion of the building. All downspouts for the warehouse/distribution portion of the building shall be painted the same color as the exterior of the building. 91. 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." 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). In. 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 minimum of two landscape site inspections will be required. One inspection to verify that the irrigation mainline is capable of being pressurized to 150 psi for a minimum period of two (2) hours without loss of . pressure. The second inspection will verify that all irrigation systems have head-to- head coverage, and to verify that all plantings have been installed consistent with G:\Plannmg\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL GOA PA06-0369.doc 16 the approved construction landscape plans. The applicant/owner shall contact the Planning Department to schedule inspections. 92. Plants selected for slope landscaping shall be light -weight, deep rooted type vegetations that require little water and are capable of surviving with little irrigation. 93. Landscape plans shall be prepared for all slopes created by the grading and fill of the site consistent with "Slope Planting Guidelines' and the Development Code, and shall provide erosion control on undeveloped portions of the site. 94. Landscape plans for Parcel 4 shall include the off-site slopes created by the development of Parcel 4 (including but not limited to the slopes proposed within Parcel 2 and the detention basin proposed within Parcel 1). All landscaping shall be installed and maintained in satisfactory condition by the property owner. 95. If deemed necessary by the Director of Planning, the applicant shall provide additional landscaping to effectively screen various components of the project (including but not limited to walls and parking areas). 96. 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. 97. All rooftop mechanical equipment shall be screened, or the views minimized, from all existing and future public right-of-ways. 98. Building Construction Plans shall include detailed outdoor areas (including but not limited to trellises, decorative furniture, fountains, and hardscape) to match the style of the building subject to the approval of the Planning Director. 99. Building plans shall indicate that all roof hatches shall be painted "International Orange." 100. 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 101. Improvement plans and/or 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. Driveways shall conform to the applicable City of Temecula Standard No. 207A. GAPlanning\2006TA06-0369 PHS Development PlanTlanningTC\FINAL COA PA06-0369.doc 17 • C. Street lights shall be installed along the public streets adjoining the site in accordance with City Standard No. 800, 801, 802 and 803. d. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Nos, 400. 401 and 402. e. Improvement plans shall extend 300 feet beyond the project boundaries. f. Minimum centerline radii shall be in accordance with City of Temecula's Standard No. 113. All street and driveway centerline intersections shall be at 90 degrees. Public Street improvement plans shall include plan and profile showing existing topography, utilities, proposed centerline, top of curb and flowline grades. Landscaping shall be limited in the corner cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. 102. The Developer shall construct the following public improvements to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Director of the Department of Public Works: a. Winchester Road (Major Arterial Standards - 100' RNV) between Dendy Parkway and the southern project boundary plus transition to include dedication of half -width street right-of-way, installation of half -width street improvements, paving, curb and gutter, sidewalk, painted median, street lights, drainage facilities, signing and • striping and utilities (including but not limited to water and sewer). b. Dendy Parkway (Major Arterial Standards - 100' RNV) between Winchester Road and the eastern project boundary plus transition to include dedication of half -width street right-of-way, installation of half -width street improvements, paving, curb and gutter, sidewalk, painted median, street lights, drainage facilities, signing and striping and utilities (including but not limited to water and sewer). C. Remington Avenue (industrial Collector Highway Standards - 78' RNV) to include dedication of full width street right-of-way, installation of full width street improvements, curb and gutter, sidewalk, painted median, street lights, drainage facilities, signing and striping, utilities (including but not limited to water and sewer). d. Remington Avenue and Winchester Road intersection to include a stop control on the eastbound leg of Remington Avenue for an all -way stop controlled intersection and a striped 200 -foot northbound left turn pocket. In addition, secure with a cash deposit to include a year 2009 traffic analysis to determine traffic signal warrants and a fair share contribution for the design and installation of a traffic signal. e. Cherry Street (Major Arterial — 100' RNV) i. Dedication of half -width street right-of-way 103. All street improvement design shall provide adequate right-of-way and pavement transitions per Caltrans' standards for transition to existing street sections. 104. The Developer shall construct the following public improvements in conformance with applicable City Standards and subject to approval by.the Director of the Department of Public Works. G1Planning12006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 18 • a. Street improvements, which may include, but not limited to: pavement, curb and gutter, medians, sidewalks, drive approaches, street lights, signing and striping. b. Storm drain facilities. C. Sewer and domestic water systems. d. Under grounding of proposed utility distribution lines. 105. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic Engineer and reviewed by the Director of, the Department of Public Works for any street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. 106. All access rights, easements for sidewalks for public uses shall be submitted and reviewed by the Director of the Department of Public Works and City Attorney and approved by City Council for dedication to the City where sidewalks meander through private property. 107. 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. 108. The Developer shalf 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. 109. 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 110. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. Fire Prevention Bureau 111. The developer shall furnish three copies of the water system plans directly to the Fire Prevention Bureau for approval prior to installation. Pians shall be signed by a registered civil engineer; contain a Fire Prevention Bureau approval signature block; and conform to hydrant type, location, spacing and minimum fire flow standards. After the plans are signed by the local water company, the originals shall be presented to the Fire Prevention Bureau for signatures. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building materials being placed on an individual lot (CFC 8704.3, 901.2.2.2 and National Fire Protection Association 24 1-4.1). &4eP 112. All locations where structures are to be built shall have approved Fire Department vehicle VI0 access roads to within 150 feet to any portion of the facility or any portion of an exterior wall . of the building(s). Fire Department access roads shall be an all weather surface designed for 80,000 lbs. GVW with a minimum AC thickness of .25 feet (CFC sec 902). G1PlanningT2006TPA06-0369 pHs Development Plan0anningTCTNAL COA PA06-0369.doc 19 Ol 113. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of sprinkler plans must b bmitted by the installing contractor to the Fire Prevention Bureau.--1eFEtz& "•(NXC) r& a-�Z -F1 'a,- -W-"-ff-W -T 0 114. Fire alarm plans shall be submitted to the Fire Prevention Bureau for approval. The alarm system requires a dedicated circuit from the house panel. Three sets of alarm plans must lap submitted by the installingq contractor 10 the Fire Prevention Bureau. �F. se-k-InL���' N�17'F16•+SS�w.mitiYd V16CO-V? V, Fuel modification plans shall be submitted to the Fire Prevention Bureau for review and approval for all open space areas adjacent to the wildland-vegetation interface (CFC Appendix ll -A). Plans for structural protection from vegetation fires shall be submitted to the Fire Prevention Bureau for review and approval. The measures shall include, but are not limited to, enclosing eaves, noncombustible barriers (cement or block walls), and fuel modification zones (CFC Appendix II -A). Community Services Department 117. The developer shall complete the TCSD application process, submit an approved Edison Streetlight Plan and pay the appropriate energy fees related to the transfer of street lighting into the TCSD maintenance program. 118. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. G:\Plannin9\2006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doo 20 PRIOR TO RELEASE OF POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY • THIS PERMIT 0 G:1Planning12006\PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 21 • Planning Department 119. If deemed necessary by the Director of Planning, the applicant shall provide additional landscaping to effectively screen various components of the project. 120. 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. 121. 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. 122. 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 ofene two 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. (Amended at the September 5, 2007 Planning Commission). 123. 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." 124. 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. 125. 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. 126. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed . by this permit. GAPlanning\2006TA06-0369 PHS,Development PlanTlanningTC\FINAL COA PA06-0369.doc 22 • Public Works Department 127. 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. 128. 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 129. All public improvements, including traffic signals, shall be constructed and completed per the approved plans and City standards to the satisfaction of the Director of the Department of Public Works. 130. 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 • 131. "Blue Reflective Markers" shall be installed to identify fire hydrant locations (CFC 901.4.3). 132. Approved numbers or addresses shall be provided on all new and existing buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Numbers shall be of a contrasting color to their background. Commercial shall have a minimum twelve (12) inches numbers with suite numbers a minimum of six (6) inches in size. All suites shall gave a minimum of six (6) inch high letters and/or numbers on bo�k-the front and rear doors (CFC 901.4.4). — I F r" t W af-r^j CO 0-K Vd 3. Based on square footage and type of construction, occupancy or use, the de eloper shall install a fire sprinkler system (CFC Article 10, CBC Chapter 9). c)G� Sc U�(?r to PdrJaf /� Based on a requirement for monitoring the sprinkler system, occupancy or use, the l>° developer shall install an fire alarm system monitored by an approved Underwriters Laboratory listed central station. Plans shall be submitted to the Fire Prevention Bureau for approval prior to installation (CFC Article 10). x• If40'rNtIOI9 t2et2Yn r 135. A "Knox -Box" shall be provided. The Knox -Box shall be installed a minimum of six (6) feet in height and be located to the right side of the main entrance door (CFC 902.4). 136. All manual and electronic gates on required Fire Department access roads or gates obstructing Fire Department building access shall be provided with the Knox Rapid entry system for emergency access by fire fighting personnel (CFC 902.4). 137. Prior to final inspection of any building, the applicant shalt prepare and submit to the Fire • Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs. GAPlanning\2006\PA06-0369 PHS Development PlaMPlanning\PC\FINAL COA PA06-0369.doc 23 • 138. Buildings housing high -piled combustible stock shall comply with the provisions of Uniform Fire Code Article 81 and all applicable National Fire Protection Association standards. The storage of high -piled combustible stock may require structural design considerations or modifications to the building. Fire protection and life safety features may include some or all of the following: an automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains, Fire Department access doors and Fire department access roads (CFC Article 81). 139. Prior to the building final, speculative buildings capable of housing high -piled combustible stock, shall be designed with the following fire protection and life safety features: an automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains, Fire Department access doors and Fire department access roads. Buildings housing high -piled combustible stock shall comply with the provisions California Fire Code Article 81 and all applicable National Fire Protection Association standards (CFC Article 81). 140. The developer/applicant shall be responsible for obtaining underground and/or aboveground tank permits for the storage of combustible liquids, flammable liquids or any other hazardous materials from both the County Health department and Fire Prevention Bureau (CFC 7901.3 and 80013). 141. 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. . 142. The applicant shall submit for review and approval by the Riverside County Department of Environmental Health and City Fire Department an update to the Hazardous Material Inventory Statement and Fire Department Technical Report on file at the City; should any quantities used or stored onsite increase or should changes to operation introduce any additional hazardous material not listed in existing reports (CFC Appendix II -E). • 143. If there are changes to underlying maps then prior to map recordation the applicant shall submit to the Fire Prevention Bureau a georectified (pursuant to Riverside County standards) digital version of the map including parcel and street centerline information. The electronic file will be provided in a ESRI Arclnfo/ArcView compatible format and projected in a State Plane NAD 83 (California Zone VI ) coordinate system. The Bureau must accept the data as to completeness, accuracy and format prior to satisfaction of this condition. 144. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and quantities approved as part of their Fire Code permit. These changes shall be submitted to the Fire Prevention Bureau for review and approval per the Fire Code and is subject to inspection (CFC 105). GAPlanning\2006\PA06-0369 PHS Development Plan\Planning\PCTINAL COA PA06-0369.doc 24 0 1�1 OUTSIDE AGENCIES GAPlanning\20061PA06-0369 PHS Development Plan\Planning\PC\FINAL COA PA06-0369.doc 25 0 145. The applicant shall comply with the recommendations set forth in the Department of Environmental Health transmittal dated January 17, 2007, a copy of which is attached. 146. The applicant shall comply with the recommendation set forth in the Rancho Water District's transmittal dated December 27, 2006, a copy of which is attached. 147. The applicant shall comply with the recommendations set forth in the Eastern Information Center's transmittal dated December 19, 2006, a copy of which is attached. 148. The applicant shall comply with the recommendations set forth in the Pechanga Cultural Resources comment letter dated December 22, 2006, a copy of which is attached. G:APlanningt20061PA06-0369 PHS Development Plan\Planning\PCTINAL COA PA06-0369.doc 26 January 17,2007 City of Temecula Planning Department P.O. Box 9033 Temecula, CA 92589-9033 Attention: Dana Schuma RE: Development Plan No. PA06-0369 2'U Dear Ms. Schuma: Department of Environmental Health has reviewed the development plan to construct a three story, 615, 050 square foot tilt -up industrial building for office and warehouse used and 400 square foot pump house on 36.2 acres. The project is located on the northwest comer of Dendy Parkway and Winchester Road. The site plan does indicate if either water and sewer services exist, we assume that these services are in and are available. 1. PRIOR TO THE ISSUANCE OF BUILDING PERNHTS THE FOLLOWING SHOULD BE REQUIRED: a) "Will -serve" letters from the appropriate water district. • b) If there are to be any food establishments, (including vending machines), three complete sets of plans for each food establishment will be submitted including a fixture schedule, a finish schedule and a plumbing schedule in order to ensure compliance with the California Uniform Retail Food Facilities Law 2. For specific reference, contact Food Facility Plan Examiners at (951) 461.0284. AY' Sincerely, r_75�, Sa rtinez, Supervising (951) 955-8980 NOTE: Any current additional requirements not covered can be applicable at time of Building Plan review for final Department of Environmental Health clearance. t .,..i F..�......:.......+ a..---..: on o,.... even a;,.,,. ,k rA ovrm-+van . tonot occ oovo . CAv wnm 7oi.e�cx nnvn i ,....,.., o.,,.,i qlF FI,.,.. rA 09501 Board of Directors Be. R. Drake Resident Stephen J. Comes Sr. Vise President Ralph IL Daily L D. nerman John E. Hoagland Michael R McMillan William E. Plummer offisma Brim J. Brady General Manager Phillip L Forbes Assistant General Maaagv I � ,Chief Finandal Olfiser /t P. Bob" Lemons -th for of Enginaririg Perry R. Louck 1)nestor of Planning December 27, 2006 Dana Schuma, Project Planner City of Temecula Planning Department 43200 Business Park Drive Post Office Box 9033 Temecula, CA 92589-9033 SUBJECT: WATER AND SEWER AVAILABILITY PROFESSIONAL HOSPITAL SUPPLY PARCEL NO.4 TENTATIVE PARCEL MAP NO. 35181 APN 909-370-018 AND APN 909-370-032 CITY PROJECT NO. PA06-0369, PA06-0370 [TEMECULA PROPERTIES, LLC] Dear Ms. Schuma: Please be advised that the above -referenced property is located within the boundaries of Rancho California Water District (RCWD), and fronts an existing 12 -inch diameter water pipeline, and 8 -inch diameter sewer pipeline. Water and sewer service, therefore, would be available upon the completion of financial arrangements, between RCWD and the property owner. Jeff D. Armstrong Centmller If new facilities are required for fire protection or other, the customer will need to KeIK E. Garel. - contact RCWD for fees and requirements. District Secretary C. Mlcbael cm,.tt Best Beat &Krieger LLP In addition, water availability is contingent uponthe property owner signing an General C...l Agency Agreement that assigns water management rights, if any, to RCWD. If you should have any questions, please contact an Engineering Services Representative at this office. Sincerely, RANCHO CALIFORNIA WATER DISTRICT Corey F. Wallace, P.E. Development Engineering Manager cc: Laurie Williams, Engineering Services Supervisor 061CW:atl35V°EG 01 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 - eickwCzucr.edu Inyo, Mono, and Riverside Counties December 19, 2006 TO: Dana Schuma City of Temecula Planning Department RE: Cultural Resource Review Case: PA 06-0369/DP/PHS and PA 06-0370/TPM/PHS Records at the Eastern Information Center of the California Historical Resources Information System have been reviewed to determine if this project would 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. Based upon existing data the proposed project area has the potential for containing cultural resources. A Phase I study is recommended. N Phase I cultural resource studies (RI -3279, 4258, and 6280) identified one or more cultural resources. The projectareacontains, or has thepossibility 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 (RI- ) identified no cultural resources. Further study is not recommended. 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. E 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. Phase I Records search and Fleld survey Phase II Testing [Evaluate resource significance; propose mitigation measures for "significant" sites.) 15Phase III Mitigation [Data recovery by excavation, preservation in place, or a combination of the two.] Phase IV Monitor earthmoving activities COMMENTS: The project area has been generally examined in the course of several previous studies (RI -1121, 3279, 4258, and 6280), resulting in the recordation of three archaeological sites (CA-RIV-0237, -4786, and - • 4986) and identification of possibly a fourth cultural resources property (not formally recorded [RI -6280]). It is recommended that the four sites be re -located, their condition assessed, and a plan developed as necessary to evaluate the potential significance of these cultural resources. i If you have any questions, please contact us. Wf Eastern Information Center J 1) PECHANUA CULTURAL RESOURCES" Temecula Band of Luis-efto Missioal Iirdians Post office. Box 2183 •'kmccula, CA 92593 Telephone (951) 308.9295- Fax (951):5064491, December 22, 2006 SENT VIA FACSIMILE AND E-MAIL Dana Schuma, Project Planner City of Temecula Planning' Department PO Box 9033 Temecula, CA 92589=9033 Ret Comments on PA06-0369/,PA06-0370 Dear Ms. Schuma: '. Chnir{iersbn: Germaine Arenas Vice Chairperson: Mary Beat M5gcc Commillcc mcmbX s: Raymond Basque, Sr. Evie Godw . Darlene Miranda Bridpu Bareello Maxwell Director: ('rvy DuBois Coordinator. Paul tac M Cultural Ana)yst Stephanie Cardin Uoinilor Supervisor. Aurcii,A,karrulro This comment letter is,submitted by the Pechanga: Baird of Luiseno Indians (hereinafter, "Pechanga Tribe"), a federally recognized Indian tribe:and sovereign government, We request that this letter and all of the Tribe's comments be part of the official record for the approval of this Project. We also request that the. City of`Temeogla provide us. with copie's of all archeological studies, reports, site records, proposed. testing plans; and proposed mitigation measures; and conditions as soon as they becomozvailA le. We, are also requesting that,the Tribe be on the mailing list for this Project so that we receive all notices, public documents and hearing noticesper.Wining to this Project. The Pedhanga Tribe is requesting to bpcpnsuitedtvitli on the above listed ProJeetS, and we have been attempting to get mote information from the�Cty Planner so that:we can provide written: comments,. but have received no°response. At this thine "the Tribe understands that the ProJects. still willgo through an environmental review process, As such, fhe 7.'ribe is: requesting pursuant to §2403.1 of the Public Resources Code to bo. involved anAis process, Including requesting potiee of all comment periods and public hearings. If these Projeots Will not be subject to'CEQA, either pursuant to a CEQA, Exemption or for some other reason, the Tribe requestsAo meet with the City regarding our concerns prior to any grading permits being granted rfor these Projects. PRO.IECT IMPACTSTb CbLTIIRAL12TSOU'RCES As: the City is aware, there is a significiint archeological and:cultural village, known primarily as CA-RIV 237, located on the Project property. This site is known to contain sacred. items and Native American human remains and has been designated with an avoidance status by the City on previous projects. Previous developers have also agreed to leave certain areas of the village preserved in open space. There are also other details concerning the resources that the City needs to be aware of prior to proceeding with any Project approval for this geographic area. The Tribe Sac, ed Is The Duty htaled Unto Om- CaieAnd iftidr Honor we Rhe 7b The Afeed Pechanga Letter dated 12/22/2006, to City of Temecula Re: Comments on PA06-0369/PA06-0370 Page 2 formally requests to meet with the City concerning these issues prior to these Projects receiving any approvals. The Pechanga Tribe is not opposed to this development project. The Pechanga Tribe's i primary concerns stem from the project's likely impacts on Native American cultural resources. The Pechanga Tribe is concerned about both the protection of unique and irreplaceable cultural resources, such as Luisefio village sites and archaeological items which may be displaced by ground -disturbing work on the project, and on the proper and lawful treatment of cultural items, Native American I human remains and sacred items that may be discovered in the course of the work. The Pechanga Tribe has a legal and cultural interest in the proper protection of sacred places and all Luiseno cultural resources that are located on these Project properties. Given that Luisefio cultural resources may be affected by the Project, the Pechanga Tribe is formally requesting to be involved and participate with the Lead Agency and the Project Applicant in developing all monitoring and mitigation plans for the duration of the Project. Further, given the potential for archaeological resources within the Project area, it is the position of the Pechanga Tribe that Pechanga tribal monitors should be required to be present during all ground -disturbing activities if such activities are conducted in native soils that have previously not been subject to mass grading, including any archeological testing performed. It is further the position of the Pechanga Tribe that an j Agreement regarding appropriate treatment of cultural resources be drafted and entered into by and ( between the Project Applicant and the Pechanga Tribe. This Agreement will also address inadvertent discoveries and the issues with regard to the existing resources on the Project property. The Pechanga Tribe also requests that all existing sacred sites on the Project property be preserved. The Pechanga Tribe believes that if human remains are discovered, State law would apply and the mitigation measures for the permit must account for this. According to the California Public Resources Code, §5097.98, if Native American human remains are discovered, the Native American Heritage commission must name a "most likely descendant," who shall be consulted as to the j appropriate disposition of the remains. Given the Project's location in Pechanga territory, the Pechanga Tribe intends to assert its right pursuant to California law with regard to any remains or items discovered in the course of this project. The Agreement mentioned above would also address Native American human remains as well. i Lastly, in the case of discovery of new or additional sites or resources, the Pechanga Tribe requests that all new sacred sites be preserved, and that the Lead Agency commit to re-evaluating the { Project impacts to cultural resources and adopting appropriate mitigation measures to address such inadvertent discoveries. The Pechanga Tribe intends to assert its legal rights with respect to i additional finds of significant sites or cultural resources which are.of sacred and ceremonial significance to the Pechanga Tribe. The Pechanga Tribe looks forward to working together with the City of Temecula Planning Department and other interested agencies in protecting the invaluable Luiseno cultural resources Pechnnga Gd(errof Resources • TenraCuln Baud o(Luiseiro MLssiou /ndhurs Post Office Box 2183 • Temecula, CA 92592 i - Sacred Is The Duty Trusted Unto. Our Care And With Honor We Rise To The Arced Pechanga Letter dated 12/22/2006, to City of Temecula Re: Comments on PAW0369/PA06-0370 Page 3 found in the Project area. If you have any questions, please do not hesitate to contact me at (951) 308-9295. Please contact me as soon as possible to set up a meeting time concerning the Tribe's issues. Thank you for the opportunity to submit these comments. Sincerely, Dale Foster Cultural Analyst Cc, Debbie Ubnoske City Planning Director David.11bgan, City Planning Department Peohanga Legal Department Pechanga Cu/avn! $esomres • Tenteru(a Band ofLuisenn A�ission ludian.r I'm/ Office Bac 218.1 • Temecula, CA 92592 Sacred Ls The Dui)-Tiusied Unto OmCare And Mili Honor kl' Rise To 7The Nced Water Quality Management Plan (WQMP) PHS Warehouse Appendix B Vicinity Map and Site Plan • 11 E CjTr OF 02 DENDY PARKWAY v� 5 �y SITE 0 CITY Or TrrjiIIECU 11 oRN�P RANCHO CALIF V/ AYa MAP NOT TO SCALE f rI intyF v �- Ile T MIT •w '.Ii �+, r i yr L`n '• �4.�.' J i Son � "* h / �, . 6 fi^et v.��rl sr ca m$�° tY r I ti$E i H I�''CTnic :>'eril � r t ✓ � ` C7Y ! _¢ -w- c>, - !F £ .0 ^?•.Rr N A -i 3 N A l Ib x.3"2' r •`r�, Y'c` \ y' t 7 J yt '. n j' i,t� r �' 4 ! J F J [ x + 1 < Yt I l vc✓, .i� 9 le i10. F V ' Y1C 11 •� y ' Il.ti�f 6x(nxtr ne �.,'I �— I I fGsi[ J"'i ulr-t9,,, C�uun" c �[warc r I Ott w ) r CAMP 7-1 -13 �y a J FEfursI CTJI, ,_ ! wn 11 \ r c• lar4� r'-tis `�=t '#V! h';�1 `.Y 4 (# A) I ;� C>,p fed' r.l iy ISA) b r `r*,/i.a�5 ti ltA 1 iJ rvjq� 1� r%IPi P% I A / " F OUTLET CONTROL= STRUCTURE P �r 4 t s r. STORM DRAIN OUTLET a t E 3 '11007 PH 10a- PHS PARKING LOT GR.40IHG COWS-rRUCV0At--A(0rFS (D-00ASTRUCT 6' /aCC CURB AND GUTTER 7YPE A-6' PER C/TY 570. NO. 200 2O --CONSTRICT 6' PCC CURB TYPE i7-6' PER C17Y STD. llO. 2044 O3—CONS714UCT 48' PCC RIBBON 6l/17ER PER DETAIL ON SHEET NO. 33 4O --CONSTRUCT 4' THICK PCC SIDEWALK O—CONSrRUCT ADA ACCESSIBLE RM/P `�)--CONSTRUCUT CDOUBLE CU/PB/OR4/N E PER aaon�� �r nro 33 ea--conrsrUr aoanv o�aiv ro aim nQaysmo�v � DETAIL o�v sHEEr NO. 35 @-CONSTUCT eio-sWac£ PER DETAIL AND s£c77Ov ON sivEEr nro. 34 10 CONSTRUCT CRIB OR KE7'5T0NE TYPE RETAINING WALL PER SEPARATE PERAI/T fQ—C011�57RUCT CMU OR C/P RETAINING WALL PER SEPARATE PERMIT 12 CONSTRUCT 24' PCC TOP OF WALL GlJTfER PER DETAIL ON SHEET NO. 34 @—00AS,rRUCr TERRACE DRAIN PER DETAIL ON SH£ET NO. 34 814@—CONSTRUCT G0�4UCT DOWN OR4/N PER DETAILONSHEET 34 ON SHEET 34 16 COALSTRUCT DNFR7ERT �OR N DETAIL PER �3LON SHEET 34 1��—�T TERRACE DRAIN TO DOi19V DRAIN TRA/KS/TIOiV PER DETAIL ON SHEET NO. 34 /NSTALL STORA/ DRAIN (SEE SHEET NO. 24-27) 19 CONSTRUCT CATCH 84S/N OR GRATE INLET (SSE' SHEET NO. 24-27) —/NSTALL PICC /POOP DRAIN (SEE SHEET NO. 24-27) @—S7REETIMPROVEMENTS PER L007-020iC0 e—^ �AI£RCL4L �/V1�IYAYAPPROACH PER LD07-02000 SYSTEA/ D R£LA7FD APPURTENANCES BY SEPARATE P£RA//T �L/C � .SYSTEA/ AND REL4TE0 APPURTDIGWCES PER LQ07-01900 �S �coPUBncsr�r J5'0 wry PCC RIBBONcurrFR PERoErac ON SHEET NO. 33�coivsrRucr PCC currFe rRiv PER DETAILS ON SHEET NO. 35 (DETAIL NO. AS iaoICarw) —COA(57RUCT PCC CURB STEP PER DETAIL ON SHEET NO. 33 &AiliA77F STORM OR41N SYSTEM AND RELATED APPC/RTEKANCES PER L007-01700 DETENTION BASIN NO. I PRELIM. LATE 8-12-07 RAIAL ZA7F r— .5472. 13 LINE I jw STA. 174-21.83 E." =STA. 10+00.00 M 60 3O x15" TEE 1050.08 IAN. (302 1050.58 IAN. (18 LINE »M� STA. 10+56.06 '► !" 4WD 18" HDPE AT INLET' 1065.50 TG/1061.00 INV. STA. 17+21.83 7. " BEG. 30 HDPE inao 4R INV SIA. 71*71.71 Z -- END 30 HDPE 104943 INV. S=0 5OX STA. 16+47.98 7- " EL; 1049, 09 INV. p=09'12'48" R=1000.00' L=160.80' T=80.58' STA. 14+87.18 'L' BC; 1500.00 INV. 1048.28 INV STA. 14+79.69 71 " 30 x45' ELBOW (048.25 INV. STA. 14+58.31 'L' /ECS 30 x45' ELBOW(d 1048. f4 INV. / STA. 14+53.31 2 " BEG. 30 HDPE Y n4R. 91 INV_ X21'06'37" R=930.00' LINE L=342 65' STA. f 1+ 15.65 1" 6D I30 x45' ELBOW 1046.40 INV STA. 11+ 10.65 11' BEG. 30 HDPE 1046.40 INV SU 11+09.32 V* CL MANHOLE STA. 11+05.99 END 30 HDPE 1046.33 INV. 5=1.63. STA. '0+77.38 7. BEG. 30 HDPE �O P�40POSED 30" 45.86 IAW DENDY Alb -- j -:a \ l 5=1. oox .oeg& To - U �/L/TY CONSTRUCT/ON NOTES @-INSTALL 81* SDR35 PVC ROOF BALL 18 � STORM DRAIN ORA/N S;rORM DRAIN e-/NSTALL 24Ham£ S1rORM DRAIN h&-/ ' K, - (55�- BALL 42"55. INS;IALL HDPE STt�RM �4/N -/NSTALL 48 HDP£ STORM DRAIN INSTALL 18" RCP S70RM ORA/N (1500D) @K-INSTAU 24" RCP S70RM OR4/N (1500D) 6�6'CONSlR!/C� G47CH BASIN PER APWi4 STD. PLAN NO. .300-2 INSTALL 24" INLET WINON-7RAFRC GRATE PER BROOKS PRODUCTS NO. 2424 INSTALL 36" INLET W JRAfF7C GR472F PER BROOKS PRODUCTS NO. 3636 �36 �T Af�WHO �N � WAD 570. DWG. DEBRIS SKIMMER PER ANO. �5P/.�W NO. 301-2 66G1DNSTRUCT AfiWhbLE NO. 2 PER RCfC&WCD STD. DWG NO. MH252 LIGNYSJJPUCT AdM�iSROL£ NO. 4 PER RCfC&WW S7D. ONS NO. MH254 --G1�NS7RUCT CMP INLET PER RCf�WCD S1D. DWG NO. CB107 (OPEN/NGS 7-0BF12' MIN. ABOVE FG) �- CONSTRUCT CONCRETE COLLAR PER RCFC&i1CD S12. NO. M803 OPE ANCHOR PER DETAIL ON SHEZ7 NO. 34 @K- CONSMUCT L'ONSTJ4UCT �CONCRETF ENS D/SS/PATt�R PER DETAILON SHEET NO. 36 J� RIP -RAP ElYD46Y D/SSYPATOR PER DETAIL ON SHEET NO. 36 a--LbNSI)?UCT O!/1Lt! CONTROL SIRUC7URE PER DETAIL ON SHEET NO. 36 -REMOVE EX/SIING CONCRETE HEADWi9LL AND ✓D/N EX/SAAG 36' RCP STORM DRAIN o-JOIN PROPOSED 30' RCP S -MRM DRAIN (SEF PUBLIC IMPROVEMENT PLANS) 7 REMOVE EX/S7/NG CMP //VLET AND JOIN £X/ST/NG 18' RCP STORM OR4/N �LO/VNECT PROP DS£D f8' R+CP 570RM DRA/N TO BACK OF G4TCH BA SIN (S££ PURI- IC /MPl?nVFM£NT PLANS) -CONSTRUCT 5k10k4' THICK PCC PIPE OUTLET/SLOPE PRIOTECAON (MIM HDPE PIPE' lt7 A941 -CH SURFACE) -/NSTALL 550OV4' DEEP GRO!/TED 1/4 TON RIP -AAP ENERGY D/SS/PAT0l4 INSTALL, 60 .svR35 PVC f%MNc As INDICATED COivsnPucr cL&avovr TO GRADE PER Frac ON SHEET J4 -JOIN PROPOSED s" SDR36 PVA SEWER LATERAL (SSE PUBLIC IMPROVEMENT PLANS) SEFBUILDING PLUMB/NG PLANS FOR CONT/NU417O/V OF SEWER L47ERAL INSTALL 4' C-900 PVA WATER LATERAL 9Q --INSTALL 4' BACKFLOW PREVFNJ/ON DEVICE PER ldCWD STD. DWG. No. RW -f9 �--PROPOSED 4" WATER SERVICE AND METER PE7? SEPARATE PERM/T /NSTALL 60 DIA. CDS DIVERSION AWHOL£ PER CDS TECHNOLOGIES -/NSTALL CDS 816 MEDIA F/LTER SYSTEM PER CDS TECHNOLOGIES NOTA SEE MANHOLE QATA TABLE ON SHEET NO. 26 FOR ALL STAT/ONS, INVERTS AND RIM £LEYA710NS REL417VF TtJ EACH AfeWHOL£. MAIVHOLE NUMBER AS /D£M7f7E0 HEREON AS MH ,,{ L j- /Iff, Eivi . ` SIJ C 5 114 V CliAR ALUMINUM OR S.S. P-19 2 ALUMINUM ANGLE 1/4MIN. GRA 77NG PANELa 1 114 x 114 a d � ° •' j a 'd � '� ALUMINUM GRATING D. • ' : , -0PANE: �A .. ' D _ A 14. -A11OY 6061-T6 / I C3 J D a: OR 5063-T6 .� _ _ Dd s n.. ' d : ; PER A.S.T•M 8221 RIM ELEVA1TON f . ' . ' (ANLL RN1SH) A 'D d /! ,DD _ A D ° Ci.E4 !C SPAN D. d D • 2' •a . D. d d m a 4 d PD"E7FR AND . , a .b A • PER PIAN �. d d d . $'� REINFORCED C ONCRF)E • W4U- - D .d a r A. d °a 4 A D '. D A d a d Ddy :d'. ° 9 a A da p A.. I a A Pipe Callar� (see note 5) t G Pati 0 �,1ct•5t0 NOTArs X1vv go S 1. PROVIDE A MINIMUM 2 PANELS PER STRUCTURE. 56 MIN. 4' CLFAR INSIDE FACE PANEL WIDTH NOT TO E:CE 48' " SES SCHEDULE' BELOW 2. PROVIDE S S. SADDLE CLIP HOLD DOWN WITH 1/4 DAMEIER BOLTS J. HOLD DOWN LOCATIONS SH&L BE 6' FROM END OF EACH PANE!• �.0-1"rSECT►�ON " - TNOT TO S�:ALE NOT TO SCALE' BASIN CONTROL STRUCTURE SCHEDULE BASIN FG' ELEVAT70N Rlili E."AT1'ON OPENING DIMENSION WID.�' x h �cL'T OPENING �- ZLEYA 1]'0N OPENING LO�ii]'©N � STRUCTURE" SIZE* (INSIDE" FACE) FLOOR AND BALL FNIC�,�ESS WALL REIIVF0RCE1WEA T 152mm (6 1 thick for facing class 33 2 229mm (97 thick for light clasm =SEC TION AA -A AP 524 4 AT 18' VER77CAL 1 1055.5 1064.2 1.2510 x 1.25' 1055.5 55 4' x 4' 8' 4 AT 12"' HORIZONTAL 4 =6" 350 24 12 x 61* 1062.3 1 30"0 FRAME AND 4 AT 12" FLOOR COVER (5T[))GRADE RING 1.5" x 1.0' 1193.0 INLET PIPE HDPE OUTLET 4 AT 18" VER77CAL 2 1113.0 1118.4 12 x 4 1117.2 �1 2' x 2' 8" 4 AT 12' HORIZONTAL HEIGHT WIDTH UNDERAIN DI� 4 AT 12' FLOOR notch 1521nrn (6 full depth `-End sill 203mm (8 Note: Riprop not shown. 2 X13 (4) rebars horizontal and vert9c®1 around fence post (typical). PLAN /-See note 7 �-- 2 x Pipe dia. 4 x Pip e dia. (mm) See note 5 76mm(37 Rllet ; J Oto10 S9 1/2 V-4 a ) Inlet box-/ �Iggre�ate cu%Pf wa11 Channel invert r-rc� r c�rrr.ws. rr� �P O 127mm (57 �- o _ 1 2 top of slab min of s" Min. thiclrn&ss above channel invert � I � 8 � STORUF>L MR T.d 8L£ tc go WIDTH (WW) �� I� Fac�ng Gass 457rrpm (i Light Class 763mm (3O ) 203mm (8 9 ---""1 CAR7]41DGES REQUIRED Aggregate subbase bottom and sides Filter cloth 16 152mm (6 1 thick for facing class 33 2 229mm (97 thick for light clasm =SEC TION AA -A AP 524 35 3 11 rD"*� CONCRUF K Y 55 5,1) 8 NOT TO SCALE STORMRLTFR WIDTH (WW) LENGTH (L) DEPTH (D) Qwq (CP.AI.) CAR7]41DGES REQUIRED 1 8 16 4=51* 478 33 2 8 20 4=6'0 524 35 3 11 24 5=6'0 804 55 4 8 16 4 =6" 350 24 NOTE• CARTRIDGE REQUIREMENTS BASED UPON 15 GPM. =AI I ncr ALTS LOCAT Mile M.H. FKAME AN[n COVER m I V x 24` STORMFILTER - PLAN VIEW 1 1 E KING MANi FOLD CAKTRI DGE I V x 24` STORMFILTER - SECTION VIEW A THE 5TORPAWATER MANAGEMENT 5tormFdterO U.5_ PATENT No. 5,322,629, No. 5,707,527, No. G,027,G39 No. G,G49,045, No. 5,624,576, AND OTHER U.5. AND F012EIGN l06 CONTECH Stormwater Solutions PATENT5 PENDING 1 V x 24' PRECAST STORMFILTER DRAWII STORMINATER PLAN AND SECTION VIEWS 1 SOLUTIONS. STANDARD DETAIL 112 contechstormwater.com DATE: XXIXXIXX SCALE: NONE FILE NAME: FILENAME DRAWN: XXX CHECKED_ XXX 9 1 '0' �. SECTION "E -B" 1. CRUSHED ROCK SLOT A PLAN VIEW 6' PERF0R4TFD SUBIJRA/N (SRR. 35 P. KC.) AT 0.5Z I/N. 3' MIR -4R 14ON FILTER FABRIC (12' LAP. MIN.) WALL 0 ki 1,1--5' x 5' TRASH RACK PER DETAIL HEREON SECTION "P -B' - TOP OF HEAD WALL NO 1. RIP RAP SHALL BE EITHER OLARRY STONE OR BROKEN CONCRETE COBBLES ARE NOT ACCEPTABLE 2. FABRIC COVER IF* SHALL SE CLASS 11 SASE. J. FILTER FABRIC SHALL HE MIRAFI 70OX OR EQUIVALENT. VIN_ SAF'�'NER 3 x 3/8 Ills _ A f ITA S j I - or MINOR AW AW MIXTT - XUA �. TYP. RACK TO HEADWALL 12 PLACES) 35' 24' 3/4' RAD. ,f a \ G /\ a /W., .. a. 4 . f f 6 A`14 8' 8, ' WAREHOUSE 2' 1' 71 ' 60' 2' f -F' oo� 10 ' 4 P 1' N°') CONCRETE TERRACE DRAIN �_ - _I - 5• A.C. PAVEMENT OVER 5W X 1' DEEP 810-SWALE CLASS 11 BASE P.C.C. PAVEMENT - PER THIS SHE`S 6" P. C. C. CURB AND GUTTER TRUCK COURT sforION 7 NOT TO SCALE 8' S6' WAREIOUSE 2, 560 P g 6' VAR1E56� 2�. RjW 1.0.:-2• .......... 0.5 LANDSCAPE ARE4 VARIES 5ti� A. C. PAVEMENT ODER T pE►q -- CLASS 11 BASE PLAID 1 -o 2, 4�� 8 V X 1 ' DEEP BIO-SWALE PER THIS SHE tT •G PROPOSED GEOGRID RETAINING WALL WITH CONCRETE GUTTER ABOVE Src no j�' / NOT TO SCALE 71' 8 ALL CONCRETE- IS INTEGRAL ') 1a5Ar ( s 1i �i I\/�\\/\\/�\,�\��\ /� AND 2500 P.S.I. MIN. -�• -- 2. 6 2' ....... . -II •� a.,%RA 15, P.C.C. PAVEMENT - ��"� _ N 2' Q� VARIES TRUCK COURT A C. PAVEMENT OVER i, CLASS 11 BASE -off Q 6V X 1' DEEP Bio SHALE P,Eg - -1 IRRIG47FD GRASS TURF PER THIS SHEET �, I j 4 1.5:1 OR 2.• 1 LAYER (4 MIN.) S C®NCREIE TERRACE DRAIN VAP i 1 RIES 4' I 3' MIN. j 12' PROPOSED GEOGRID RETAINING 6, URB AND GUTTER WALL WITH CONCRETE GUTTER ABOVE 5:1 OR 2:1 ;V A f " 2 1 - - - - - xv A 1..� 2 1 T10A•o 1 � CURB OPENING OL'TLEI • I -TOP SOIL ETAIL ASOVE NOT TO SALE' '�� 6 MIN. SEE D 5 IMPERVIOUS LINER �c ALL SIDE WALLS 4' -- 6 PARK G 2 LOT R/ ' • • • •' • .5' 3 _ 1.5" - 2.5" GRAVEL VARIES I I `5L�P A.C. PAVEMENT OVER UNDERDRAiN •1 -a ,o� l- CLASS II 84SE " r, 6 I X I" DEEP 810-SWALE 24 4' STORAGE pLAN 41 ,o PEr? 13�IIS SHEET' 6 VARIES 24" TO 48" 2" fi" CONC. HORIZONTAL / \' .f NOTE: A MINIMUM 0, fi" OF AGGREGATE BASE SHALL BE UTILIZED UNDER THE RIBBON GUTTER IN STREET, DRIVEWAY AND PARKING LOT AREAS. AM 4f rrpo"`� 48 ;K40 KIBBON OZ17TERM 5) NOT TO SCALE Constnvction joint STORMFIL TER MELE RL TER FABRIC WR4PP£J STORMFILTER WIDTH (W) LENGTH (L) DEPTH (D) Qwq CARTRIDGES REQUIRED 5 72 ROUND 4 =5' 94 7 6 72' ROUND 4 =6 40 NOTE- CARTRIDGE REQUIREMENTS B4SED UPON 15 G.P.M. 121 BALLAST 72"0 4 :d •' ` ... . d :.: 6d, INLET PIPE .t : 6712"0 hDPE OUTLET STUB A. + MANHOLE STORMFILTER - PLAN VIEW 1 1 30"0 FRAME AND CONCRETE COVER (5T[))GRADE RING STEP (TYP) ' , . r'• .:. ; . INLET PIPE HDPE OUTLET R15EK WITH 5CU M BAFFLE z BALLAST '. HEIGHT WIDTH UNDERAIN DI� 5TORMFILTEK CAKTRIDGE (TYP.) M AN I FOLD MANHOLE STORMFILTER - SECTION VIEW A THE STORMwAT=R MANAGEMENT StormFllter® 1 U.5. PATENT No. 5,322,229, N5,707,527, No. 6,027,239 o. ©2005 Stormwater360 No. G,G49,046, No. 5,G24,57G, AND OTHER U.5. AND FOREIGN 02006 CONTECH Stormwater Solutions PATENTS PENDING ^;A., �® PRECAST 72" MANHOLE STORMFILTER DRAWING PLAN AND SECTION VIEWS � STORNIWATFR SOLUTIONS STANDARD DETAIL 112 contechstormwater.com DATE: 0912W05 SCALE: NONE RLE NAME: MHSF7-72PC-ITL TE DRAWN: MJW CHECKED: ARG ' SCH. 40 PERFORATED PIPE RL TER FABRIC WR4PP£J LENGTH (L) AROUND S0/!,/GR4VFi 011I (CPU.) /NTERFACE OBIO-SWALC .TA Il 7=640 MO TO SGAL£ 121 9 77 6 ' SCH. 40 PERFORATED PIPE STORMFIL TER TABLE STORMRI-M? RL TER FABRIC WR4PP£J LENGTH (L) AROUND S0/!,/GR4VFi 011I (CPU.) /NTERFACE OBIO-SWALC .TA Il 7=640 MO TO SGAL£ STORMFIL TER TABLE STORMRI-M? WID7H (W) LENGTH (L) DEPTH (D) 011I (CPU.) Cr4RTRIDGES REQUIRED 7 6' 7=640 4=60 121 9 NOTE.- CARTRIDGE REQUIREMENTS 54•SM UPON 15 CP.M. ALTERNATE PIPE LOCATION (TYP) INLET PIPE - 6'x 7'-6" STORMFILTER - PLAN VIEW 1 30`0 PRE` - coy FLOW 5PREADER FYP) PERMANENT POOL D1551PATOR 0I UNIVIFIL! LN, UNUEKUKAIN CARTRIDGE (TYP) MANIFOLD 6'x 12' STORMFILTER - SECTION VIEW A THESTORi5tor7nF,itTERer(D EMENT tor U.5. PATENT No_ 5,322,629, No. 5,707,527, No. 6,027,639 No. G,G49,045, No. 5,G24,57G, AND OTHEK U.5. AND FOKEIGr' ©2006 CONTECH Stormwater Solutions PATENT5 PENDING DRAWING __'_'_�® 6'x 7'-6" PRECAST STORMFILTER W��O �®moi®i� PLAN AND SECTION VIEWS STORMWATER STANDARD DETAIL SOLUTIONS. 1r2 contechstormwater.com DATE: 08!28105 SCALE: NO FILE NAME: SF612-PC-DTL DRAWN: MJW CHECKED: ARG 2, , , c� CONCRETE TER.Ae4CE DAN PROPOSED GEOGRID RETAINING WALL WITH CONCRETE TERRA CE DRAIN ABOVE In rC -S r10AJV A 5 NOT TO SCALE 8' 2' 6' LOT 4 3 1,5 VARIES A0. PADENT 0 2 CLASS 11 BASE P �o PER 6$Y X 1 ' DEEP BIO -SHALE PER THIS SHEET P ! 1, P -! 43 26 OR 48 3 CONCRETE TERRACE DRAIN13 OR e 20 13' OR PROPOSED GEOGRID RETAINING 8' 20' WALL WITH CONCRETE TERRACE DRAIN A80VE WAREHOUSE .o' .o, 9' A.0. 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WATER QU4U7Y STRUCTURE NO. 5 GRAPH/C SCALE 100 0 f00 200 300 06677NG CONTOUR PROPOSED CONTOUR ®U/LD/NG OUTLINE »oo 5 ry Water Quality Management Plan (WQMP) PHS Warehouse • Appendix C Supporting Detail Related to Hydraulic Conditions of Concern 0 PHS Warehouse - Phase 1 Drainage Area 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (of) 20,456 121,689 0.47 2.79 Time (min) 0+05 0.01 0.20 0.12 0.03 0.05 0 0 0.05 0+10 0.04 0.35 0.21 0.05 0.08 0.00 0.00 0.08 0+15 0.05 0.36 0.22 0.05 0.09 0.01 0.01 0.10 0+20 0.05 0.46 0.28 0.07 0.11 0.01 0.01 0.13 0+25 0.07 0.54 0.33 0.08 0.13 0.02 0.01 0.16 0+30 0.07 0.55 0.34 0.08 0.13 0.02 0.01 0.16 0+35 0.07 0.55 0.34 0.08 0.13 0.03 0.01 0.17 0+40 0.07 0.55 0.34 0.08 0.13 0.03 0.01 0.17 0+45 0.07 0.55 0.34 0.08 0.13 0.03 0.02 0.17 0+50 0.08 0.65 0.40 0.10 0.16 0.03 0.02 0.20 0+55 0.09 0.72 0.44 0.11 0.17 0.03 0.02 0.22 1+00 0.09 0.73 0.45 0.11 0.17 0.03 0.02 0.22 1+05 0.09 0.63 0.38 0.10 0.15 0.03 0.02 0.21 1+10 0.08 0.55 0.34 0.08 0.13 0.03 0.02 0.19 1+15 0.07 0.55 0.34 0.08 0.13 0.03 0.02 0.19 1+20 0.07 0.55 0.34 0.08 0.13 0.03 0.02 0.19 1+25 0.07 0.55 0.34 0.08 0.13 0.03 0.02 0.19 1+30 0.07 0.55 0.34 0.08 0.13 0.04 0.02 0.19 1+35 0.07 0.55 0.34 0.08 0.13 0.04 0.02 0.19 1+40 0.07 0.55 0.34 0.08 0.13 0.04 0.02 0.19 1+45 0.07 0.55 0.34 0.08 0.13 0.04 0.02 0.19 1+50 0.08 0.65 0.40 0.10 0.16 0.04 0.02 0.22 1+55 0.09 0.72 0.44 0.11 0.17 0.04 0.02 0.24 2+00 0.09 0.73 0.45 0.11 0.17 0.04 0.02 0.24 2+05 0.10 0.73 0.45 0.11 0.17 0.04 0.02 0.24 2+10 0.10 0.73 0.45 0.11 0.17 0.05 0.02 0.24 2+15 0.10 0.73 0.45 0.11 0.17 0.05 0.02 0.24 2+20 0.10 0,73 0.45 0.11 0.17 0.05 0.02 0.24 2+25 0.10 0.73 0.45 0.11 0.17 0.05 0.02 0.24 2+30 0.10 0.73 0.45 0.11 0.17 0.05 0.02 0.25 2+35 0.10 0.83 0.51 0.13 0.20 0.05 0.02 0.27 2+40 0.12 0.90 0.55 0.14 0.21 0.05 0.03 0.29 2+45 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 2+50 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 2+55 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 3+00 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 3+05 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 3+10 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 3+15 0.12 0.91 0.56 0.14 0.22 0.05 0.03 0.30 3+20 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.30 3+25 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.30 3+30 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.30 3+35 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.30 3+40 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.31 3+45 0.12 0.91 0.56 0.14 0.22 0.06 0.03 0.31 3+50 0.13 1.01 0.62 0.15 0.24 0.06 0.03 0.33 3+55 0.14 1.09 0.67 0.16 0.26 0.06 0.03 0.35 4+00 0.14 1.09 0.67 0.16 0.26 0.06 0.03 0.35 PHS Warehouse - Phase 1 Drainage Area 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (of) 20,456 121,689 0.47 2.79 Time (min) 4+05 0.14 1.09 0.67 0.16 0.26 0.06 0.03 0.35 4+10 0.14 1.09 0.67 0.16 0.26 0.06 0.03 0.36 4+15 0.14 1.09 0.67 0.16 0.26 0.06 0.03 0.36 4+20 0.15 1.19 0.73 0.18 0.28 0.06 0.03 0.38 4+25 0.16 1.27 0.78 0.19 0.30 0.06 0.03 0.40 4+30 0.17 1.27 0.78 0.19 0.30 0.06 0.03 0.40 4+35 0.17 1.27 0.78 0.19 0.30 0.06 0.03 0.40 4+40 0.17 1.27 0.78 0.19 0.30 0.07 0.03 0.40 4+45 0.17 1.27 0.78 0.19 0.30 0.07 0.03 0.40 4+50 0.17 1.37 0.84 0.21 0.33 0.07 0.03 0.43 4+55 0.19 1.45 0.89 0.22 0.35 0.07 0.03 0.45 5+00 0.19 1.46 0.89 0.22 0.35 0.07 0.03 0.45 5+05 0.18 1.25 0.76 0.19 0.30 0.07 0.04 0.41 5+10 0.15 1.10 0.67 0.17 0.26 0.07 0.04 0.37 5+15 0.15 1.09 0.67 0.16 0.26 0.07 0.04 0.37 5+20 0.15 1.19 0.73 0.18 0.28 0.07 0.04 0.39 5+25 0.16 1.27 0.78 0.19 0.30 0.07 0.04 0.41 5+30 0.17 1.27 0.78 0.19 0.30 0.07 0.04 0.41 5+35 0.17 1.37 0.84 0.21 0.33 0.07 0.04 0.44 5+40 0.19 1.45 0.89 0.22 0.35 0.07 0.04 0.46 5+45 0.19 1.46 0.89 0.22 0.35 0.07 0.04 0.46 5+50 0.19 1.46 0.89 0.22 0.35 0.07 0.04 0.46 5+55 0.19 1.46 0.89 0.22 0.35 0.08 0.04 0.46 6+00 0.19 1.46 0.89 0.22 0.35 0.08 0.04 0.46 6+05 0.20 1.56 0.95 0.24 0.37 0.08 0.04 0.49 6+10 0.21 1.63 0.99 0.25 0.39 0.08 0.04 0.51 6+15 0.21 1.64 1.00 0.25 0.39 0.08 0.04 0.51 6+20 0.22 1.64 1.00 0.25 0.39 0.08 0.04 0.51 6+25 0.22 1.64 1.00 0.25 0.39 0.08 0.04 0.51 6+30 0.22 1.64 1.00 0.25 0.39 0.08 0.04 0.51 6+35 0.22 1.74 1.06 0.26 0.42 0.08 0.04 0.54 6+40 0.24 1.81 1.10 0.27 0.43 0.08 0.04 0.55 6+45 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 6+50 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 6+55 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 7+00 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 7+05 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 7+10 0.24 1.82 1.11 0.27 0.43 0.08 0.04 0.56 7+15 0.24 1.82 1.11 0.27 0.43 0.09 0.04 0.56 7+20 0.25 1.92 1.17 0.29 0.46 0.09 0.04 0.59 7+25 0.26 2.00 1.22 0.30 0.48 0.09 0.04 0.61 • 7+30 0.26 2.00 1.22 0.30 0.48 0.09 0.04 0.61 7+35 0.27 2.10 1.28 0.32 0.50 0.09 0.04 0.63 7+40 0.28 2.18 1.33 0.33 0.52 0.09 0.04 0.65 7+45 0.29 2.18 1.33 0.33 0.52 0.09 0.04 0.65 7+50 0.29 2.28 1.39 0.34 0.54 0.09 0.05 0.68 7+55 0.31 2.36 1.44 0.36 0.56 0.09 0.05 0.70 8+00 0.31 2.36 1.44 0.36 0.56 0.09 0.05 0.70 PHS Warehouse - Phase 1 Drainage Area 29.67 ac 61.04% 15.10°/6 23.86% • 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (cf) 20,456 121,689 0.47 2.79 Time (min) 8+05 0.32 2.57 1.57 0.39 0.61 0.09 0.05 0.75 8+10 0.35 2.72 1.66 0.41 0.65 0.09 0.05 0.79 8+15 0.36 2.73 1.67 0.41 0.65 0.09 0.05 0.79 8+20 0.36 2.73 1.67 0.41 0.65 0.10 0.05 0.79 8+25 0.36 2.73 1.67 0.41 0.65 0.10 0.05 0.79 8+30 0.36 2.73 1.67 0.41 0.65 0.10 0.05 0.80 8+35 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 8+40 0.38 2.91 1.78 0.44 0.69 0.10 0.05 0.84 8+45 0.38 2.91 1.78 0.44 0.69 0.10 0.05 0.84 8+50 0.39 3.01 1.84 0.45 0.72 0.10 0.05 0.87 8+55 0.40 3.09 1.89 0.47 0.74 0.10 0.05 0.89 9+00 0.41 3.09 1.89 0.47 0.74 0.10 0.05 0.89 9+05 0.42 3.29 2.01 0.50 0.79 0.10 0.05 0.94 9+10 0.45 3.45 2.11 0.52 0.82 0.10 0.05 0.98 9+15 0.45 3.46 2.11 0.52 0.83 0.10 0.05 0.98 9+20 0.46 3.56 2.17 0.54 0.85 0.10 0.05 1.00 9+25 0.47 3.63 2.22 0.55 0.87 0.11 0.05 1.02 . 9+30 0.48 3.64 2.22 0.55 0.87 0.11 0.05 1.03 9+35 0.48 3.74 2.28 0.56 0.89 0.11 0.05 1.05 9+40 0.50 3.81 2.33 0.58 0.91 0.11 0.05 1.07 9+45 0.50 3.82 2.33 0.58 0.91 0.11 0.05 1.07 9+50 0.51 1.82 1.11 0.27 0.43 0.11 0.05 0.60 9+55 0.52 0.32 0.20 0.05 0.08 0.11 0.05 0.24 10+00 0.53 0.25 0.15 0.04 0.06 0.11 0.05 0.22 10+05 0.48 1.63 0.99 0.25 0.39 0.11 0.05 0.55 10+10 0.39 2.66 1.62 0.40 0.63 0.11 0.05 0.80 10+15 0.37 2.73 1.67 0.41 0.65 0.11 0.05 0.82 10+20 0.36 2.73 1.67 0.41 0.65 0.11 0.05 0.82 10+25 0.36 2.73 1.67 0.41 0.65 0.11 0.06 0.82 10+30 0.36 2.73 1.67 0.41 0.65 0.11 0.06 0.82 10+35 0.39 3.23 1.97 0.49 0.77 0.11 0.06 0.94 10+40 0.46 3.61 2.20 0.55 0.86 0.11 0.06 1.03 10+45 0.47 3.64 2.22 0.55 0.87 0.11 0.06 1.04 10+50 0.48 1.63 0.99 0.25 0.39 0.11 0.06 0.56 10+55 0.48 0.13 0.08 0.02 0.03 0,11 0.06 0.20 11+00 0.48 0.06 0.04 0.01 0.01 0.11 0.06 0.18 11+05 0.47 1.95 1.19 0.29 0.47 0.11 0.06 0.64 11+10 0.46 3.37 2.06 0.51 0.80 0.11 0.06 0.98 11+15 0.46 3.46 2.11 0.52 0.83 0.11 0.06 1.00 11+20 0.45 3.46 2.11 0.52 0.83 0.11 0.06 1.00 11+25 0.45 3.46 2.11 0.52 0.83 0.12 0.06 1.00 . 11+30 0.45 3.46 2.11 0.52 0.83 0.12 0.06 1.00 11+35 0.44 3.25 1.98 0.49 0.78 0.12 0.06 0.95 11+40 0.42 3.10 1.89 0.47 0.74 0.12 0.06 0.92 11+45 0.41 3.09 1.89 0.47 0.74 0.12 0.06 0.92 11+50 0.41 3.19 1.95 0.48 0.76 0.12 0.06 0.94 11+55 0.43 3.27 2.00 0.49 0.78 0.12 0.06 0.96 12+00 0.43 3.27 2.00 0.49 0.78 0.12 0.06 0.96 PHS Warehouse - Phase 1 Drainage Area 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (cf) 20,456 121,689 0.47 2.79 Time (min) 12+05 0.48 2.32 1.42 0.35 0.55 0.12 0.06 0.73 12+10 0.57 1.62 0.99 0.24 0.39 0.12 0.06 0.57 12+15 0.59 1.60 0.98 0.24 0.38 0.12 0.06 0.56 12+20 0.60 1.75 1.07 0.26 0.42 0.12 0.06 0.60 12+25 0.62 1.87 1.14 0.28 0.45 0.12 0.06 0.63 12+30 0.62 1.90 1.16 0.29 0.45 0.12 0.06 0.63 12+35 0.64 2.19 1.34 0.33 0.52 0.12 0.06 0.71 12+40 0.66 2.41 1.47 0.36 0.58 0.12 0.06 0.76 12+45 0.67 2.44 1.49 0.37 0.58 0.12 0.06 0.77 12+50 0.68 2.60 1.59 0.39 0.62 0.12 0.06 0.80 12+55 0.69 2.72 1.66 0.41 0.65 0.12 0.06 0.83 13+00 0.69 2.75 1.68 0.42 0.66 0.12 0.06 0.84 13+05 0.53 3.43 2.09 0.52 0.82 0.12 0.06 1.00 13+10 0.22 3.96 2.42 0.60 0.94 0.12 0.06 1.13 13+15 0.18 4.01 2.45 0.61 0.96 0.13 0.06 1.15 13+20 0.20 4.03 2.46 0.61 0.96 0.13 0.06 1.15 13+25 0.24 4.05 2.47 0.61 0.97 0.13 0.06 1.16 • 13+30 0.27 4.07 2.48 0.61 0.97 0.13 0.06 1.16 13+35 0.37 2.63 1.61 0.40 0.63 0.13 0.06 0.82 13+40 0.51 1.55 0.95 0.23 0.37 0.13 0.06 0.56 13+45 0.54 1.50 0.92 0.23 0.36 0.13 0.06 0.55 13+50 0.55 1.52 0.93 0.23 0.36 0.13 0.06 0.55 13+55 0.55 1.54 0.94 0.23 0.37 0.13 0.06 0.56 14+00 0.55 1.56 0.95 0.24 0.37 0.13 0.06 0.56 14+05 0.58 2.11 1.29 0.32 0.50 0.13 0.06 0.70 14+10 0.63 2.53 1.54 0.38 0.60 0.13 0.06 0.80 14+15 0.64 2.58 1.57 0.39 0.62 0.13 0.06 0.81 14+20 0.64 2.46 1.50 0.37 0.59 0.13 0.06 0.78 14+25 0.63 2.38 1.45 0.36 0.57 0.13 0.06 0.76 14+30 0.62 2.40 1.46 0.36 0.57 0.13 0.06 0.77 14+35 0.62 2.42 1.48 0.37 0.58 0.13 0.07 0.77 14+40 0.62 2.44 1.49 0.37 0.58 0.13 0.07 0.78 14+45 0.62 2.46 1.50 0.37 0.59 0.13 0.07 0.78 14+50 0.62 2.34 1.43 0.35 0.56 0.13 0.07 0.75 14+55 0.60 2.26 1.38 0.34 0.54 0.13 0.07 0.74 15+00 0.60 2.27 1.39 0.34 0.54 0.13 0.07 0.74 15+05 0.59 2.16 1.32 0.33 0.52 0.13 0.07 0.71 15+10 0.58 2.08 1.27 0.31 0.50 0.13 0.07 0.69 15+15 0.58 2.09 1.28 0.32 0.50 0.13 0.07 0.70 15+20 0.57 1.98 1.21 0.30 0.47 0.13 0.07 0.67 15+25 0.55 1.90 1.16 0.29 0.45 0.13 0.07 0.65 �. 15+30 0.55 1.91 1.17 0.29 0.46 0.13 0.07 0.65 15+35 0.52 1.40 0.85 0.21 0.33 0.13 0.07 0.53 15+40 0.47 1.01 0.62 0.15 0.24 0.13 0.07 0.44 15+45 0.46 1.01 0.62 0.15 0.24 0.13 0.07 0.44 15+50 0.46 1.02 0.62 0.15 0.24 0.13 0.07 0.44 15+55 0.45 1.04 0.63 0.16 0.25 0.13 0.07 0.45 16+00 0.45 1.06 ` 0.65 0.16 0.25 0.13 0.07 0.45 PHS Warehouse - Phase l Drainage Area 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (cf) 20,456 121,689 0.47 2.79 Time (min) 16+05 0.36 0.88 0.54 0.13 0.21 0.13 0.07 0.41 16+10 0.16 0.74 0,45 0.11 0.18 0.13 0.07 0.38 16+15 0.11 0.73 0.45 0.11 0.17 0.13 0.07 0.38 16+20 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 16+25 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 16+30 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 16+35 0.09 0.63 0.38 0.10 0.15 0.13 0.07 0.35 16+40 0.08 0.55 0.34 0.08 0.13 0.13 0.07 0.33 16+45 0.07 0.55 0.34 0.08 0.13 0.13 0.07 0.33 16+50 0.07 0.55 0.34 0.08 0.13 0.13 0.07 0.33 16+55 0.07 0.55 0.34 0.08 0.13 0.13 0.07 0.33 17+00 0.07 0.55 0.34 0.08 0.13 0.13 0.07 0.33 17+05 0.09 0.75 0.46 0.11 0.18 0.13 0.07 0.38 17+10 0.11 0.90 0.55 0.14 0.21 0.13 0.07 0.42 17+15 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 17+20 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 17+25 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 • 17+30 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 17+35 0.12 0.91 0.56 0.14 0.22 0,13 0.07 0.42 17+40 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 17+45 0.12 0.91 0.56 0.14 0.22 0.13 0.07 0.42 17+50 0.11 0.81 0.49 0.12 0.19 0.13 0.07 0.40 17+55 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 18+00 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 18+05 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 18+10 0.10 0.73 0.45 0.11 0.17 0.13 0.07 0.38 18+15 0.10 0.73 0.45 0.11 0.17 0.14 0.07 0.38 18+20 0.10 0.73 0.45 0.11 0.17 0.14 0.07 0.38 18+25 0.10 0.73 0.45 0.11 0.17 0.14 0.07 0.38 18+30 0.10 0.73 0.45 0.11 0.17 0.14 0,07 0.38 18+35 0.09 0.63 0.38 0.10 0.15 0.14 0.07 0.35 18+40 0.08 0.55 0.34 0,08 0.13 0.14 0.07 0.34 18+45 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 18+50 0.07 0.44 0.27 0.07 0.10 0.14 0.07 0.31 18+55 0.05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 19+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 19+05 0.05 0.46 0.28 0.07 0.11 0.14 0.07 0.31 19+10 0.07 0.54 0.33 0.08 0.13 0.14 0.07 0.33 19+15 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 19+20 0.08 0.65 0.40 0.10 0.16 0.14 0.07 0.36 19+25 0.09 0.72 0.44 0.11 0.17 0.14 0.07 0.38 19+30 0.09 0.73 0.45 0.11 0.17 0.14 0.07 0.38 19+35 0.09 0.63 0.38 0.10 0.15 0.14 0.07 0.35 19+40 0.08 0.55 0.34 0.08 0.13 0.14 0.07 0.34 19+45 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 19+50 0.07 0.44 0.27 0.07 0.10 0.14 0.07 0.31 19+55 0.05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 20+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 PHS Warehouse - Phase 1 Drainage Area 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 2 x 24 2 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 0.69 4.07 2.48 0.61 0.97 0.14 0.07 1.16 Volume (cf) 20,456 121,689 0.47 2.79 Time (min) 20+05 0.05 0.46 0.28 0.07 0.11 0.14 0.07 0.31 20+10 0.07 0.54 0.33 0.08 0.13 0.14 0.07 0.33 20+15 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+20 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+25 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+30 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+35 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+40 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+45 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 20+50 0.07 0.44 0.27 0.07 0.10 0.14 0.07 0.31 20+55 0,05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 21+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 21+05 0.05 0.46 0.28 0.07 0.11 0.14 0.07 0.31 21+10 0.07 0.54 0.33 0.08 0.13 0.14 0.07 0.33 21+15 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 21+20 0.06 0.44 0.27 0.07 0.10 0.14 0.07 0.31 21+25 0.05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 . 21+30 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 21+35 0.05 0.46 0.28 0.07 0.11 0.14 0.07 0.31 21+40 0.07 0.54 0.33 0.08 0.13 0.14 0.07 0.33 21+45 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 21+50 0.06 0.44 0.27 0.07 0.10 0.14 0.07 0.31 21+55 0.05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 22+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+05 0.05 0.46 0.28 0.07 0.11 0.14 0.07 0.31 22+10 0.07 0.54 0.33 0.08 0.13 0.14 0.07 0.33 22+15 0.07 0.55 0.34 0.08 0.13 0.14 0.07 0.34 22+20 0.06 0.44 0.27 0.07 0.10 0.14 0.07 0.31 22+25 0.05 0.37 0.23 0.06 0.09 0.14 0.07 0.29 22+30 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+35 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+40 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+45 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+50 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 22+55 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+05 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+10 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+15 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+20 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+25 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 • 23+30 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+35 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+40 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+45 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+50 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 23+55 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 24+00 0.05 0.36 0.22 0.05 0.09 0.14 0.07 0.29 PIIS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 8.72 10.07 6.15 1,52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (min) 0+05 0.02 0.31 0.19 0.05 0.07 0 0.00 0.07 0+10 0.06 0.55 0.34 0.08 0.13 0.00 0.00 0.13 0+15 0.07 0.57 0.35 0,09 0.14 0.01 0.01 0.15 0+20 0.08 0.72 0.44 0.11 0.17 0.02 0.01 0.21 0+25 0.11 0.84 0.51 0.13 0.20 0.02 0.01 0.23 0+30 0.11 0.85 0.52 0.13 0.20 0.03 0.01 0.24 0+35 0.11 0.85 0,52 0.13 0.20 0.03 0.02 0.25 0+40 0.11 0.85 0.52 0.13 0.20 0.03 0.02 0.25 0+45 0.11 0.85 0.52 0.13 0.20 0.03 0.02 0.25 0+50 0.12 1.01 0.62 0.15 0.24 0.03 0.02 0.30 0+55 0.14 1.12 0.68 0.17 0.27 0.03 0.02 0.32 1+00 0.15 1.13 0.69 0.17 0.27 0.04 0.02 0.33 1+05 0.14 0.97 0.59 0.15 0.23 0.04 0.02 0.29 1+10 0.12 0.86 0.52 0.13 0.21 0.04 0.02 0.27 1+15 0.11 0.85 0.52 0.13 0.20 0.04 0.02 0.27 1+20 0.11 0.85 0.52 0.13 0.20 0.04 0.02 0.27 1+25 0.11 0.85 0.52 0.13 0.20 0.04 0.02 0.27 • 1+30 0.11 0.85 0.52 0.13 0.20 0.05 0.02 0.27 1+35 0.11 0.85 0.52 0.13 0.20 0.05 0.02 0.27 1+40 0.11 0.85 0.52 0.13 0.20 0.05 0.02 0.27 1+45 0.11 0.85 0.52 0.13 0.20 0,05 0.02 0.28 1+50 0.12 1.01 0.62 0.15 0.24 0.05 0.03 0.32 1+55 0.14 1.12 0.68 0.17 0.27 0.05 0.03 0.34 2+00 0.15 1.13 0.69 0.17 0.27 0.05 0.03 0.35 2+05 0.15 1.13 0.69 0.17 0.27 0.05 0.03 0.35 2+10 0.15 1.13 0.69 0.17 0.27 0.05 0.03 0.35 2+15 0.15 1.13 0.69 0.17 0.27 0.05 0.03 0.35 2+20 0.15 1.13 0.69 0.17 0.27 0.05 0.03 0.35 2+25 0.15 1.13 0.69 0.17 0.27 0.06 0.03 0.35 2+30 0.15 1.13 0.69 0.17 0.27 0.06 0.03 0.35 2+35 0.16 1.29 0.79 0.19 0.31 0.06 0.03 0.40 2+40 0.18 1.41 0.86 0.21 0.34 0.06 0.03 0.43 2+45 0.18 1.41 0.86 0.21 0.34 0.06 0.03 0.43 2+50 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 2+55 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 3+00 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 3+05 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 3+10 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 3+15 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.43 3+20 0.19 1.41 0.86 0.21 0.34 0.06 0.03 0.44 3+25 0.19 1.41 0.86 0.21 0.34 0.07 0.03 0.44 3+30 0.19 1.41 0.86 0.21 0.34 0.07 0.03 0.44 3+35 0.19 1.41 0.86 0.21 0.34 0.07 0.03 0.44 3+40 0.19 1.41 0.86 0.21 0.34 0.07 0.03 0.44 3+45 0.19 1.41 0.86 0.21 0.34 0.07 0.04 0.44 3+50 0.20 1.57 0.96 0.24 0.37 0.07 0.04 0.48 3+55 0.22 1.69 1.03 0.26 0.40 0.07 0.04 0.51 4+00 0.22 1.70 1.04 0.26 0.41 0.07 0.04 0.51 PHS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 8.72 10.07 6.15 1.52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (min) 4+05 0.22 1.70 1.04 0.26 0.41 0.07 0.04 0.51 4+10 0.22 1.70 1.04 0.26 0.41 0.07 0.04 0.52 4+15 0.22 1.70 1.04 0.26 0.41 0.07 0.04 0.52 4+20 0.23 1.85 1.13 0.28 0.44 0.07 0.04 0.55 4+25 0.25 1.97 1.20 0.30 0.47 0.08 0.04 0.58 4+30 0.26 1.98 1.21 0.30 0.47 0.08 0.04 0.59 4+35 0.26 1.98 1.21 0.30 0.47 0.08 0.04 0.59 4+40 0.26 1.98 1.21 0.30 0.47 0.08 0.04 0.59 4+45 0.26 1.98 1.21 0.30 0.47 0.08 0.04 0.59 4+50 0.27 2.14 1.31 0.32 0.51 0.08 0.04 0.63 4+55 0.29 2.26 1.38 0.34 0.54 0.08 0.04 0.66 5+00 0.30 2.26 1.38 0.34 0.54 0.08 0.04 0.66 5+05 0.28 1.95 1.19 0.29 0.47 0.08 0.04 0.59 5+10 0.24 1.71 1.04 0.26 0.41 0.08 0.04 0.53 5+15 0.23 1.70 1.04 0.26 0.41 0.08 0.04 0.53 5+20 0.23 1.85 1.13 0.28 0.44 0.08 0.04 0.57 5+25 0.25 1.97 1.20 0.30 0.47 0.08 0.04 0.60 5+30 0.26 1.98 1.21 0.30 0.47 0.08 0.04 0.60 5+35 0.27 2.14 1.31 0.32 0.51 0.09 0.04 0.64 5+40 0.29 2.26 1.38 0.34 0.54 0.09 0.04 0.67 5+45 0.30 2.26 1.38 0.34 0.54 0.09 0.04 0.67 5+50 0.30 2.26 1.38 0.34 0.54 0.09 0.04 0.67 5+55 0.30 2.26 1.38 0.34 0.54 0.09 0.04 0.67 6+00 0.30 2.26 1.38 0.34 0.54 0.09 0.04 0.67 6+05 0.31 2.42 1.48 0.37 0.58 0.09 0.05 0.71 6+10 0.33 2.54 1.55 0.38 0.61 0.09 0.05 0.74 6+15 0.33 2.55 1.56 0.39 0.61 0.09 0.05 0.75 6+20 0.33 2.55 1.56 0.39 0.61 0.09 0.05 0.75 6+25 0.33 2.55 1.56 0.39 0.61 0.09 0.05 0.75 6+30 0.34 2.55 1.56 0.39 0.61 0.09 0.05 0.75 6+35 0.35 2.70 1.65 0.41 0.64 0.10 0.05 0.79 6+40 0.37 2.82 1.72 0.43 0.67 0.10 0.05 0.82 6+45 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 6+50 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 6+55 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 7+00 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 7+05 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.82 7+10 0.37 2.83 1.73 0.43 0.68 0.10 0.05 0.83 7+15 0.37 1.26 0.77 0.19 0.30 0.10 0.05 0.45 7+20 0.38 0.30 0.18 0.05 0.07 0.10 0.05 0.22 7+25 0.40 0.40 0.24 0.06 0.10 0.10 0.05 0.25 7+30 is 0.41 0.43 0.26 0.06 0.10 0.10 0.05 0.25 7+35 0.42 0.65 0.40 0.10 0.16 0.10 0.05 0.31 7+40 0.44 0.82 0.50 0.12 0.20 0.10 0.05 0.35 7+45 0.45 0.85 0.52 0.13 0.20 0.10 0.05 0.35 7+50 0.46 1.07 0.65 0.16 0.26 0.10 0.05 0.41 7+55 0.48 1.25 0.76 0.19 0.30 0.10 0.05 0.45 8+00 0.48 1.27 -0.78 0.19 0.30 0.10 0.05 0.46 PHS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.04% 15.10% 23,86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 8.72 10.07 6.15 1.52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (m in) 8+05 0.40 1.70 1.04 0.26 0.41 0.10 0.05 0.56 8+10 0.25 2.03 1.24 0.31 0.48 0.10 0.05 0.64 8+15 0.24 2.07 1.26 0.31 0.49 0.10 0.05 0.65 8+20 0.25 2.08 1.27 0.31 0.50 0.10 0.05 0.65 8+25 0.28 2.10 1.28 0.32 0.50 0.10 0.05 0.66 8+30 0.30 2.12 1.29 0.32 0.51 0,10 0.05 0.66 8+35 0.43 2.34 1.43 0.35 0.56 0.11 0.05 0.72 8+40 0.66 2.51 1.53 0.38 0.60 0.11 0.05 0.76 8+45 0.73 2.54 1.55 0.38 0.61 0.11 0.05 0.76 8+50 0.87 2.76 1.68 0.42 0.66 0.11 0.05 0.82 8+55 1.10 2.93 1.79 0.44 0.70 0.11 0.05 0.86 9+00 1.18 2.96 1.81 0.45 0.71 0.11 0.05 0.87 9+05 1.42 3.39 2.07 0.51 0.81 0.11 0.05 0.97 9+10 1.86 3.71 2.26 0.56 0.89 0.11 0.05 1.05 9+15 1.98 3.75 2.29 0.57 0.89 0.11 0.05 1.06 9+20 2.13 3.97 2.42 0.60 0.95 0.11 0.06 1.11 9+25 2.36 4.14 2.53 0.63 0.99 0.11 0.06 1.15 9+30 2.44 4.17 2.55 0.63 1.00 0.11 0.06 1.16 9+35 2.58 4.39 2.68 0.66 1.05 0.11 0.06 1.22 9+40 2.81 4.56 2.78 0.69 1.09 0.11 0.06 1.26 9+45 2.88 4.59 2.80 0.69 1.10 0.11 0.06 1.27 9+50 3.02 4.81 2.94 0.73 1.15 0.11 0.06 1.32 9+55 3.25 4.98 3.04 0.75 1.19 0.12 0.06 1.36 10+00 3.32 5,01 3.06 0.76 1.20 0.12 0.06 1.37 10+05 2.64 3.57 2.18 0.54 0.85 0.12 0.06 1.03 10+10 1,23 2.50 1.53 0.38 0.60 0.12 0.06 0.77 10+15 0.91 2.45 1.50 0.37 0.58 0.12 0.06 0.76 10+20 0.86 2.46 1.50 0.37 0.59 0.12 0.06 0.76 10+25 0.86 2.48 1.51 0.37 0.59 0.12 0.06 0.77 10+30 0.87 2.49 1.52 0.38 0.59 0.12 0.06 0.77 10+35 1.41 3.54 2.16 0.53 0.84 0.12 0.06 1.02 10+40 2.46 4.34 2.65 0.66 1.04 0.12 0.06 1.22 10+45 2.72 4.40 2.69 0.66 1.05 0.12 0.06 1.23 10+50 2.80 4.41 2.69 0.67 1.05 0.12 0.06 1.24 10+55 2.84 4.43 2.70 0.67 1.06 0.12 0.06 1.24 11+00 2.87 4.44 2.71 0.67 1.06 0.12 0.06 1.24 11+05 2.79 4.25 2.59 0.64 1.01 0.12 0.06 1.20 11+10 2.61 4.11 2.51 0.62 0.98 0.12 0.06 1.17 11+15 2.58 4.12 2.51 0.62 0.98 0.13 0.06 1.17 11+20 2.59 4.13 2.52 0.62 0.99 0.13 0.06 1.17 11+25 2.61 4.14 2.53 0.63 0.99 0.13 0.06 1.18 . 11+30 2.63 4.16 2.54 0.63 0.99 0.13 0.06 1.18 11+35 2.45 3.76 2.30 0.57 0.90 0.13 0.06 1.09 11+40 2.06 3.46 2.11 0.52 0.83 0.13 0.06 1.02 11+45 1.99 3.46 2.11 0.52 0.83 0.13 0.06 1.02 11+50 2.09 3.68 2.25 0.56 0.88 0.13 0.06 1.07 11+55 2.31 3.85 2.35 0.58 0.92 0.13 0.06 1.11 12+00 2.38 3.87 -2.36 0.58 0.92 0.13 0.07 1.12 PHS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.049/0 15.10% 23.860/. 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 872 10.07 6.15 1.52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (min) 12+05 3.13 5.33 3.25 0.80 1.27 0.13 0.07 1.47 12+10 4.59 6.44 3.93 0.97 1.54 0.13 0.07 1.73 12+15 4.95 6.52 3.98 0.98 1.56 0.13 0.07 1.75 12+20 5.16 6.74 4.11 1.02 1.61 0.13 0.07 1.81 12+25 5.41 6.91 4.22 1.04 1.65 0.13 0.07 1.85 12+30 5.48 6.93 4.23 1.05 1.65 0.13 0.07 1.86 12+35 5.72 7.36 4.49 1.11 1.76 0.13 0.07 1.96 12+40 6.15 7.69 4.69 1.16 1.84 0.14 0.11 2.08 12+45 6.27 7.72 4.71 1.17 1.84 0.14 0.11 2.09 12+50 6.42 7.94 4.85 1.20 1.89 0.14 0.19 2.22 12+55 6.65 8.11 4.95 1.22 1.94 0.25 0.29 2.47 13+00 6.72 8.13 4.96 1.23 1.94 0.44 0.29 2.67 13+05 7.27 9.18 5.60 1.39 2.19 0.44 0.39 3.02 13+10 8.32 9.97 6.09 1.51 2.38 0.70 0.39 3.46 13+15 8.58 10.04 6.13 1.52 2.40 1.00 0.44 3.83 13+20 8.66 10.05 6.13 1.52 2.40 1.34 0.44 4.17 13+25 8.70 10.06 6.14 1.52 2.40 1.71 0.49 4.60 . 13+30 8.72 10.07 6.15 1.52 2.40 2.12 0.49 5.01 13+35 7.61 7.81 4.77 1.18 1.86 2.12 0.53 4.51 13+40 5.38 6.11 3.73 0.92 1.46 2.38 0.53 4.36 13+45 4.86 6.02 3.67 0.91 1.44 2.38 0.53 4.34 13+50 4.75 6.03 3.68 0.91 1.44 2.38 0.53 4.34 13+55 4.74 6.05 3.69 0.91 1.44 2.38 0.57 4.39 14+00 4.75 6.06 3.70 0.92 1.45 2.57 0.57 4.59 14+05 5.18 6.90 4.21 1.04 1.65 2.57 0.57 4.79 14+10 6.02 7.53 4.60 1.14 1.80 2.57 0.57 4.94 14+15 6.23 7.59 4.63 1.15 1.81 2.75 0.57 5.13 14+20 6.19 7.39 4.51 1.12 1.76 2.75 0.60 5.12 14+25 6.02 7.25 4.43 1.09 1.73 2.75 0.60 5.09 14+30 5.99 7.25 4.43 1.09 1.73 2.75 0.60 5.09 14+35 6.00 7.26 4.43 1.10 1.73 2.92 0.60 5.26 14+40 6.02 7.28 4.44 1.10 1.74 2.92 0.64 5.30 14+45 6.03 7.29 4.45 1.10 1.74 2.92 0.64 5.30 14+50 5.95 7.09 4.33 1.07 1.69 2.92 0.64 5.25 14+55 5.76 6.95 4.24 1.05 1.66 3.08 0.64 5.38 15+00 5.73 6.95 4.24 1.05 1.66 3.08 0.67 5.41 15+05 5.64 6.76 4.13 1.02 1.61 3.08 0.67 5.36 15+10 5.45 6.61 4.03 1.00 1.58 3.08 0.67 5.33 15+15 5.42 6.62 4.04 1.00 1.58 3.08 0.67 5.33 15+20 5.32 6.42 3.92 0.97 1.53 3.08 0.67 5.28 15+25 5.13 6.28 3.83 0.95 1.50 3.23 0.67 5.40 15+30 5.10 6.28 3.83 0.95 1.50 3.23 0.67 5.40 • 15+35 4.69 5.46 3.33 0.82 1.30 3.23 0.70 5.24 15+40 3.89 4.85 2.96 0.73 1.16 3.23 0.70 5.09 15+45 3.71 4.83 2.95 0.73 1.15 3.23 0.70 5.09 15+50 3.68 4.84 2.95 0.73 1.15 3.23 0.70 5.09 15+55 3.69 4.85 2.96 0.73 1.16 3.23 0.70 5.09 16+00 3.70 4.86 -2.97 0.73 1.16 3.23 0.70 5.09 PNS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 8.722 10.07 6.15 1.52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (min) 16+05 2.73 2.79 1.70 0.42 0.67 3.08 0.70 4.45 16+10 0.76 1.23 0.75 0.19 0.29 3.08 0.67 4.05 16+15 0.30 1.13 0.69 0.17 0.27 3.08 0.67 4.02 16+20 0.19 1.13 0.69 0.17 0.27 2.92 0.67 3.86 16+25 0.16 1.13 0.69 0.17 0.27 2.92 0.67 3.86 16+30 0.15 1.13 0.69 0.17 0.27 2.92 0.64 3.83 16+35 0.14 0.97 0.59 0.15 0.23 2.75 0.64 3.62 16+40 0.12 0.86 0.52 0.13 0.21 2.75 0.64 3.60 16+45 0.11 0.85 0.52 0.13 0.20 2.57 0.64 3.41 16+50 0.11 0.85 0.52 0.13 0.20 2.57 0.60 3.38 16+55 0.11 0.85 0.52 0.13 0.20 2.57 0.60 3.38 17+00 0.11 0.85 0.52 0.13 0.20 2.38 0.60 3.18 17+05 0.13 1.16 0.71 0.18 0.28 2.38 0.60 3.26 17+10 0.17 1.40 0.85 0.21 0.33 2.38 0.60 3.31 17+15 0.18 1.41 0.86 0.21 0.34 2.38 0.57 3.28 17+20 0.19 1.41 0.86 0.21 0.34 2.12 0.57 3.03 17+25 0.19 1.41 0.86 0.21 0.34 2.12 0.57 3.03 17+30 0.19 1.41 0.86 0.21 0.34 2.12 0.57 3.03 17+35 0.19. 1.41 0.86 0.21 0.34 2.12 0.57 3.03 17+40 0.19 1.41 0.86 0.21 0.34 2.12 0.57 3.03 17+45 0.19 1.41 0.86 0.21 0.34 1.71 0.53 2.58 17+50 0.18 1.26 0.77 0.19 0.30 1.71 0.53 2.54 17+55 0.16 1.14 0.70 0.17 0.27 1.71 0.53 2.51 18+00 0.15 1.13 0.69 0.17 0.27 1.71 0.53 2.51 18+05 0.15 1.13 0.69 0.17 0.27 1.71 0.53 2.51 18+10 0.15 1.13 0.69 0.17 0.27 1.34 0.49 2.09 18+15 0.15 1.13 0.69 0.17 0.27 1.34 0.49 2.09 18+20 0.15 1.13 0.69 0.17 0.27 1.34 0.49 2.09 18+25 0.15 1.13 0.69 0.17 0.27 1.34 0.49 2.09 18+30 0.15 1.13 0.69 0.17 0.27 1.34 0.49 2.09 18+35 0.14 0.97 0.59 0.15 0.23 1.34 0.49 2.05 18+40 0.12 0.86 0.52 0.13 0.21 1.34 0.49 2.03 18+45 0.11 0.85 0.52 0.13 0.20 1.34 0.44 1.98 18+50 0.10 0.69 0.42 0.10 0.16 1.00 0.44 1.60 18+55 0.08 0.57 0.35 0.09 0.14 1.00 0.44 1.57 19+00 0.08 0.57 0.35 0.09 0.14 1.00 0.44 1.57 19+05 0.09 0.72 0.44 0.11 0.17 1.00 0.44 1.61 19+10 0.11 0.84 0.51 0.13 0.20 1.00 0.39 1.58 19+15 0.11 0.85 0.52 0.13 0.20 1.00 0.39 1.59 19+20 0.12 1.01 0.62 0.15 0.24 1.00 0.39 1.62 19+25 0.14 1.12 0.68 0.17 0.27 1.00 0.39 1.65 . 19+30 0.15 1.13 0.69 0.17 0.27 1.00 0.39 1.65 19+35 0.14 0.97 0.59 0.15 0.23 1.00 0.39 1.61 19+40 0.12 0.86 0.52 0.13 0.21 1.00 0.39 1.59 19+45 0.11 0.85 0.52 0.13 0.20 1.00 0.39 1.59 19+50 0.10 0.69 0.42 0.10 0.16 0.70 0.29 1.15 19+55 0.08 0.57 0.35 0.09 0.14 0.70 0.29 1.12 20+00 0.08 0.57 0.35 0.09 0.14 0.70 0.29 1.12 PHS Warehouse - Phase 1 10 year 24 Hour Storm Drainage Area 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin Outflow Basin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 10 x 24 10 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 8.72 10.07 6.15 1.52 2.40 3.23 0.70 5.41 Volume (cf) 120,149 221,450 2.76 5.08 Time (min) 20+05 0.09 0.72 0.44 0.11 0.17 0.70 0.29 1.16 20+10 0.11 0.84 0.51 0.13 0.20 0.70 0.29 1.19 20+15 0.11 0.85 0.52 0.13 0.20 0.70 0.29 1.19 20+20 0.11 0.85 0.52 0.13 0.20 0.70 0.29 1.19 20+25 0.11 0.85 0.52 0.13 0.20 0.70 0.29 1.19 20+30 0.11 0.85 0.52 0.13 0.20 0.70 0.29 1.19 20+35 0.11 0.85 0.52 0.13 0.20 0.70 0.29 1.19 20+40 0.11 0,85 0.52 0.13 0.20 0.70 0.29 1.19 20+45 0.11 0.85 0.52 0.13 0.20 0.70 0.19 1.09 20+50 0.10 0.69 0.42 0.10 0.16 0.70 0.19 1.05 20+55 0.08 0.57 0.35 0.09 0.14 0.70 0.19 1.02 21+00 0.08 0.57 0.35 0.09 0.14 0.70 0.19 1.02 21+05 0.09 0.72 0.44 0.11 0.17 0.70 0.19 1.06 21+10 0.11 0.84 0.51 0.13 0.20 0.70 0.19 1.09 21+15 0.11 0.85 0.52 0.13 0.20 0.70 0.19 1.09 21+20 0.10 0.69 0.42 0.10 0.16 0.70 0.19 1.05 21+25 0.08 0.57 0.35 0.09 0.14 0.70 0.19 1.02 • 21+30 0.08 0.57 0.35 0.09 0.14 0.70 0.19 1.02 21+35 0.09 0.72 0.44 0.11 0.17 0.70 0.19 1.06 21+40 0.11 0.84 0.51 0.13 0.20 0.70 0.19 1.09 21+45 0.11 0.85 0.52 0.13 0.20 0.44 0.19 0.83 21+50 0.10 0.69 0.42 0.10 0.16 0.44 0.19 0.80 21+55 0.08 0.57 0.35 0.09 0.14 0.44 0.19 0.77 22+00 0.08 0.57 0.35 0.09 0.14 0.44 0.19 0.77 22+05 0.09 0.72 0.44 0.11 0.17 0.44 0.19 0.80 22+10 0.11 0.84 0.51 0.13 0.20 0.44 0.19 0.83 22+15 0.11 0.85 0.52 0.13 0.20 0.44 0.19 0.83 22+20 0.10 0.69 0.42 0.10 0.16 0.44 0.19 0.80 22+25 0.08 0.57 0.35 0.09 0.14 0.44 0.19 0.77 22+30 0.08 0.57 0.35 0.09 0.14 0.44 0.19 0.77 22+35 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0,69 22+40 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 22+45 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 22+50 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 22+55 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+00 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+05 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+10 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+15 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+20 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+25 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 . 23+30 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+35 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+40 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+45 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+50 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 23+55 0.07 0.57 0.35 0.09 0.14 0.44 0.11 0.69 24+00 0.07 0.57 -0.35 0.09 0.14 0.44 0.11 0.69 PHS Warehouse - Phase 1 100 year 24 Hour Storm Drainage Are; 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 0+05 0.03 0.45 0.27 0.07 0.11 0 0 0.11 0+10 0.10 0.79 0.48 0.12 0.19 0,01 0.01 0.20 0+15 0.11 0.81 0.49 0.12 0.19 0.02 0.01 0.22 0+20 0.13 1.04 0.63 0.16 0.25 0.02 0.01 0.28 0+25 0.16 1.21 0.74 0.18 0.29 0.03 0.02 0.33 0+30 0.17 1.22 0.74 0.18 0.29 0.03 0.02 0.34 0+35 0.17 1.22 0.74 0.18 0.29 0.03 0.02 0.34 0+40 0.17 1.22 0.74 0,18 0.29 0.03 0.02 0.35 0+45 0.17 1.22 0.74 0.18 0.29 0.03 0.02 0.35 0+50 0.19 1.44 0.88 0.22 0.34 0.04 0.02 0.40 0+55 0.22 1.61 0.98 0.24 0.38 0.04 0.02 0.45 1+00 0.22 1.62 0.99 0.24 0.39 0.04 0.02 0.45 1+05 0.21 1.40 0.85 0.21 0.33 0.05 0.02 0.40 1+10 0.18 1.23 0.75 0.19 0.29 0.05 0.02 0.36 1+15 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 1+20 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0,37 1+25 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 • 1+30 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 1+35 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 1+40 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 1+45 0.17 1.22 0.74 0.18 0.29 0.05 0.03 0.37 1+50 0.19 1.44 0.88 0.22 0.34 0.06 0.03 0.43 1+55 0.22 1.61 0.98 0.24 0.38 0.06 0.03 0.47 2+00 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0,48 2+05 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+10 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+15 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+20 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+25 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+30 0.22 1.62 0.99 0.24 0.39 0.06 0.03 0.48 2+35 0.24 0.94 0.57 0.14 0.22 0.06 0.03 0.32 2+40 0.27 0.43 0.26 0.06 0.10 0.06 0.03 0.20 2+45 0.28 0.41 0.25 0.06 0,10 0.06 0.03 0.20 2+50 0.28 0.42 0.26 0.06 0.10 0.07 0.03 0.20 2+55 0.28 0.43 0.26 0.06 0.10 0.07 0.03 0.20 3+00 0.28 0.44 0.27 0.07 0.10 0.07 0.03 0.21 3+05 0.28 0.45 0.27 0.07 0.11 0.07 0.03 0.21 3+10 0.28 0.46 0.28 0.07 0.11 0.07 0.03 0.21 3+15 0.28 0.47 0.29 0.07 0.11 0.07 0.03 0.21 3+20 0.28 0.48 0.29 0.07 0.11 0.07 0.03 0.22 3+25 0.28 0.49 0.30 0.07 0.12 0.07 0.03 0.22 • 3+30 0.20 0.50 0.31 0.08 0.12 0.07 0.03 0.22 3+35 0.05 0.51 0.31 0.08 0.12 0.07 0.03 0.23 3+40 0.03 0.52 0.32 0.08 0.12 0.07 0.03 0.23 3+45 0.03 0.53 0.32 0.08 0.13 0.07 0.03 0.23 3+50 0.22 0.85 0.52 0.13 0.20 0.07 0.03 0.31 3+55 0.53 1.09 0.67 0.16 0.26 0.07 0.03 0.36 4+00 0.61 1.12 0.68 0.17 0.27 0.07 0.04 0.37 PHS Warehouse - Phase 1 100 year 24 Hour Storm Drainage Are; 29.67 ac 61.04% 15.10% 23.86% 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 4+05 0.64 1.13 0.69 0.17 0.27 0.07 0.04 0.38 4+10 0.65 1.14 0.70 0.17 0.27 0.07 0.04 0.38 4+15 0.66 1.15 0.70 0.17 0.27 0.07 0.04 0.38 4+20 0.85 1.47 0.90 0.22 0.35 0.07 0.04 0.46 4+25 1.16 1.71 1.04 0.26 0.41 0.07 0.04 0.52 4+30 1.24 1.74 1.06 0.26 0.42 0.07 0.04 0.53 4+35 1.27 1.75 1.07 0.26 0.42 0.07 0.04 0.53 4+40 1.28 1.76 1.07 0.27 0.42 0.07 0.04 0.53 4+45 1.30 1.77 1.08 0.27 0.42 0.08 0.04 0.54 4+50 1.48 2.09 1.28 0.32 0.50 0.08 0.04 0.61 4+55 1.80 2.33 1.42 0.35 0.56 0.08 0.04 0.67 5+00 1.87 2.36 1.44 0.36 0.56 0.08 0.04 0.68 5+05 1.55 1.74 1.06 0.26 0.42 0.08 0.04 0.54 5+10 0.96 1.28 0.78 0.19 0.31 0.08 0.04 0.43 5+15 0.84 1.26 0.77 0.19 0.30 0.08 0.04 0.42 5+20 0.99 1.58 0.96 0.24 0.38 0.08 0.04 0.50 5+25 1.30 1.83 1.12 0.28 0.44 0.08 0.04 0.56 5+30 1.38 1.85 1.13 0.28 0.44 0.08 0.04 0.57 5+35 1.58 2.17 1.32 0.33 0.52 0.08 0.04 0.64 5+40 1.90 2.42 1.48 0.37 0.58 0.08 0.04 0.70 5+45 1.97 2.44 1.49 0.37 0.58 0.08 0.04 0.71 5+50 2.00 2.45 1.50 0.37 0.58 0.09 0.04 0.71 5+55 2.01 2.46 1.50 0.37 0.59 0.09 0.04 0.72 6+00 2.03 2.47 1.51 0.37 0.59 0.09 0.04 0.72 6+05 2.21 2.79 1.70 0.42 0.67 0.09 0.04 0.80 6+10 2.53 3.03 1.85 0.46 0.72 0.09 0.04 0.86 6+15 2.60 3.06 1.87 0.46 0.73 0.09 0.04 0.86 6+20 2.63 3.06 1.87 0.46 0.73 0.09 0.05 0.87 6+25 2.64 3.07 1.87 0.46 0.73 0.09 0.05 0.87 6+30 2.65 3.08 1.88 0.47 0.73 0.09 0.05 0.87 6+35 2.84 3.40 2.08 0.51 0.81 0.09 0.05 0.95 6+40 3.15 3.65 2.23 0.55 0.87 0.09 0.05 1.01 6+45 3.23 3.67 2.24 0.55 0.88 0.10 0.05 1.02 6+50 3.25 3.68 2.25 0.56 0.88 0.10 0.05 1.02 6+55 3.27 3.69 2.25 0.56 0.88 0.10 0.05 1.03 7+00 3.28 3.70 2.26 0.56 0.88 0.10 0.05 1.03 7+05 3.29 3.71 2.26 0.56 0.89 0.10 0.05 1.03 7+10 3.30 3.72 2.27 0.56 0.89 0.10 0.05 1.04 7+15 3.31 3.72 2.27 0.56 0.89 0.10 0.05 1.04 7+20 3.49 4.04 2.47 0.61 0.96 0.10 0.05 1.12 7+25 3.81 4.29 2.62 0.65 1.02 0.10 0.05 1.18 7+30 3.89 4.31 2.63 0.65 1.03 0.10 0.05 1.18 7+35 4.08 4.63 2.83 0.70 1.10 0.11 0.05 1.26 7+40 4.40 4.88 2.98 0.74 1.16 0.11 0.05 1.32 7+45 4.48 4.90 2.99 0.74 1.17 0.11 0.05 1.33 7+50 4.68 5.22 3.19 0.79 1.25 0.11 0.05 1.41 7+55 5.00 5.47 3.34 0.83 1.31 0.11 0.05 1.47 8+00 5.07 5.49 3.35 0.83 1.31 0.11 0.06 1.48 PHS Warehouse - Phase ] 100 year 24 Hour Storm Drainage Are; 29.67 ac 61.04% 15.10% 23.86% . 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 8+05 5.44 6.12 3.74 0.92 1.46 0.11 0.06 1.63 8+10 6.07 6.60 4.03 1.00 1.57 0.11 0.06 1.74 8+15 6.21 6.64 4.05 1.00 1.58 0.11 0.06 1.76 8+20 6.25 6.65 4.06 1.00 1.59 0.11 0.06 1.76 8+25 6.27 6.66 4.07 1.01 1.59 0.12 0.06 1.76 8+30 6.28 6.66 4.07 1.01 1.59 0.12 0.06 1.77 8+35 6.46 6.98 4.26 1.05 1.67 0.12 0.06 1.84 8+40 6.78 7.23 4.41 1.09 1.73 0.12 0.06 1.91 8+45 6.85 7.25 4.43 1.09 1.73 0.12 0.06 1.91 8+50 7.05 7.57 4.62 1.14 1.81 0.12 0.06 1.99 8+55 7.37 7.81 4.77 1.18 1.86 0.12 0.06 2.05 9+00 7.45 7.84 4.79 1.18 1.87 0.12 0.06 2.06 9+05 7.81 8.47 5.17 1.28 2.02 0.13 0.06 2.21 9+10 8.44 8.95 5.46 1.35 2.14 0.13 0.06 2.33 9+15 8.58 8.99 5.49 1.36 2.15 0.13 0.06 2.34 9+20 8.79 9.31 5.68 1.41 2.22 0.13 0.07 2.42 9+25 9.12 9.55 5.83 1.44 2.28 0.13 0.07 2.48 9+30 9.19 9.57 5.84 1.45 2.28 0.13 0.07 2.48 9+35 9.39 9.89 6.04 1.49 2.36 0.13 0.07 2.56 9+40 9.71 10.14 6.19 1.53 2.42 0.13 0.07 2.62 9+45 9.78 10.16 6.20 1.53 2.42 0.13 0.11 2.67 9+50 9.98 10.48 6.40 1.58 2.50 0.14 0.19 2.83 9+55 10.30 10.72 6.54 1.62 2.56 0.14 0.19 2.89 10+00 10.38 10.75 6.56 1.62 2.57 0.25 0.29 3.10 10+05 9.19 8.57 5.23 1.29 2.05 0.44 0.39 2.87 10+10 7.07 6.93 4.23 1.05 1.65 0.70 0.39 2.74 10+15 6.61 6.83 4.17 1.03 1.63 0.70 0.39 2.71 10+20 6.53 6.84 4.18 1.03 1.63 1.00 0.44 3.07 10+25 6.50 6.85 4.18 1.03 1.63 1.00 0.44 3.07 10+30 6.51 6.86 4.19 1.04 1.64 1.34 0.44 3.41 10+35 7.38 8.43 5.15 1.27 2.01 1.71 0.49 4.21 10+40 8,92 9.61 5.87 1.45 2.29 1.71 0.49 4.49 10+45 9.26 9.69 5.91 1.46 2.31 2.12 0.53 4.96 10+50 9.34 9.70 5.92 1.46 2.31 2.38 0.53 5.22 10+55 9.37 9.71 5.93 1.47 2.32 2.38 0.57 5.26 11+00 9.38 9.71 5.93 1.47 2.32 2.57 0.57 5.46 11+05 9.22 9.41 5.74 1.42 2.25 2.57 0.57 5.39 11+10 8.92 9.18 5.60 1.39 2.19 2.75 0.60 5.55 11+15 8.86 9.17 5.60 1.38 2.19 2.75 0.60 5.55 11+20 8.86 9.18 5.60 1.39 2.19 2.75 0.64 5.58 11+25 8.86 9.19 5.61 1.39 2.19 2.75 0.64 5.58 11+30 8.87 9.20 5.62 1.39 2.20 2.75 0.64 5.59 11+35 8.54 8.58 5.24 1.30 2.05 2.75 0.67 5.47 11+40 7.94 8.12 4.96 1.23 1.94 2.75 0.67 5.36 11+45 7.81 8.09 4.94 1.22 1.93 2.75 0.67 5.35 11+50 7.97 8.41 5.13 1.27 2.01 2.75 0.67 5.43 11+55 8.27 8.66 5.29 1.31 2.07 2.75 0.70 5.52 12+00 8.35 8.68 5.30 1.31 2.07 2.75 0.70 5.52 PHS Warehouse - Phase 1 100 year 24 Hour Storm Drainage Are 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 12+05 9.57 10.87 6.63 1.64 2.59 2.75 0.70 6.05 12+10 11.73 12.53 7.65 1.89 2.99 2.75 0.73 6.47 12+15 12.20 12.64 7.72 1.91 3.02 2.75 0.73 6.50 12+20 12.47 12.96 7.91 1.96 3.09 2.75 0.76 6.60 12+25 12.82 13.20 8.06 1.99 3.15 2.75 0.78 6.69 12+30 12.90 13.22 8.07 2.00 3.15 2.75 0.78 6.69 12+35 13.26 13.85 8.45 2.09 3.30 2.75 0.81 6.87 12+40 13.89 14.33 8.75 2.16 3.42 2.75 0.81 6.98 12+45 14.03 14.37 8.77 2.17 3.43 2.75 1.22 7.40 12+50 14.24 14.69 8.97 2.22 3.51 2.75 1.22 7.47 12+55 14.56 14.93 9.11 2.25 3.56 2.75 1.22 7.53 13+00 14.64 14.95 9.13 2.26 3.57 2.75 1.93 8.25 13+05 15.52 16.52 10.08 2.49 3.94 2.75 1.93 8.63 13+10 17.06 17.70 10.80 2.67 4.22 2.75 1.93 8.91 13+15 17.40 17.78 10.85 2.68 4.24 2.75 1.93 8.93 13+20 17.48 17.79 10.86 2.69 4.25 2.75 2.86 9.85 •13+25 17.51 17.80 10.86 2.69 4.25 2.75 2.86 9.86 13+30 17.52 17.80 10.86 2.69 4.25 2.75 2.86 9.86 13+35 15.63 14.37 8.77 2.17 3.43 2.75 1.93 8.11 13+40 12.28 11.79 7.20 1.78 2.81 2.75 2.86 8.42 13+45 11.55 11.64 7.10 1.76 2.78 2.75 1.93 7.46 13+50 11.41 11.64 7.10 1.76 2.78 2.75 1.93 7.46 13+55 11.37 11.65 7.11 1.76 2.78 2.75 1.93 7.47 14+00 11.38 11.66 7.12 1.76 2.78 2.75 1.93 7.47 14+05 12.07 12.91 7.88 1.95 3.08 2.75 1.93 7.77 14+10 13.30 13.86 8.46 2.09 3.31 2.75 1.93 7.99 14+15 13.58 13.92 8.50 2.10 3.32 2.75 1.93 8.01 14+20 13.47 13.62 8.31 2.06 3.25 2.75 1.93 7.94 14+25 13.19 13.39 8.17 2.02 3.20 2.75 1.93 7.88 14+30 13.13 13.38 8.17 2.02 3.19 2.75 1.93 7.88 14+35 13.12 13.39 8.17 2.02 3.20 2.75 1.93 7.88 14+40 13.13 13.39 8.17 2.02 3.20 2.75 1.93 7.88 14+45 13.14 13.40 8.18 2.02 3.20 2.75 1.93 7.88 14+50 12.97 13.09 7.99 1.98 3.12 2.75 1.93 7.81 14+55 12.67 12.87 7.86 1.94 3.07 2.75 1.93 7.76 15+00 12.61 12.86 7.85 1.94 3.07 2.75 1.93 7.75 15+05 12.44 12.55 7.66 1.89 2.99 2.75 1.93 7.68 15+10 12.13 12.32 7.52 1.86 2.94 2.75 1.93 7.63 15+15 12.07 12.31 7.51 1,86 2.94 2.75 1.93 7.62 15+20 11.90 12.01 7.33 1.81 2.87 2.75 1.93 7.55 15+25 11.59 11.78 7.19 1.78 2.81 2.75 1.93 7.50 15+30 11.53 11.77 7.18 1.78 2.81 2.75 1.93 7.49 15+35 10.84 10.52 6.42 1.59 2.51 2.75 1.93 7.20 15+40 9.62 9.59 5.85 1.45 2.29 2.75 1.93 6.97 15+45 9.36 9.54 5.82 1.44 2.28 2.75 1.93 6.96 15+50 9.31 9.54 5.82 1.44 2.28 2.75 1.22 6.24 15+55 9.30 9.55 5.83 1.44 2.28 2.75 1.93 6.96 16+00 9.31 9.55 5.83 1.44 2.28 2.75 1.22 6.25 PHS Warehouse - Phase 1 100 year 24 Hour Storm Drainage Are; 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 16+05 6.73 4.87 2.97 0.74 1.16 2.75 1.22 5,13 16+10 2.16 1.35 0.82 0.20 0.32 2.75 1.22 4.29 16+15 1.17 1.14 0.70 0.17 0.27 2.75 1.22 4.24 16+20 0.97 1.14 0.70 0.17 0.27 2.75 0.81 3.84 16+25 0.91 1.15 0.70 0.17 0.27 2.75 0.81 3.84 16+30 0.91 1.15 0.70 0.17 0.27 2.75 0.81 3.84 16+35 0.75 0.85 0.52 0.13 0.20 2.75 0.78 3.74 16+40 0.45 0.62 0.38 0.09 0.15 2.75 0.78 3.69 16+45 0.39 0.61 0.37 0.09 0.15 2.75 0.78 3.68 16+50 0.38 0.61 0.37 0.09 0.15 2.75 0.78 3.68 16+55 0.39 0.62 0.38 0.09 0.15 2.75 0.76 3.66 17+00 0.39 0.62 0.38 0.09 0.15 2.75 0.76 3.66 17+05 0.74 1.25 0.76 0.19 0.30 2.75 0.76 3.81 17+10 1.36 1.73 1.06 0.26 0.41 2.75 0.73 3.90 17+15 1.50 1.76 1.07 0.27 0.42 2.75 0.73 3.90 17+20 1.53 1.77 1.08 0.27 0.42 2.75 0.73 3.90 1.55 1.77 1.08 0.27 0.42 2.75 0.73 3.90 •17+25 17+30 1.56 1.78 1.09 0.27 0.42 2.75 0.73 3.91 17+35 1.56 1.78 1.09 0.27 0.42 2.75 0.70 3.88 17+40 1.57 1.79 1.09 0.27 0.43 2.75 0.70 3.88 17+45 1.57 1.79 1.09 0.27 0.43 2.75 0.70 3.88 17+50 1.41 1.49 0.91 0.22 0.36 2.75 0.70 3.81 17+55 1.11 1.26 0.77 0.19 0.30 2.75 0.67 3.72 18+00 1.05 1.25 0.76 0.19 0.30 2.75 0.67 3.72 18+05 1.04 1.25 0.76 0.19 0.30 2.75 0.67 3.72 18+10 1.04 1.26 0.77 0.19 0.30 2.75 0.67 3.72 18+15 1.05 1.26 0.77 0.19 0.30 2.75 0.67 3.72 18+20 1.05 1.27 0.78 0.19 0.30 2.75 0.64 3.69 18+25 1.06 1.27 0.78 0.19 0.30 2.75 0.64 3.69 18+30 1.07 1.28 0.78 0.19 0.31 2.75 0.64 3.70 18+35 0.90 0.97 0.59 0.15 0.23 2.75 0.64 3.62 18+40 0.60 0.74 0.45 0.11 0.18 2.75 0.60 3.53 18+45 0.54 0.73 0.45 0.11 0.17 2.75 0.60 3.53 18+50 0.40 0.42 0.26 0.06 0.10 2.75 0.60 3.46 18+55 0.17 0.19 0.12 0.03 0.05 2.75 0.60 3.40 19+00 0.13 0.18 0.11 0.03 0.04 2.75 0.57 3.36 19+05 0.25 0.50 0.31 0.08 0.12 2.75 0.57 3.44 19+10 0.48 0.74 0.45 0.11 0.18 2.75 0.57 3.50 19+15 0.54 0.76 0.46 0.11 0.18 2.75 0.57 3.50 19+20 0.73 1.07 0.65 0.16 0.26 2.75 0.53 3.54 19+25 1.04 1.31 0.80 0.20 0.31 2.75 0.53 3.59 •19+30 1.11 1.33 0.81 0.20 0.32 2.75 0.53 3.60 19+35 0.96 1.02 0.62 0.15 0.24 2.75 0.53 3.53 19+40 0.66 0.79 0.48 0.12 0.19 2.75 0.53 3.47 19+45 0.60 0.78 0.48 0.12 0.19 2.75 0.53 3.47 19+50 0.42 0.47 0.29 0.07 0.11 2.75 0.49 3.35 19+55 0.12 0.24 0.15 0.04 0.06 2.75 0.49 3.30 20+00 0.05 0.23 0.14 0.03 0.05 2.75 0.49 3.29 PHS Warehouse - Phase 1 100 year 24 Hour Storm Drainage Are 29.67 ac 61.04% 15.10% 23.86% • 18.11 4.48 7.08 Basin OutflowBasin Outflow Pre- Post Basin #1 Basin #2 Remainder Basin #1 Basin #2 100 x 24 100 x 24 NE/Lower S'ly NE/Lower S'ly Total Peak (cfs) 17.52 17.8 10.86 2.69 4.25 2.75 2.86 9.86 Volume (cf) 359,180 391,829 8.25 9.00 Time (min) 20+05 0.22 0.55 0.34 0.08 0.13 2.75 0.49 3.37 20+10 0.52 0.79 0.48 0.12 0.19 2.75 0.44 3.38 20+15 0.60 0.80 0.49 0.12 0.19 2.75 0.44 3.38 20+20 0.61 0.81 0.49 0.12 0.19 2.75 0.44 3.39 20+25 0.62 0.81 0.49 0.12 0.19 2.75 0.44 3.39 20+30 0.63 0.82 0.50 0.12 0.20 2.75 0.44 3.39 20+35, 0.63 0.82 0.50 0.12 0.20 2.75 0.44 3.39 20+40 0.64 0.82 0.50 0.12 0.20 2.75 0.44 3.39 20+45 0.64 0.83 0.51 0.13 0.20 2.75 0.39 3.34 20+50 0.47 0.52 0.32 0.08 0.12 2.75 0.39 3.26 20+55 0.17 0.29 0.18 0.04 0.07 2.75 0.39 3.21 21+00 0.11 0.27 0.16 0.04 0.06 2.75 0.39 3.20 21+05 0.27 0.59 0.36 0.09 0.14 2.75 0.39 3.28 21+10 0.58 0.83 0.51 0.13 0.20 2.75 0.39 3.34 21+15 0.65 0.85 0.52 0.13 0.20 2.75 0.29 3.25 21+20 0.49 0.54 0.33 0.08 0.13 2.75 0.29 3.17 0.20 0.31 0.19 0.05 0.07 2.75 0.29 3.12 .21+25 21+30 0.13 0.29 0.18 0.04 0.07 2.75 0.29 3.11 21+35 0.30 0.61 0.37 0.09 0.15 2.75 0.29 3.19 21+40 0.60 0.85 0.52 0.13 0.20 2.75 0.29 3.25 21+45 0.67 0.87 0.53 0.13 0.21 2.75 0.29 3.25 21+50 0.51 0.56 0.34 0.08 0.13 2.75 0.29 3.18 21+55 0.22 0.32 0.20 0.05 0.08 2.75 0.29 3.12 22+00 0.15 0.31 0.19 0.05 0.07 2.75 0.19 3.02 22+05 0.32 0.63 0.38 0,10 0.15 2.75 0.19 3.09 22+10 0.62 0.87 0.53 0.13 0.21 2.75 0.19 3.15 22+15 0.69 0.88 0.54 0.13 0.21 2.75 0.19 3.15 22+20 0.53 0.57 0.35 0.0$ 0.14 2.75 0.19 3.08 22+25 0.24 0.34 0.21 0.05 0.08 2.75 0.19 3.02 22+30 0.17 0.33 0.20 0.05 0.08 2.75 0.19 3.02 22+35 0.16 0.33 0.20 0.05 0.08 2.75 0.19 3.02 22+40 0.16 0.33 0.20 0.05 0.08 2.75 0.19 3.02 22+45 0.16 0.33 0.20 0.05 0.08 2.75 0.19 3.02 22+50 0.17 0.34 0.21 0.05 0.08 2.75 0.19 3.02 22+55 0.17 0.34 0.21 0.05 0.08 2.75 0.19 3.02 23+00 0.17 0.34 0.21 0.05 0.08 2.75 0.19 3.02 23+05 0.17 0.34 0.21 0.05 0.08 2.75 0.19 3.02 23+10 0.18 0.34 0.21 0.05 0.08 2.75 0.19 3.02 23+15 0.18 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+20 0.18 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+25 0.18 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+30 0.18 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+35 0.18 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+40 0.19 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+45 0.19 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+50 0.19 0.35 0.21 0.05 0.08 2.75 0.11 2.95 23+55 0.19 0.36 0.22 0.05 0.09 2.75 0.11 2.95 24+00 0.19 0.36 0.22 0.05 0.09 2.75 0.11 2.95 PHS Pad - NE - Basin v DETENTION BASIN ROUTING 0 10.86 2.75 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1063.50 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 1 0.08 0.275 0.00 0.00 0.00 2 0.17 0.482 0.76 0.74 0.01 3 0.25 0.494 1.72 1.68 0.02 4 0.33 0.635 2.80 2.76 0.02 5 0.42 0.739 4.14 4.09 0.03 6 0.50 0.745 5.57 5.51 0.03 7 0.58 0.745 7.00 6.94 0.03 8 0.67 0.745 8.42 8.35 0.03 9 0.75 0.745 9.84 9.77 0.03 10 0.83 0.879 11.40 11.32 0.04 11 0.92 0.983 13.18 13.10 0.04 12 1.00 0.989 15.07 14.99 0.04 13 1.08 0.855 16.83 16.74 0.05 14 1.17 0.751 18.34 18.25 0.05 15 1.25 0.745 19.75 19.65 0.05 16 1.33 0.745 21.14 21.05 0.05 17 1.42 0.745 22.54 22.43 0.05 18 1.50 0.745 23.92 23.82 0.05 19 1.58 0.745 25.31 25.20 0.05 . 20 1.67 0.745 26.69 26.59 0.05 21 1.75 0.745 28.08 27.97 0.05 22 1.83 0.879 29.59 29.48 0.06 23 1.92 0.983 31.34 31.23 0.06 24 2.00 0.989 33.20 33.08 0.06 25 2.08 0.989 35.06 34.95 0.06 26 2.17 0.989 36.92 36.80 0.06 27 2.25 0.989 38.78 38.66 0.06 28 2.33 0.989 40.64 40.51 0.06 29 2.42 0.989 42.49 42.36 0.06 30 2.50 0.989 44.34 44.21 0.06 31 2.58 0.574 45.77 45.64 0.06 32 2.67 0.262 46.48 46.35 0.06 33 2.75 0.250 46.86 46.73 0.06 34 2.83 0.256 47.24 47.10 0.07 35 2.92 0.262 47.62 47.49 0.07 36 3.00 0.269 48.02 47.89 0.07 37 3.08 0.275 48.43 48.30 0.07 38 3.17 0.281 48.85 48.72 0.07 39 3.25 0.287 49.28 49.15 0.07 40 3.33 0.293 49.73 49.60 0.07 41 3.42 0.299 50.19 50.05 0.07 42 3.50 0.305 50.66 50.52 0.07 43 3.58 0.311 51.14 51.00 0.07 44 3.67 0.317 51.63 51.49 0.07 45 3.75 0.324 52.13 52.00 0.07 . 46 3.83 0.519 52.84 52.70 0.07 47 3.92 0.665 53.88 53.75 0.07 48 4.00 0.684 55.10 54.96 0.07 PHS Pad - NE - Basin v DETENTION BASIN ROUTING 0 10.86 2.75 100 YEAR EVENT -- 24 Hour STORM 5 Minutes 1063.50 Interval T 0 I 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 49 4.08 0.690 56.33 56.19 0.07 50 4.17 0.696 57.57 57.43 0.07 51 4.25 0.702 58.83 58.69 0.07 52 4.33 0.897 60.29 50.14 0.07 53 4.42 1.044 62.08 61.94 0.07 54 4.50 1.062 64.04 63.90 0.07 55 4.58 1.068 66.03 65.88 0.07 56 4.67 1.074 68.02 67.87 0.07 57 4.75 1.080 70.02 69.87 0.08 58 4.83 1.276 72.23 72.07 0.08 59 4.92 1.422 74.77 74.62 0.08 60 5.00 1.440 77.48 77.32 0.08 61 5.08 1.062 79.82 79.66 0.08 62 5.17 0.781 81.51 81.35 0.08 63 5.25 0.769 82.90 82.74 0.08 64 5.33 0.964 84.47 84.31 0.08 65 5.42 1.117 86.39 86.23 0.08 66 5.50 1.129 88.47 88.31 0.08 67 5.58 1.325 90.76 90.59 0.08 68 5.67 1.477 93.39 93.23 0.08 69 5.75 1.489 96.19 96.02 0.08 70 5.83 1.495 99.01 98.84 0.09 71 5.92 1.502 1D1.83 101.66 0.09 72 6.00 1.508 104.67 104.49 0.09 73 6.08 1.703 107.70 107.53 0.09 74 6.17 1.849 111.08 110.90 0.09 75 6.25 1.868 114.62 114.44 0.09 76 6.33 1.868 118.17 117.99 0.09 77 6.42 1.874 121.73 121.55 0.09 78 6.50 1.880 125.30 125.12 0.09 79 6.58 2.075 129.07 128.88 0.09 80 6.67 2.228 133.19 133.00 0.09 81 6.75 2.240 137.47 137.28 0.10 82 6.83 2.246 141.76 141.57 0.10 83 6.92 2.252 146.07 145.87 0.10 84 7.00 2.258 150.38 150.19 0.10 85 7.08 2.265 154.71 154.51 0.10 86 7.17 2.271 159.04 158.85 0.10 87 7.25 2.271 163.39 163.18 0.10 88 7.33 2.466 167.92 167.72 0.10 89 7.42 2.619 172.80 172.59 0.10 90 7.50 2.631 177.84 177.63 0.10 91 7.58 2.826 183.09 182.88 0.11 92 7.67 2.979 188.69 188.47 0.11 93 7.75 2.991 194.44 194.23 0.11 • 94 7.83 3.186 200.40 200.19 0.11 95 7.92 3.339 206.71 206.50 0.11 96 8.00 1351 213.19 212.97 0.11 PHS Pad - NE - Basin a DETENTION BASIN ROUTING 0 10.86 2.75 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1063.50 Interval T 0 I 2S/dT+O 2S/dT-0 0 (HRS) (CFS) (CFS) (CFS) 97 8.08 3.736 220.05 219.83 0.11 98 8.17 4.029 227.59 227.37 0.11 99 8.25 4.053 235.45 235.22 0.11 100 8.33 4.059 243.33 243.10 0.11 101 8.42 4.065 251.23 251.00 0.12 102 8.50 4.065 259.13 258.89 0.12 103 8.58 4.260 267.22 266.98 0.12 104 8.67 4.413 275.65 275.41 0.12 105 8.75 4.425 284.25 284.01 0.12 106 8.83 4.621 293.06 292.81 0.12 107 8.92 4.767 302.20 301.96 0.12 108 9.00 4.785 311.51 311.26 0.12 109 9.08 5.170 321.21 320.96 0.13 110 9.17 5.463 331.60 331.34 0.13 111 9.25 5.487 342.29 342.04 0.13 112 9.33 5.683 353.21 352.95 0.13 113 9.42 5.829 364.47 364.20 0.13 114 9.50 5.841 375.87 375.61 0.13 115 9.58 6.037 387.49 387.22 0.13 • 116 9.67 6.189 399.45 399.18 0.13 117 9.75 6.201 411.57 411.30 0.13 118 9.83 6.397 423.90 423.63 0.14 119 9.92 6.543 436.57 436.30 0.14 120 10.00 6.562 449.40 448.91 0.25 121 10.08 5.231 460.70 459.82 0.44 122 10,17 4.230 469.28 467.89 0.70 123 10.25 4.169 476.29 474.90 0.70 124 10.33 4.175 483.24 481.25 1.00 125 10.42 4.181 489.61 487.62 1.00 126 10.50 4.187 495.99 493.31 1.34 127 10.58 5.146 502.65 499.22 1.71 128 10.67 5.866 510.23 506.81 1.71 129 10.75 5.915 518.59 514.35 2.12 130 10.83 5.921 526.18 521.43 2.38 131 10.92 5.927 533.28 528.53 2.38 132 11.00 5.927 540.38 535.24 2.57 133 11.08 5.744 546.91 541.77 2.57 134 11.17 5.603 553.11 547.61 2.75 135 11.25 5.597 558.81 553.30 2.75 136 11.33 5.603 564.50 559.00 2.75 137 11.42 5.609 570.21 564.71 2.75 138 11.50 5.616 575.93 570.43 2.75 139 11.58 5.237 581.28 575.78 2.75 140 11.67 4.955 585.97 580.47 2.75 141 11.75 4.938 590.36 584.86 2.75 142 11.83 5.133 594.93 589.42 2.75 143 11.92 5.286 599.84 594.34 2.75 144 12.00 5.298 604.92 599.42 2.75 PHS Pad - NE - Basin v DETENTION BASIN ROUTING 0 • 10.86 2.75 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1063.50 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 145 12.08 6.635 611.35 605.85 2.75 146 12.17 7.648 620.13 614.62 2.75 147 12.25 7.715 629.99 624.48 2.75 148 12.33 7.911 640.11 634.60 2.75 149 12.42 8.057 650.57 645.07 2.75 150 12.50 8.069 661.19 655.69 2.75 151 12.58 8.454 672.21 666.71 2.75 152 12.67 8.747 683.91 678.40 2.75 153 12.75 8.771 695.92 690.42 2.75 154 12.83 8.966 708.16 702.65 2.75 155 12.92 9.113 720.73 715.23 2.75 156 13.00 9.125 733.46 727.96 2.75 157 13.08 10.083 747.17 741.66 2.75 158 13.17 10.804 762.55 757.05 2.75 159 13.25 10.853 778.70 773.20 2.75 160 13.33 10.859 794.91 789.41 2.75 161 13.42 10.865 811.13 805.63 2.75 162 13.50 10.865 827.35 821.85 2.75 163 13.58 8.771 841.49 835.98 2.75 . 164 13.67 7.196 851.95 846.45 2.75 165 13.75 7.105 860.75 855.24 2.75 166 13.83 7.105 869.45 863.95 2.75 167 13.92 7.111 878.16 872.66 2.75 168 14.00 7.117 886.89 881.38 2.75 169 14.08 7.880 896.38 890.87 2.75 170 14.17 8.460 907.21 901.71 2.75 171 14.25 8.497 918.67 913.16 2.75 172 14.33 8.313 929.97 924.47 2.75 173 14.42 8.173 940.95 935.45 2.75 174 14.50 8.167 951.79 946.29 2.75 175 14.58 8.173 962.63 957.12 2.75 176 14.67 8.173 973.47 967.96 2.75 177 14.75 8.179 984.31 978.81 2.75 178 14.83 7.990 994.98 989.47 2.75 179 14.92 7.856 1005.32 999.82 2.75 180 15.00 7.849 1015.52 1010.02 2.75 181 15.08 7.660 1025.53 1020.02 2.75 182 15.17 7.520 1035.20 1029.70 2.75 183 15.25 7.514 1044.73 1039.23 2.75 184 15.33 7.331 1054.07 1048.57 2.75 185 15.42 7.190 1063.09 1057.58 2.75 186 15.50 7.184 1071.96 1066.45 2.75 187 15.58 6.421 1080.06 1074.55 2.75 188 15.67 5.854 1086,83 1081.33 2.75 189 15.75 5.823 1093.00 1087.50 2.75 • 190 15.83 5.823 1099.14 1093.64 2.75 191 15.92 5.829 1105.29 1099.79 2.75 192 16.00 5.829 1111.45 1105.94 2.75 PHS Pad - NE - Basin i DETENTION BASIN ROUTING 0 • 10.86 2.75 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1063.50 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 193 16.08 2.973 1114.74 1109.24 2.75 194 16.17 0.824 1113.03 1107.53 2.75 195 16.25 0.696 1109.05 1103.55 2.75 196 16.33 0.696 1104.94 1099.43 2.75 197 16.42 0.702 1100.83 1095.33 2.75 198 16.50 0.702 1096.73 1091.23 2.75 199 16.58 0.519 1092.45 1086.94 2.75 200 16.67 0.378 1087.84 1082.34 2.75 201 16.75 0.372 1083.09 1077.58 2.75 202 16.83 0.372 1078.33 1072.82 2.75 203 16.92 0.378 1073.57 1068.07 2.75 204 17.00 0.378 1068.83 1063.32 2.75 205 17.08 0.763 1064.46 1058.96 2.75 206 17.17 1.056 1060.78 1055.27 2.75 207 17.25 1.074 1057.40 1051.90 2.75 208 17.33 1.080 1054.05 1048.55 2.75 209 17.42 1.080 1050.71 1045.20 2.75 210 17.50 1.086 1047.37 1041.87 2.75 211 17.58 1.086 1044.04 1038.54 2.75 212 17.67 1.093 1040.72 1035.21 2.75 213 17.75 1.093 1037.40 1031.89 2.75 214 17.83 0.909 1033.89 1028.39 2.75 215 17.92 0.769 1030.07 1024.56 2.75 216 18.00, 0.763 1026.10 1020.59 2.75 217 18.08 0.763 1022.12 1016.61 2.75 218 18.17 0.769 1018.14 1012.64 2.75 219 18.25 0.769 1014.18 1008.67 2.75 220 18.33 0.775 1010.22 1004.71 2.75 221 18.42 0.775 1006.26 1000.76 2.75 222 18.50 0.781 1002.32 996.81 2.75 223 18.58 0.592 998.19 992.68 2.75 224 18.67 0.452 993.72 988.22 2.75 225 18.75 0.446 989.12 983.61 2.75 226 18.83 0.256 984.32 978.81 2.75 227 18.92 0.116 979.18 973.68 2.75 228 19.00 0.110 973.90 968.40 2.75 229 19.08 0.305 968.82 963.31 2.75 230 19.17 0.452 964.07 958.56 2.75 231 19.25 0.464 959.48 953.97 2.75 232 19.33 0.653 955.09 949.59 2.75 233 19.42 0.800 951.04 945.54 2.75 234 19.50 0.812 947.15 941.64 2.75 235 19.58 0.623 943.08 937.57 2.75 236 19.67 0.482 938.68 933.17 2.75 237 19.75 0.476 934.13 928.63 2.75 . 238 19.83 0.287 929.39 923.89 2.75 239 19.92 0.146 924.32 918.81 2.75 240 20.00 0.140 919.10 913.60 2.75 PHS Pad - NE - Basin i DETENTION BASIN ROUTING 0 10.86 2.75 100 YEAR EVENT -- 24 Hour STORM 5 Minutes 1063.50 Interval T Q IN 2S/dT+O 2S/dT-0 0 (HRS) (CFS) (CFS) (CFS) 241 20.08 0.336 914.07 908.57 2.75 242 20.17 0.482 909.39 903.88 2.75 243 20.25 0.488 904.85 899.35 2.75 244 20.33 0.494 900.33 894.83 2.75 245 20.42 0.494 895.82 890.31 2.75 246 20.50 0.501 891.31 885.80 2.75 247 20.58 0.501 886.80 881.30 2.75 248 20.67 0.501 882.30 876.79 2.75 249 20.75 0.507 877.80 872.30 2.75 250 20.83 0.317 873.12 867.62 2.75 251 20.92 0.177 868.11 862.61 2.75 252 21.00 0.165 862.95 857.44 2.75 253 21.08 0.360 857.97 852.47 2.75 254 21.17 0.507 853.33 847.83 2.75 255 21.25 0.519 848.85 843.35 2.75 256 21.33 0.330 844.20 838.69 2.75 257 21.42 0.189 839.21 833.71 2.75 2.58 21.50 0.177 834.07 828.57 2.75 259 21.58 0.372 829.12 823.61 2.75 260 21.67 0.519 824.51 819.00 2.75 261 21.75 0.531 820.05 814.55 2.75 262 21.83 0.342 815.42 809.91 2.75 263 21.92 0.195 810.45 804.95 2.75 264 22.00 0.189 805.33 799.83 2.75 265 22.08 0.385 800.40 794.90 2.75 266 22.17 0.531 795.81 790.31 2.75 267 22.25 0.537 791.38 785.87 2.75 268 22.33 0.348 786.76 781.25 2.75 269 22.42 0.208 781.81 776.30 2.75 270 22.50 0.201 776.71 771.21 2.75 271 22.58 0.201 771.61 766.11 2.75 272 22.67 0.201 766.51 761.01 2.75 273 22.75 0.201 761.41 755.90 2.75 274 22.83 0.208 756.31 750.81 2.75 275 22.92 0.208 751.22 745.72 2.75 276 23.00 0208, 746.13 740.63 2.75 277 23.08 0.208 741.04 735.54 2.75 278 23.17 0.208 735.96 730.45 2.75 279 23.25 0,214 730.87 725.37 2.75 280 23.33 0.214 725.79 720.29 2.75 281 23.42 0.214 720.72 715.21 2.75 282 23.50 0.214 715.64 710.14 2.75 283 23.58 0.214 710.56 705.06 2.75 284 23.67 0.214 705.49 699.98 2.75 285 23.75 0.214 700.41 694.90 2.75 286 23.83 0.214 695.33 689.83 2.75 287 23.92 0.220 690.26 684.76 2.75 288 24.00 0.220 685.20 679.69 2.75 rPHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1118.70 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 1 0.08 0.068 0.00 0.00 0.00 2 0.17 0.119 0.19 0.17 0.01 3 0.25 0.122 0.41 0.40 0.01 4 0.33 0.157 0.68 0.65 0.01 5 0.42 0.183 0.99 0.96 0.02 6 0.50 0.184 1.33 1.29 0.02 7 0.58 0.184 1.66 1.62 0.02 8 0.67 0.184 1,99 1.95 0.02 9 0.75 0.184 2.32 2.28 0.02 10 0.83 0.217 2.68 2.63 0.02 11 0.92 0.243 3.09 3.05 0.02 12 1.00 0.245 3.54 3.49 0.02 13 1.08 0.211 3.94 3.89 0.02 14 1.17 0.186 4.29 4.24 0.02 15 1.25 0.184 4.61 4.56 0.03 16 1.33 0.184 4.92 4.87 0.03 17 1.42 0.184 5.24 5.18 0.03 18 1.50 0.184 5.55 5.50 0.03 19 1.58 0.184 5.87 5.81 0.03 20 . 1.67 0.184 6.18 6.12 0.03 21 1.75 0.184 6.49 6.43 0.03 22 1.83 0.217 6.83 6.77 0.03 23 1.92 0.243 7.23 7.17 0.03 24 2.00. 0.245 7.66 7.60 0.03 25 2.08 0.245 8.09 8.02 0.03 26 2.17 0.245 8.51 8.45 0.03 27 2.25 0.245 8.94 8.87 0.03 28 2.33 0.245 9.36 9.30 0.03 29 2.42 0.245 9.79 9.72 0.03 30 2.50 0.245 10.21 10.15 0.03 31 2.58 0.142 10.53 10.46 0.03 32 2.67 0.065 10.67 10.60 0.03 33 2.75 0.062 10.73 10.66 0.03 34 2.83 0.063 10.79 10.72 0.03 35 2.92 0.065 10.85 10.78 0.03 36 3.00 0.066 10.91 10.84 0.03 37 3.08 0.068 10.97 10.90 0.03 38 3.17 0.069 11.04 10.97 0.03 39 3.25 0.071 11.11 11.04 0.03 40 3.33 0.072 11.19 11.12 0.03 41 3.42 0.074 11.27 11.20 0.03 42 3.50 0.075 11.35 11.28 0.03 43 3.58 0.077 11.43 11.36 0.03 44 3.67 0.079 11.52 11.45 0.03 45 3.75 0.080 11.61 11.54 0.03 46 3.83 0.128 11.75 11.68 0.03 47 3.92 0.165 11.97 11.90 0.03 48 4.00 0.169 12.24 12.16 0.04 0 PHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1118.70 Interval T GIN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 49 4.08 0.171 12.50 12.43 0.04 50 4.17 0.172 12.77 12.70 0.04 51 4.25 0.174 13.05 12.98 0.04 52 4.33 0.222 13.37 13.30 0.04 53 4.42 0.258 13.78 13.71 0.04 54 4.50 0.263 14.23 14.15 0.04 55 4.58 0.264 14.68 14.61 0.04 56 4.67 0.266 15.14 15.06 0.04 57 4.75 0.267 15.59 15.52 0.04 58 4.83 0.316 16.10 16.02 0.04 59 4.92 0.352 16.69 16.61 0.04 60 5.00 0.356 17.32 17.24 0.04 61 5.08 0.263 17.86 17.78 0.04 62 5.17 0.193 18.24 18.16 0.04 63 5.25 0.190 18.54 18.46 0.04 64 5.33 0.239 18.89 18.81 0.04 65 5.42 0.276 19.32 19.24 0.04 66 - 5.50 0.279 19.80 19.71 0.04 67 5.58 0.328 20.32 20.24 0.04 68 5.67 0.365 20.93 20.85 0.04 69 5.75 0.368 21.58 21.50 0.04 70 5.83 0.370 22.24 22.15 0.04 71 5.92 0.371 22.89 22.81 0.04 72 6.00 0.373 23.55 23.46 0.04 73 6.08 0.421 24.26 24.17 0,04 74 6.17 0.458 25.05 24.96 0.04 75 6.25 0.462 25.88 25.79 0.04 76 6.33 0.462 26.71 26.62 0.05 77 6.42 0.464 27.55 27.46 0.05 78 6.50 0.465 28.39 28.29 0.05 79 6.58 0.513 29.27 29.18 0.05 80 6.67 0.551 30.24 30.15 0.05 81 6.75 0.554 31.25 31.16 0.05 82 6.83 0.556 32.27 32.17 0.05 83 6.92 0.557 33.29 33.19 0.05 84 7.00 0.559 34.30 34.20 0.05 85 7.08 0.560 35.32 35.23 0.05 86 7.17 0.562 36.35 36.25 0.05 87 7.25 0.562 37.37 37.27 0.05 88 7.33 0.610 38.44 38.34 0.05 89 7.42 0.648 39.60 39.49 0.05 90 7.50 0.651 40.79 40.69 0.05 91 7.58 0.699 42.04 41.93 0.05 92 7.67 0.737 43.37 43.26 0.05 93 7.75 0.740 44.74 44.63 0.05 94 7.83 0.788 46.16 46.05 0.05 95 7.92 0.826 47.66 47.56 0.05 96 8.00 0.829 49.21 49.10 0.06 0 PHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1118.70 Interval T Q IN 2S(dT+O 2SMT-0 0 ,(HRS) (CFS) (CFS) (CFS) 97 8.08 0.924 50.85 50.74 0.06 98 8.17 0.997 52.66 52.55 0.06 99 8.25 1.003 54.55 54.43 0.06 100 8.33 1.004 56.44 56.33 0.06 101 8.42 1.006 58.34 58.22 0.06- 102 8.50 1.006 60.23 60.11 0.06 103 8.58 1.054 62.17 62.05 0.06 104 8.67 1.092 64.20 64.08 0.06 105 8.75 1.095 66.26 65.14 0.06 106 8.83 1.143 68.38 68.26 0.06 107 8.92 1.179 70.58 70.45 0.06 108 9.00 1.184 72.82 72.69 0,06 109 9.08 1.279 75.15 75.03 0.06 110 9.17 1.351 77.66 77.53 0.06 111 9.25 1.357 80.24 80.11 0.06 112 9.33 1.406 82.87 82.74 0.07 113 9.42 1.442 85.59 85.45 0.07 114 9.50 1.445 88.34 88.21 0.07 115 9.58 1.493 91.15 91.01 0.07 116 . 9.67 1.531 94.04 93.90 0.07 117 9.75 1.534 96.96 96.74 0.11 118 9.83 1.582 99.86 99.48 0.19 119 9.92 1.619 102.68 102.30 0.19 120 10.00 1,623 105.54 104.95 0.29 121 10.08 1.294 107.87 107.10 0.39 122 10.17 1.046 109.44 108.66 0.39 123 10.25 1.031 110.74 109.97 0.39 124 10.33 1.033 112.03 111.15 0.44 125 10.42 1.034 113.22 112.34 0.44 126 10.50 1.036 114.41 113.53 0.44 127 10.58 1.273 115.84 114.86 0.49 128 10.67 1.451 117.58 116.61 0.49 129 10.75 1,463 119.52 118.46 0.53 130 10.83 1.465 121.39 120.33 0.53 131 10,92 1.466 123.26 122.12 0.57 132 11.00 1.466 125.06 123.92 0.57 133 11.08 1.421 126.81 125.67 0.57 134 11.17 1.386 128.48 127.27 0.60 135 11.25 1.385 130.04 128.83 0.60 136 11.33 1.386 131.60 130.32 0.64 137 11.42 1.388 133.10 131.82 0.64 138 11.50 1.389 134.59 133.32 0.64 139 11.58 1.296 136.00 134.66 0.67 140 11.67 1.226 137.18 135.84 0.67 141 11.75 1.222 138.29 136.95 0.67 11.83 1.270 139.44 138.10 0.67 40142 43 11.92 1.308 140.68 139.27 0.70 144 12.00 1.311 141.89 140.49 0.70 • PHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 100 YEAR EVENT -- 24 Hour STORM 5 Minutes 1118.70 Interval T 0 I 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 145 12.08 1.641 143.44 142.04 0.70 146 12.17 1.892 14 5.5 7 144.11 0.73 147 12.25 1.909 147.91 146.45 0.73 148 12.33 1.957 150.32 148.80 0.76 149 12.42 1.993 152.75 151.18 0.78 150 12.50 1.996 155.17 153.60 0.78 151 12.58 2.091 157.69 156.07 0.81 152 12.67 2.164 160.32 158.70 0.81 153 12.75 2.170 163.03 160.60 1.22 154 12.83 2.218 164.99 162.56 1.22 155 12.92 2.254 167.03 164.60 1.22 156 13.00 2.257 169.11 165.25 1.93 157 13.08 2,494 170.00 - 166.13 1.93 158 13.17 2,673 171.30 167.43 1.93 159 13.25 2.685 172.79 168.92 1.93 160 13.33 2.686 174.29 168.58 2.86 161 13.42 2.688 173.95 168.24 2.86 162 13.50 2.688 173.62 167.91 2.86 • 163 164 13.58 13.67 2.170 1.780 172.77 172.85 168.90 167.14 1.93 2.86 165 13.75 1.758 170.68 166.81 1.93 166 13.83 1.758 170.32 166.46 1.93 167 13.92 1.759 169.97 166.11 1.93 168 14.00 1.761 169.63 165.76 1.93 169 14.08 1.949 169.47 165.60 1.93 170 14.17 2.093 169.64 165.78 1.93 171 14.25 2.102 169.97 166.10 1.93 172 14.33 2.057 170.26 166.40 1.93 173 14.42 2.022 170.47 166.61 1.93 174 14.50 2.020 170.65 166.78 1.93 175 14.58 2.022 170.82 166.96 1.93 176 14.67 2.022 171.00 167.13 1.93 177 14.75 2.023 171.18 167.31 1.93 178 14.83 1.977 171.31 167.45 1.93 179 14.92 1.943 171.37 167.50 1.93 180 15.00 1.942 171.38 167.52 1.93 181 15.08 1.895 171.35 167.49 1.93 182 15.17 1.860 171.24 167.37 1.93 183 15.25 1.859 171.09 16T23 1.93 184 15.33 1.813 170.90 167.03 1.93 185 15.42 1.779 170.62 166.76 1.93 186 15.50 1.777 170.31 166.45 1.93 187 15.58 1.588 169.81 165.94 1.93 188 15.67 1.448 168.98 165.11 1.93 189 15.75 1.440 168.00 164.14 1.93 190 15.83 1.440 167.02 164.59 1.22 191 15.92 1.442 167.47 163.60 1.93 - 192 16.00 1.442 166.49 164.05 1.22 PHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 5 Minutes Interval T (HRS) 100 YEAR EVENT - 24 Hour STORM Q IN 2S/dT+O 2S/dT-0 O (CFS) (CFS) (CFS) 193 16.08 0.735 166.23 163.80 1.22 194 16.17 0.204 164.74 162.31 1.22 195 16.25 0.172 162.69 160.25 1.22 196 16.33 0.172 160.60 158.98 0.81 197 16.42 0.174 159.32 157.70 0.81 198 16.50 0.174 158.05 156.43 0.81 199 16.58 0.128 156.73 155.16 0.78 200 16.67 0.094 155.38 153.81 0.78 201 16.75 0.092 154.00 152.43 0.78 202 16.83 0.092 152.61 151.04 0.78 203 16.92 0.094 151.23 149.71 0.76 204 17.00 0.094 149.90 148.38 0.76 205 17.08 0.189 148.66 147.15 0.76 206 17.17 0.261 147.60 146.14 0.73 207 17.25 0.266 146.66 145.20 0.73 208 17.33 0.267 145.74 144.28 0.73 209 17.42 0.267 144.81 143.35 0.73 210 17.50 0.269 143.89 142.43 0.73 211 17.58 0.269 142.96 141.56 0.70 212 17.67 0.270 142.10 140.70 0.70 213 17.75 0.270 141.24 139.84 0.70 214 17.83 0.225 140.33 138.93 0.70 215 17.92 0.190 139.35 138.00 0.67 216 18.00 0.189 138.38 137.04 0.67 217 18.08 0.189 137.42 136.08 0.67 218 18.17 0.190 136.46 135.12 0.67 219 18.25 0.190 135.50 134.16 0.67 220 18.33 0.192 134.54 133.26 0.64 221 18.42 0.192 133.64 132.37 0.64 222 18.50 0.193 132.75 131.47 0.64 223 18.58 0.146 131.81 130.54 0.64 224 18.67 0.112 130.79 129.58 0.60 225 18.75 0.110 129.81 128.60 0.60 226 18.83 0.063 128.77 127.56 0.60 227 18.92 0.029 127.65 126.44 0.60 228 19.00 0.027 126.50 125.36 0.57 229 19.08 0.075 125.47 124.33 0.57 230 19.17 0,112 124.52 123.38 0.57 231 19.25 0.115 123.60 122.47 0.57 232 19.33 0.162 122.74 121.68 0.53 233 19.42 0.198 122.04 120.98 0.53 234 19.50 0.201 121.38 120.32 0,53 235 19.58 0.154 120.68 119.62 0.53 236 19.67 0.119 119.89 118.83 0.53 237 19.75 0.118 119.07 118.01 0.53 238 19.83 0.071 118.20 117.22 0.49 239 19.92 0.036 117.33 116.35 0.49 240 20.00 0.035 116.43 115.45 0.49 1118.70 0 PHS Basin 2 DETENTION BASIN ROUTING 0 2.69 2.86 100 YEAR EVENT - 24 Hour STORM 5 Minutes 1118.70 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 241 20.08 0.083 115.57 114.59 0.49 242 20.17 0.119 114.80 113.91 0.44 243 20.25 0.121 114.15 113.27 0.44 244 20.33 0.122 113.52 112.64 0.44 245 20.42 0.122 112.88 112.00 0.44 246 20.50 0.124 112.24 111.36 0.44 247 20.58 0.124 111.61 110.73 0.44 248 20.67 0.124 110.98 110.10 0.44 249 20.75 0.125 110.35 109.57 - 0.39 250 20.83 0.079 109.78 109.00 0.39 251 20.92 0.044 109.12 108.35 0.39 252 21.00 0.041 108.44 107.66 0.39 253 21.08 0.089 107.79 107.02 0.39 254 21.17 0.125 107.23 106.46 0,39 255 21.25 0.128 106.71 106.13 0.29 256 21.33 0.082 106.34 105.75 0.29 257 21.42 0.047 105.88 105.30 0.29 258 21.50 0.044 105.39 104.80 0.29 259 21.58 0.092 104.94 104.35 0.29 260 . 21.67 0.128 104.57 103.99 0.29 261 21.75 0.131 104.25 103.66 0.29 262 21.83 0.085 103.88 103.29 0.29 263 21.92 0.048 103.43 102.84 0.29 264 22.00 0.047 102.94 102.56 0.19 265 22.08 0.095 102.70 102.32 0.19 266 22.17 0.131 102.54 102.16 0.19 267 22.25 0.133 102.43 102.05 0.19 268 22.33 0.086 102.27 101.88 0.19 269 22.42 0.051 102.02 101.64 0.19 270 22.50 0.050 101.74 101.36 0.19 271 22.58 0.050 101.46 101.08 0.19 272 22,67 0.050 101.18 100.80 0.19 273 22.75 0.050 100.90 100.52 0.19 274 22.83 0.051 100.62 100.24 0.19 275 22.92 0.051 100.34 99.96 0.19 276 23.00 0.051 100.06 99.68 0.19 277 23.08 0.051 99.78 99.40 0.19 278 23.17 0.051 99.50 99.12 0.19 279 23.25 0.053 99.23 99.00 0.11 280 23.33 0.053 99.11 98.89 0.11 281 23.42 0.053 98.99 98.77 0.11 282 23.50 0.053 98.87 98.65 0.11 283 23.58 0.053 98.76 98.53 0.11 284 23.67 0.053 98.64 98.42 0.11 285 23.75 0.053 98.52 98.30 0.11 286 23.83 0.053 98.40 98.18 0.11 287 23.92 0.054 98.29 98.06 0.11 288 24.00 0.054 98.17 97.95 0.11 • CJ PHSpade242.out 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 - 1999, Version 6.0 study date 03/27/07 File: PHSpade242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&0, Inc., Rancho Cucamonga, California - S/N 714 ------------------------------------------------------------ English (in -lb) Input units used English Rainfall Data (Inches) Input values used English units used in output format ---------------- ---------------------------------------- PHS WAREHOUSE PAD & Parking Lot Preoevelopment Conditions Excludes Front Slopes, Public streets, other Pads -------------------------------------------------------------------- Drainage Area = 29.67(Ac.) = 0.046 5q. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 212.00(Ft.) Slope along watercourse = 678.4000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.58 Min. 25% of lag time = 0.89 Min. 40% of lag time = 1.43 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] Rai nfal I (In) [2] weightingEl*2] 29.67 2.00 59.34 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 29.67 4.70 139.45 STORM EVENT (YEAR) = 2.00 Area Averaged 2 -Year Rainfall = 2.000(In) Area Averaged 100 -Year Rainfall = 4.700(In) Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.99 % Page 1 •PH5pade242.out Adjusted average point rain = 2.000(In) Sub -Area Data: Area(AC.) Runoff Index Impervious 29.670 88.00 0.000 Total Area Entered = 29.67(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 88.0 74.8 0.305 0.000 0.305 1.000 0.305 Sum (F) = 0.305 Area averaged mean soil loss (F) (In/Hr) = 0.305 Minimum soil loss rate ((In/Hr)) = 0.153 (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 FOOTHILL S -Curve - ----------------------------------------- unit Hydrograph Data unit time period -- Time % of lag Distribution ------------------- unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------- 1 0.083 139.827 27.645 8.266 2 0,167 279.655 55.056 16.463 3 0.250 419.482 13.092 3.915 4 0.333 559.309 3.044 0.910 • 5 0.417 699.137 0.938 0.281 6 0.500 838.964 0.224 0.067 ----------------------------------------------------------------------- Sum = 100.000 sum= 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.016 0.541 0.014 0.00 2 0.17 0.07 0.016 0.539 0.014 0.00 3 0.25 0.07 0.016 0.537 0.014 0.00 4 0.33 0.10 0.024 0.535 0.022 0.00 5 0.42 0.10 0.024 0.533 0.022 0.00 6 0.50 0.10 0.024 0.531 0.022 0.00 7 0.58 0.10 0.024 0.529 0.022 0.00 8 0.67 0.10 0.024 0.527 0.022 0.00 9 0.75 0.10 0.024 0.525 0.022 0.00 10 0.83 0.13 0.032 0.523 0.029 0.00 11 0.92 0.13 0.032 0.521 0.029 0.00 12 1.00 0.13 0.032 0.519 0.029 0.00 13 1.08 0.10 0.024 0.516 0.022 0.00 14 1.17 0.10 0.024 0.514 0.022 0.00 15 1.25 0.10 0.024 0.512 0.022 0.00 16 1.33 0.10 0.024 0.510 0.022 0.00 17 1.42 0.10 0.024 0.508 0.022 0.00 18 1.50 0.10 0.024 0.506 0.022 0.00 19 1.58 0.10 0.024 0.504 0.022 0.00 20 1.67 0.10 0.024 0.502 0.022 0.00 21 1.75 0.10 0.024 0.500 0.022 0.00 22 1.83 0.13 0.032 0.498 0.029 0.00 23 • 1.92 0.13 0.032 0.496 0.029 0.00 24 2.00 0.13 0.032 0.494 0.029 0.00 25 2.08 0.13 0.032 0.492 0.029 0.00 Page 2 PHSpade242.out • 26 2.17 0.13 0.032 0.490 0.490 0.029 0.00 27 2.25 0.13 0.032 0.488 0.029 0.00 28 2.33 0.13 0.032 0.486 0.029 0.00 29 2.42 0.13 0.032 0.484 0.029 0.00 30 2.50 0.13 0.032 0.482 0.029 0.00 31 2.58 0.17 0.040 0.480 0.036 0.00 32 2.67 0.17 0.040 0.478 0.036 0.00 33 2.75 0.17 0.040 0.476 0.036 0.00 34 2.83 0.17 0.040 0.474 0.036 0.00 35 2.92 0.17 0.040 0.472 0.036 0.00 36 3.00 0.17 0.040 0.470 0.036 0.00 37 3.08 0.17 0.040 0.469 0.036 0.00 38 3.17 0.17 0.040 0.467 0.036 0.00 39 3.25 0.17 0.040 0.465 0.036 0.00 40 3.33 0.17 0.040 0.463 0.036 0.00 41 3.42 0.17 0.040 0.461 0.036 0.00 42 3.50 0.17 0.040 0.459 0.036 0.00 43 3.58 0.17 0.040 0.457 0.036 0.00 44 3.67 0.17 0.040 0.455 0.036 0.00 45 3.75 0.17 0.040 0.453 0.036 0.00 46 3.83 0.20 0.048 0.451 0.043 0.00 47 3.92 0.20 0.048 0.449 0.043 0.00 48 4.00 0.20 0.048 0.447 0.043 0.00 49 4.08 0.20 0.048 0.445 0.043 0.00 50 4.17 0.20 0.048 0.444 0.043 0.00 51 4.25 0.20 0.048 0.442 0.043 0.00 52 4.33 0.23 0.056 0.440 0.050 0.01 53 4.42 0.23 0.056 0.438 0.050 0.01 54 4.50 0.23 0.056 0.436 0.050 0.01 55 56 4.58 4.67 0.23 0.23 0.056 0.056 0.434 0.432 0.050 0.050 0.01 0.01 57 4.75 0.23 0.056 0.430 0.050 0.01 58 4.83 0.27 0.064 0.429 0.058 0.01 59 4.92 0.27 0.064 0.427 0.058 0.01 60 5.00 0.27 0.064 0.425 0.058 0.01 61 5.08 0.20 0.048 0.423 0.043 0.00 62 5.17 0.20 0.048 0.421 0.043 0.00 63 5.25 0.20 0.048 0.419 0.043 0.00 64 5.33 0.23 0.056 0.418 0.050 0.01 65 5.42 0.23 0.056 0.416 0.050 0.01 66 5.50 0.23 0.056 0.414 0.050 0.01 67 5.58 0.27 0.064 0.412 0.058 0.01 68 5.67 0.27 0.064 0.410 0.058 0.01 69 5.75 0.27 0.064 0.408 0.058 0.01 70 5.83 0.27 0.064 0.407 0.058 0.01 71 5.92 0.27 0.064 0.405 0.058 0.01 72 6.00 0.27 0.064 0.403 0.058 0.01 73 6.08 0.30 0.072 0.401 0.065 0.01 74 6.17 0.30 0.072 0.399 0.065 0.01 75 6.25 0.30 0.072 0.398 0.065 0.01 76 6.33 0.30 0.072 0.396 0.065 0.01 77 6.42 0.30 0.072 0.394 0.065 0.01 78 6.50 0.30 0.072 0.392 0.065 0.01 79 6.58 0.33 0.080 0.391 0.072 0.01 80 6.67 0.33 0.080 0.389 0.072 0.01 81 6.75 0.33 0.080 0.387 0.072 0.01 82 6.83 0.33 0.080 0.385 0.072 0.01 83 6.92 0.33 0.080 0.384 0.072 0.01 84 7.00 0.33 0.080 0.382 0.072 0.01 85 7.08 0.33 0.080 0.380 0.072 0.01 86 7.17 0.33 0.080 0.378 0.072 0.01 • 87 7.25 0.33 0.080 0.377 0.072 0.01 88 7.33 0.37 0.088 0.375 0.079 0.01 Page 3 PHSpade242.out . 89 7.42 0.37 0.088 0.373 0.079 0.01 90 7.50 0.37 0.088 0.372 0.079 0.01 91 7.58 0.40 0.096 0.370 0.086 0.01 92 7.67 0.40 0.096 0.368 0.086 0.01 93 7.75 0.40 0.096 0.366 0.086 0.01 94 7.83 0.43 0.104 0.365 0.094 0.01 95 7.92 0.43 0.104 0.363 0.094 0.01 96 8.00 0.43 0.104 0.361 0.094 0.01 97 8.08 0.50 0.120 0.360 0.108 0.01 98 8.17 0.50 0.120 0.358 0.108 0.01 99 8.25 0.50 0.120 0.356 0.108 0.01 100 8.33 0.50 0.120 0.355 0.108 0.01 101 8.42 0.50 0.120 0.353 0.108 0.01 102 8.50 0.50 0.120 0.351 0.108 0.01 103 8.58 0.53 0.128 0.350 0.115 0.01 104 8.67 0.53 0.128 0.348 0.115 0.01 105 8.75 0.53 0.128 0.346 0.115 0.01 106 8.83 0.57 0.136 0.345 0.122 0.01 107 8.92 0.57 0.136 0.343 0.122 0.01 108 9.00 0.57 0.136 0.342 0.122 0.01 109 9.08 0.63 0.152 0.340 0.137 0.02 110 9.17 0.63 0.152 0.338 0.137 0.02 111 9.25 0.63 0.152 0.337 0.137 0.02 112 9.33 0.67 0.160 0.335 0.144 0.02 113 9.42 0.67 0.160 0.334 0.144 0.02 114 9.50 0.67 0.160 0.332 0.144 0.02 115 9.58 0.70 0.168 0.330 0.151 0.02 116 9.67 0.70 0.168 0.329 0.151 0.02 117 9.75 0.70 0.168 0.327 0.151 0.02 118 119 9.83 9.92 0.73 0.73 0.176 0.176 0.326 0.324 0.158 0.158 0.02 0.02 120 10.00 0.73 0.176 0.322 0.158 0.02 121 10.08 0.50 0.120 0.321 0.108 0.01 122 10.17 0.50 0.120 0.319 0.108 0.01 123 10.25 0.50 0.120 0.318 0.108 0.01 124 10.33 0.50 0.120 0.316 0.108 0.01 125 10.42 0.50 0.120 0.315 0.108 0.01 126 10.50 0.50 0.120 0.313 0.108 0.01 127 10.58 0.67 0.160 0.312 0.144 0.02 128 10.67 0.67 0.160 0.310 0.144 0.02 129 10.75 0.67 0.160 0.309 0.144 0.02 130 10.83 0.67 0.160 0.307 0.144 0.02 131 10.92 0.67 0.160 0.306 0.144 0.02 132 11.00 0.67 0.160 0.304 0.144 0.02 133 11.08 0.63 0.152 0.303 0.137 0.02 134 11.17 0.63 0.152 0.301 0.137 0.02 135 11.25 0.63 0.152 0.300 0.137 0.02 136. 11.33 0.63 0.152 0.298 0.137 0.02 137 11,42 0.63 0.152 0.297 0.137 0.02 138 11.50 0.63 0.152 0.295 0.137 0.02 139 11.58 0.57 0.136 0.294 0.122 0.01 140 11.67 0.57 0.136 0.292 0.122 0.01 141 11.75 0.57 0.136 0.291 0.122 0.01 142 11.83 0.60 0.144 0.289 0.130 0.01 143 11.92 0.60 0.144 0.288 0.130 0.01 144 12.00 0.60 0.144 0.286 0.130 0.01 145 12.08 0.83 0.200 0.285 0.180 0.02 146 12.17 0.83 0.200 0.284 0.180 0.02 147 12.25 0.83 0.200 0.282 0.180 0.02 148 12.33 0.87 0.208 0.281 0.187 0.02 149 12.42 0.87 0.208 0.279 0.187 0.02 150 12.50 0.87 0.208 0.278 0.187 0.02 151 12.58 0.93 0.224 0.277 0.202 0.02 Page 4 0.202 0.202 0.209 0.209 0.209 .166 .166 .166 .166 .166 .166 .194 .194 .194 .187 .187 .187 .187 .187 .187 .180 .180 .180 .173 .173 .173 .166 .166 .166 .137 .137 .137 .137 .137 .137 .029 .029 .029 .029 .029 .029 .022 .022 .022 .022 .022 .022 .036 .036 .036 .036 .036 .036 .036 .036 .036 .029 PHSpade242.out 152 12.67 0.93 0.224 0.275 153 12.75 0.93 0.224 0.274 154 12.83 0.97 0.232 0.272 155 12.92 0.97 0.232 0.271 156 13.00 0.97 0.232 0.270 157 13.08 1.13 0.272 0.268 158 13.17 1.13 0.272 0.267 159 13.25 1.13 0.272 0.266 160 13.33 1.13 0.272 0.264 161 13.42 1.13 0.272 0.263 162 13.50 1.13 0.272 0.262 163 13.58 0.77 0.184 0.260 164 13.67 0.77 0.184 0.259 165 13.75 0.77 0.184 0.258 166 13.83 0.77 0.184 0.256 167 13.92 0.77 0.184 0.255 168 14.00 0.77 0.184 0.254 169 14.08 0.90 0.216 0.252 170 14.17 0.90 0.216 0.251 171 14.25 0.90 0.216 0.250 172 14.33 0.87 0.208 0.249 173 14.42 0.87 0.208 0.247 174 14.50 0.87 0.208 0.246 175 14.58 0.87 0.208 0.245 176 14.67 0.87 0.208 0.243 177 14.75 0.87 0.208 0.242 178 14.83 0.83 0.200 0.241 179 14.92 0.83 0.200 0.240 180 15.00 0.83 0.200 0.238 181 182 15.08 15.17 0.80 0.80 0.192 0.192 0.237 0.236 183 15.25 0.80 0.192 0.235 184 15.33 0.77 0.184 0.234 185 15.42 0.77 0.184 0.232 186 15.50 0.77 0.184 0.231 187 15.58 0.63 0.152 0.230 188 15.67 0.63 0.152 0.229 189 15.75 0.63 0.152 0.228 190 15.83 0.63 0.152 0.227 191 15.92 0.63 0.152 0.225 192 16.00 0.63 0.152 0.224 193 16.08 0.13 0.032 0.223 194 16.17 0.13 0.032 0.222 195 16.25 0.13 0.032 0.221 196 16.33 0.13 0.032 0.220 197 16.42 0.13 0.032 0.219 198 16.50 0.13 0.032 0.217 199 16.58 0.10 0.024 0.216 200 16.67 0.10 0.024 0.215 201 16.75 0.10 0.024 0.214 202 16.83 0.10 0.024 0.213 203 16.92 0.10 0.024 0.212 204 17.00 0.10 0.024 0.211 205 17.08 0.17 0.040 0.210 206 17.17 0.17 0.040 0.209 207 17.25 0.17 0.040 0.208 208 17.33 0.17 0.040 0.207 209 17.42 0.17 0.040 0.206 210 17.50 0.17 0.040 0.205 211 17.58 0.17 0.040 0.204 212 17.67 0.17 0.040 0.203 213 17.75 0.17 0.040 0.202 214 17.83 0.13 0.032 0.201 Page 5 0.202 0.202 0.209 0.209 0.209 .166 .166 .166 .166 .166 .166 .194 .194 .194 .187 .187 .187 .187 .187 .187 .180 .180 .180 .173 .173 .173 .166 .166 .166 .137 .137 .137 .137 .137 .137 .029 .029 .029 .029 .029 .029 .022 .022 .022 .022 .022 .022 .036 .036 .036 .036 .036 .036 .036 .036 .036 .029 PHSpade242.out 215 17.92 0.13 0.032 0.200 0.029 0.00 216 18.00 0.13 0.032 0.199 0.029 0.00 217 18.08 0.13 0.032 0.198 0.029 0.00 218 18.17 0.13 0.032 0.197 0.029 0.00 219 18.25 0.13 0.032 0.196 0.029 0.00 220 18.33 0.13 0.032 0.195 0.029 0.00 221 18.42 0.13 0.032 0.194 0.029 0.00 222 18.50 0.13 0.032 0.193 0.029 0.00 223 18.58 0.10 0.024 0.192 0.022 0.00 224 18.67 0.10 0.024 0.191 0.022 0.00 225 18.75 0.1.0 0.024 0.190 0.022 0.00 226 18.83 0.07 0.016 0.189 0.014 0.00 227 18.92 0.07 0.016 0.188 0.014 0.00 228 19.00 0.07 0.016 0.187 0.014 0.00 229 19.08 0.10 0.024 0.186 0.022 0.00 230 19.17 0.10 0.024 0.186 0.022 0.00 231 19.25 0.10 0.024 0.185 0.022 0.00 232 19.33 0.13 0.032 0.184 0.029 0.00 233 19.42 0.13 0.032 0.183 0.029 0.00 234 19.50 0.13 0.032 0.182 0.029 0.00 235 19.58 0.10 0.024 0.181 0.022 0.00 236 19.67 0.10 0.024 0.181 0.022 0.00 237 19.75 0.10 0.024 0.180 0.022 0.00 238 19.83 0.07 0.016 0.179 0.014 0.00 239 19.92 0.07 0.016 0.178 0.014 0.00 240 20.00 0.07 0.016 0.177 0.014 0.00 241 20.08 0.10 0.024 0.177 0.022 0.00 242 20.17 0.10 0.024 0.176 0.022 0.00 243 20.25 0.10 0.024 0.175 0.022 0.00 244 20.33 0.10 0.024 0.174 0.022 0.00 . 245 20.42 0.10 0.024 0.173 0.022 0.00 246 20.50 0.10 0.024 0.173 0.022 0.00 247 20.58 0.10 0.024 0.172 0.022 0.00 248 20.67 0.10 0.024 0.171 0.022 0.00 249 20.75 0.10 0.024 0.171 0.022 0.00 250 20.83 0.07 0.016 0.170 0.014 0.00 251 20.92 0.07 0.016 0.169 0.014 0.00 252 21.00 0.07 0.016 0.169 0.014 0.00 253 21.08 0.10 0.024 0.168 0.022 0.00 254 21.17 0.10 0.024 0.167 0.022 0.00 255 21.25 0.10 0.024 0.167 0.022 0.00 256 21.33 0.07 0.016 0.166 0.014 0.00 257 21.42 0.07 0.016 0.165 0.014 0.00 258 21.50 0.07 0.016 0.165 0.014 0.00 259 21.58 0.10 0.024 0.164 0.022 0.00 260 21.67 0.10 0.024 0.163 0.022 0.00 261 21.75 0.10 0.024 0.163 0.022 0.00 262 21.83 0.07 0.016 0.162 0.014 0.00 263 21.92 0.07 0.016 0.162 0.014 0.00 264 22.00 0.07 0.016 0.161 0.014 0.00 265 22.08 0.10 0.024 0.161 0.022 0.00 266 22.17 0.10 0.024 0.160 0.022 0.00 267 22.25 0.10 0.024 0.160 0.022 0.00 268 22.33 0.07 0.016 0.159 0.014 0.00 269 22.42 0.07 0.016 0.159 0.014 0.00 270 22.50 0.07 0.016 0.158 0.014 0.00 271 22.58 0.07 0.016 0.158 0.014 0.00 272 22.67 0.07 0.016 0.157 0.014 0.00 273 22.75 0.07 0.016 0.157 0.014 0.00 274 22.83 0.07 0.016 0.156 0.014 0.00 275 22.92 0.07 0.016 0.156 0.014 0.00 276 23.00 0.07 0.016 0.156 0.014 0.00 277 23.08 0.07 0.016 0.155 0.014 0.00 Page 6 LI 1] -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.693(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 PHSpaout 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 278 23.17 0.07 0.0 16 0. 0.155 155 0.014 0.0004 0.00 Q 279 23.25 0.07 0.016 0+15 0.155 0.014 Q 0.00 280 23.33 0.07 0.016 0.05 0.154 0.014 0.00 281 23.42 0.07 0.016 0.154 0.014 0.00 0.0020 282 23.50 0.07 0.016 0.154 0.014 0.0025 0.00 Q 283 23.58 0.07 0.016 0+40 0.154 0.014 Q 0.00 1 284 23.67 0.07 0.016 0.07 0.153 0.014 0.00 285 23.75 0.07 0.016 0.153 0.014 0.00 0.0047 286 23.83 0.07 0.016 0.153 0.014 0.0053 0.00 Q 287 23.92 0.07 0.016 1+ 5 0.153 0.014 Q 0.00 288 24.00 0.07 0.016 0.08 0.153 0.014 0.00 I 1+15 Sum = 100.0 Q Sum = 2.3 0.0074 0.07 Flood volume = Effective rainfall 0.19(In) I 1+25 0.0079 0.07 times area 29.7(AC.)/[(In)/(Ft.)] = 1+30 0.5(AC.Ft) 0.07 Q Total soil loss = 1.81(In) 0.0089 0.07 Q Total soil loss = 4.475(AC.Ft) Q 1+45 Total rainfall = 2.00(In) 1+50 0.0105 0.08 Flood volume = 20455.5 Cubic Feet 1+SS 0.0111 0.09 Q Total soil loss = 194936.2 Cubic Feet 0.09 Q i LI 1] -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.693(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 0.0001 0.01 Q 0+10 0.0004 0.04 Q 0+15 0.0007 0.05 Q 0+20 0.0011 0.05 Q 0+25 0.0015 0.07 Q 0+30 0.0020 0.07 Q 0+35 0.0025 0.07 Q 0+40 0.0030 0.07 Q 1 0+45 0.0035 0.07 Q 0+50 0.0040 0.08 Q 0+5S 0.0047 0.09 Q I 1+ 0 0.0053 0.09 Q I 1+ 5 0.0059 0.09 Q I 1+10 0.0064 0.08 Q I 1+15 0.0069 0.07 Q I 1+20 0.0074 0.07 Q I 1+25 0.0079 0.07 Q 1+30 0.0084 0.07 Q 1+35 0.0089 0.07 Q 1+40 0.0094 0.07 Q 1+45 0.0099 0.07 Q 1+50 0.0105 0.08 Q I 1+SS 0.0111 0.09 Q 2+ 0 0.0117 0.09 Q i 2+ 5 0.0124 0.10 Qv I I 2+10 0.0131 0.10 Qv I 2+15 0.0137 0.10 QV 2+20 0.0144 0.10 QV 2+25 0.0150 0.10 Qv I 2+30 0.0157 0.10 QV 2+35 0.0164 0.10 QV 2+40 0.0172 0.12 QV Page PHSpade242.out 2+45 . 0.0180 0.12 Qv I 2+50 0.0188 0.12 Qv 2+55 0.0197 0.12 Qv 3+ 0 0.0205 0.12 Qv 1 3+ 5 0.0213 0.12 Qv 3+10 0.0221 0.12 Qv 3+15 0.0229 0.12 Qv 3+20 0.0238 0.12 Q v 3+25 0.0246 0.12 Q v 3+30 0.0254 0.12 Q v 3+35 0.0262 0.12 Q V 3+40 0.0271 0.12 Q v 3+45 0.0279 0.12 Q V 3+50 0.0288 0.13 Q v 1 3+55 0.0297 0.14 Q v 4+ 0 0.0307 0.14 Q v 4+ 5 0.0317 0.14 Q V 4+10 0.0327 0.14 Q V 4+15 0.0337 0.14 Q V 4+20 0.0347 0.15 Q v 4+25 0.0358 0.16 Q v 4+30 0.0370 0.17 Q v 4+35 0.0381 0.17 Q v 4+40 0.0393 0.17 Q v 4+45 0.0404 0.17 Q v 4+50 0.0416 0.17 Q V 4+55 0.0429 0.19 Q V S+ 0 0.0442 0.19 Q v 5+ 5 0.0455 0.18 Q v 5+10 0.0465 0.15 Q v 5+15 0.0475 0.15 Q V • 5+20 0.0486 0.15 Q v 5+25 0.0497 0.16 Q v 5+30 0.0508 0.17 Q v 5+35 0.0520 0.17 Q v 5+40 0.0533 0.19 Q v 5+45 0.0546 0.19 Q v 5+50 0.0559 0.19 Q v 5+55 0.0573 0.19 Q v 6+ 0 0.0586 0.19 Q v 6+ 5 0.0599 0.20 Q v 6+10 0.0614 0.21 Q v 6+15 0.0629 0.21 Q v 6+20 0.0644 0.22 Q v 1 6+25 0.0658 0.22 Q v 6+30 0.0673 0.22 Q v 6+35 0.0688 0.22 Q v 6+40 0.0705 0.24 Q v 6+45 0.0721 0.24 Q v 6+50 0.0738 0.24 Q v 6+55 0.0754 0.24 Q v 7+ 0 0.0771 0.24 Q v 7+ 5 0.0787 0.24 Q V 7+10 0.0803 0.24 Q v 7+15 0.0820 0.24 Q v 7+20 0.0837 0.25 Q v 7+25 0.0855 0.26 IQ v 1 7+30 0.0873 0.26 IQ V 1 7+35 0.0891 0.27 IQ v 1 7+40 0.0911 0.28 IQ v 1 7+45 0.0931 0.29 IQ v 1 7+50 • 0.0951 0.29 IQ v I 7+55 0.0972 0.31 IQ v I Page 8 PHSpade242 Q vl Q vl Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v Page out v v. v v v V v v v v v v v v v v v v v v vl vl VI v V V v V v V v v v V v v v 8+ 0 0.0993 0.31 8+ 5 0.1016 0.32 8+10 0.1040 0.35 8+1S 0.1064 0.36 8+20 0.1089 0.36 8+25 0.1114 0.36 8+30 0.1138 0.36 8+35 0.1164 0.37 8+40 0.1190 0.38 8+45 0.1216 0.38 8+50 0.1243 0.39 8+55 0.1271 0.40 9+ 0 0.1299 0.41 9+ 5 0.1327 0.42 9+10 0.1358 0.45 9+1S 0.1389 0.4S 9+20 0.1421 0.46 9+25 0.1454 0.47 9+30 0.1487 0.48 9+35 0.1520 0.48 9+40 0.1554 0.50 9+45 0.1589 0.50 9+50 0.1624 0.51 9+55 0.1660 0.52 10+ 0 0.1696 0.53 10+ 5 0.1729 0.48 10+10 0.1756 0.39 10+15 0.1781 0.37 10+20 0.1806 0.36 10+25 0.1831 0.36 . 10+30 0.1855 0.36 j 10+35 0.1882 0.39 10+40 0.1914 0.46 10+45 0.1947 0.47 10+50 0.1979 0.48 10+55 0.2012 0.48 11+ 0 0.2045 0.48 11+ 5 0.2078 0.47 11+10 0.2109 0.46 11+15 0.2141 0.46 11+20 0.2172 0.45 11+25 0.2204 0.45 11+30 0.2235 0.45 11+35 0.2265 0.44 11+40 0.2294 0.42 11+45 0.2322 0.41 11+50 0.2351 0.41 11+55 0.2380 0.43 12+ 0 0.2410 0.43 12+ 5 0.2442 0.48 12+10 0.2482 0.57 12+15 0.2522 0.59 12+20 0.2564 0.60 12+25 0.2606 0.62 j 12+30 0.2649 0.62 12+35 0.2693 0.64 12+40 0.2738 0.66 12+45 0.2784 0.67 12+50 0.2831 0.68 12+55 0.2879 0.69 13+ 0 0.2926 0.69 .' 13+ 5 0.2963 0.53 13+10 0.2978 0.22 < PHSpade242 Q vl Q vl Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v Page out v v. v v v V v v v v v v v v v v v v v v vl vl VI v V V v V v V v v v V v v v PHSpade242.out Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Page v v v v v v v v v v 1 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 13+15 0.2991 0.18 13+20 0.3005 0.20 13+25 0.3021 0.24 13+30 0.3040 0.27 13+35 0.3065 0.37 13+40 0.3100 0.51 13+45 0.3137 0.54 13+50 0.3175 0.55 13+55 0.3213 0.55 14+ 0 0.3251 0.55 14+ 5 0.3290 0.58 14+10 0.3334 0.63 14+15 0.3378 0.64 14+20 0.3422 0.64 14+25 0.3465 0.63 14+30 0.3508 0.62 14+35 0.3551 0.62 14+40 0.3594 0.62 14+45 0.3637 0.62 14+50 0.3679 0.62 14+55 0.3720 0.60 15+ 0 0.3762 0.60 15+ 5 0.3802 0.59 15+10 0.3842 0.58 15+15 0.3882 0.58 15+20 0.3921 0.57 15+25 0.3959 0.55 15+30 0.3997 0.55 1S+35 0.4033 0.52 15+40 0.4066 0.47 15+45 0.4097 0.46 15+50 0.4129 0.46 15+55 0.4160 0.45 16+ 0 0.4191 0.45 16+ 5 0.4216 0.36 16+10 0.4227 0.16 16+15 0.4234 0.11 16+20 0.4241 0.10 16+25 0.4248 0.10 16+30 0.4255 0.10 16+35 0.4261 0.09 16+40 0.4266 0.08 16+45 0.4271 0.07 16+50 0.4276 0.07 16+55 0.4281 0.07 17+ 0 0.4286 0.07 17+ 5 0.4292 0.09 17+10 0.4299 0.11 17+15 0.4307 0.12 17+20 0.4316 0.12 17+25 0.4324 0.12 17+30 0.4332 0.12 17+35 0.4340 0.12 17+40 0.4349 0.12 17+45 0.4357 0.12 17+50 0.4365 0.11 17+55 0.4371 0.10 18+ 0 0.4378 0.10 18+ 5 0.4385 0.10 18+10 0.4391 0.10 18+15 0.4 0.10 18+20 0.4405405 0.10 18+25 0.4411 0.10 PHSpade242.out Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Page v v v v v v v v v v 1 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v PHspade242.out Page 11 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 18+30 0.4418 0.10 18+35 0.4424 0.09 18+40 0.4429 0.08 18+45 0.4434 0.07 18+50 0.4439 0.07 18+55 0.4442 0.05 19+ 0 0.4446 0.05 19+ 5 0.4449 0.05 19+10 0.4454 0.07 19+15 0.4459 0.07 19+20 0.4464 0.08 19+25 0.4471 0.09 19+30 0.4477 0.09 19+35 0.4483 0.09 19+40 0.4488 0.08 19+45 0.4493 0.07 19+50 0.4498 0.07 19+55 0.4502 0.05 20+ 0 0.4505 0.05 20+ 5 0.4509 0.05 20+10 0.4513 0.07 20+15 0.4518 0.07 20+20 0.4523 0.07 20+25 0.4528 0.07 20+30 0.4533 0.07 20+35 0.4538 0.07 20+40 0.4543 0.07 20+45 0.4548 0.07 20+50 0.4552 0.07 20+55 0.4556 0.05 21+ 0 0.4559 0.05 21+ 5 0.4563 0.05 21+10 0.4568 0.07 21+15 0.4573 0.07 21+20 0.4577 0.06 21+25 0.4581 0.05 21+30 0.4584 0.05 21+35 0.4588 0.05 21+40 0.4592 0.07 21+45 0.4597 0.07 21+50 0.4602 0.06 21+55 0.4605 0.05 22+ 0 0.4609 0.05 22+ 5 0.4612 0.05 22+10 0.4617 0.07 22+15 0.4622 0.07 22+20 0.4627 0.06 22+25 0.4630 0.05 22+30 0.4633 0.05 22+35 0.4637 0.05 22+40 0.4640 0.05 22+45 0.4643 0.05 22+50 0.4647 0.05 22+55 0.4650 0.05 23+ 0 0.4653 0.05 23+ 5 0.4657 0.05 23+10 0.4660 0.05 23+15 0.4663 0.05 23+20 0.4666 0.05 23+25 0.4670 0.05 • 23+30 0.4673 0.05 23+35 0.4676 0.05 23+40 0.4680 0.05 PHspade242.out Page 11 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v • 0 Page 12 PHSpade242.out 23+45 0.4683 0.05 Q v 23+50 0.4686 0.05 Q v 23+55 0.4690 0.05 Q v 24+ 0 0.4693 0.05 Q I v 24+ 5 0.4695 0.03 Q v 24+10 0.4696 0.01 Q v 24+15 0.4696 0.00 Q v 24+20 0.4696 0.00 Q v 24+25 0.4696 0.00 Q I • 0 Page 12 • PHSpade2410.out U n i t H y d r o g r a p h A n a l y s t s Copyright (C) CIVILCADD/CIVILDESIGN, 1989 - 1999, version 6.0 study date 03/27/07 File: PHSpade2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&O, Inc., Rancho Cucamonga, California - S/N 714 --------------------------------------------------------------------- English (in -lb) Input units Used English Rainfall Data (Inches) Input values used English units used in output format ------------------------------------------ - ---- PHS WAREHOUSE PAD & Parking Lot PreDevelopment Conditions Excludes Front Slopes, Public Streets, Other Pads . Drainage Area = 29.67(Ac.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 212.00(Ft.) Slope along watercourse = 678.4000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.58 Min. 25% of lag time = 0.89 Min. 40% of lag time = 1.43 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] 29.67 2.00 59.34 100 YEAR Area rainfall data: Area(Ac.)[11 Rainfall(In)[2] Weighting[1*2] 29.67 4.70 139.45 STORM EVENT (YEAR) = 10.00 Area Averaged 2 -Year Rainfall = 2.000(In) Area Averaged 100 -Year Rainfall = 4.700(In) Point rain (area averaged) = 3.111(In) Areal adjustment factor = 99.99 % Page 1 0 0 PHSpade2410.out Adjusted average point rain = 3.111(In) Sub -Area Data: Area(AC.) Runoff Index Impervious 29.670 88.00 0.000 Total Area Entered = 29.67(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 88.0 88.0 0.153 0.000 0.153 1.000 0.153 Sum (F) = 0.153 Area averaged mean soil loss (F) (In/Hr) = 0.153 Minimum soil loss rate ((In/Hr)) = 0.076 (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 FOOTHILL S -Curve -------------------------------------- Unit Hydrograph Data ---- ---- Unit - ---------------=----------------------------------------------- time period Time % of lag Distribution unit Hydrograph (hrs) Graph ----------------------------------- % (CFS) -------------------------- 1 0.083 139.827 27.645 8.266 2 0.167 279.655 55.056 16.463 3 0.250 419.482 13.092 3.915 4 0.333 559.309 3.044 0.910 5 0.417 699.137 0.938 0.281 6 0.500 838.964 0.224 0.067 --------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.025 0.271 0.022 0.00 2 0.17 0.07 0.025 0.270 0.022 0.00 3 0.25 0.07 0.025 0.269 0.022 0.00 4 0.33 0.10 0.037 0.268 0.034 0.00 5 0.42 0.10 0.037 0.267 0.034 0.00 6 0.50 0.10 0.037 0.266 0.034 0.00 7 0.58 0.10 0.037 0.265 0.034 0.00 8 0.67 0.10 0.037 0.264 0.034 0.00 9 0.75 0.10 0.037 0.263 0.034 0.00 10 0.83 0.13 0.050 0.262 0.045 0.00 11 0.92 0.13 0.050 0.260 0.045 0.00 12 1.00 0.13 0.050 0.259 0.045 0.00 13 1.08 0.10 0.037 0.258 0.034 0.00 14 1.17 0.10 0.037 0.257 0.034 0.00 15 1.25 0.10 0.037 0.256 0.034 0.00 16 1.33 0.10 0.037 0.255 0.034 0.00 17 1.42 0.10 0.037 0.254 0.034 0.00 18 1.50 0.10 0.037 0.253 0.034 0.00 19 1.58 0.10 0.037 0.252 0.034 0.00 20 1.67 0.10 0.037 0.251 0.034 0.00 21 1.75 0.10 0.037 0.250 0.034 0.00 22 1.83 0.13 0.050 0.249 0.045 0.00 23 1.92 0.13 0.050 0.248 0.045 0.00 24 2.00 0.13 0.050 0.247 0.045 0.00 25 2.08 0.13 0.050 0.246 0.045 0.00 Page 2 PHSpade2410.out 26 2.17 0.13 0.050 0.245 0.045 0.00 27 2.25 0.13 0.050 0.244 0.045 0.00 28 2.33 0.13 0.050 0.243 0.045 0.00 29 2.42 0.13 0.050 0.242 0.045 0.00 30 2.50 0.13 0.050 0.241 0.045 0.00 31 2.58 0.17 0.062 0.240 0.056 0.01 32 2.67 0.17 0.062 0.239 0.056 0.01 33 2.75 0.17 0.062 0.238 0.056 0.01 34 2.83 0.17 0.062 0.237 0.056 0.01 35 2.92 0.17 0.062 0.236 0.056 0.01 36 3.00 0.17 0.062 0.235 0.056 0.01 37 3.08 0.17 0.062 0.234 0.056 0.01 38 3.17 0.17 0.062 0.233 0.056 0.01 39 3.25 0.17 0.062 0.233 0.056 0.01 40 3.33 0.17 0.062 0.232 0.056 0.01 41 3.42 0.17 0.062 0.231 0.056 0.01 42 3.50 0.17 0.062 0.230 0.056 0.01 43 3.58 0.17 0.062 0.229 0.056 0.01 44 3.67 0.17 0.062 0.228 0.056 0.01 45 3.75 0.17 0.062 0.227 0.056 0.01 46 3.83 0.20 0.075 0.226 0.067 0.01 47 3.92 0.20 0.075 0.225 0.067 0.01 48 4.00 0.20 0.075 0.224 0.067 0.01 49 4.08 0.20 0.075 0.223 0.067 0.01 50 4.17 0.20 0.075 0.222 0.067 0.01 51 4.25 0.20 0.075 0.221 0.067 0.01 52 4.33 0.23 0.087 0.220 0.078 0.01 53 4.42 0.23 0.087 0.219 0.078 0.01 54 4.50 0.23 0.087 0.218 0.078 0.01 55 4.58 0.23 0.087 0.217 0.078 0.01 56 • 4.67 0.23 0.087 0.216 0.078 0.01 57 4.75 0.23 0.087 0.215 0.078 0.01 58 4.83 0.27 0.100 0.214 0.090 0.01 59 4.92 0.27 0.100 0.214 0.090 0.01 60 5.00 0.27 0.100 0.213 0.090 0.01 61 5.08 0.20 0.075 0.212 0.067 0.01 62 5.17 0.20 0.075 0.211 0.067 0.01 63 5.25 0.20 0.075 0.210 0.067 0.01 64 5.33 0.23 0.087 0.209 0.078 0.01 65 5.42 0.23 0.087 0.208 0.078 0.01 66 5.50 0.23 0.087 0.207 0.078 0.01 67 5.58 0.27 0.100 0.206 0.090 0.01 68 5.67 0.27 0.100 0.205 0.090 0.01 69 5.75 0.27 0.100 0.204 0.090 0.01 70 5.83 0.27 0.100 0.203 0.090 0.01 71 5.92 0.27 0.100 0.203 0.090 0.01 72 6.00 0.27 0.100 0.202 0.090 0.01 73 6.08 0.30 0.112 0.201 0.101 0.01 74 6.17 0.30 0.112 0.200 0.101 0.01 75 6.25 0.30 0.112 0.199 0.101 0.01 76 6.33 0.30 0.112 0.198 0.101 0.01 77 6.42 0.30 0.112 0.197 0.101 0.01 78 6.50 0.30 0.112 0.196 0.101 0.01 79 6.58 0.33 0.124 0.195 0.112 0.01 80 6.67 0.33 0.124 0.195 0.112 0.01 81 6.75 0.33 0.124 0.194 0.112 0.01 82 6.83 0.33 0.124 0.193 0.112 0.01 83 6.92 0.33 0.124 0.192 0.112 0.01 84 7.00 0.33 0.124 0.191 0.112 0.01 85 7.08 0.33 0.124 0.190 0.112 0.01 86 7.17 0.33 0.124 0.189 0.112 0.01 . 87 7.25 0.33 0.124 0.188 0.112 0.01 88 7.33 0.37 0.137 0.188 0.123 0.01 Page 3 0.123 0.01 0.123 0.01 0.134 0.01 0.134 0.01 PHSpade2410.out 0.01 89 7.42 0.146 0.37 0.146 0.137 --- 0.187 --- 90 7.50 0.01 0.37 0.01 0.137 0.01 0.186 0.01 91 7.58 --- 0.40 --- 0.149 --- 0.185 --- 92 7.67 0.04 0.40 0.07 0.149 0.07 0.184 0.07 93 7.75 --- 0.40 --- 0.149 --- 0.183 --- 94 7.83 0.10 0.43 0.11 0.162 0.11 0.183 0.11 95 7.92 --- 0.43 --- 0.162 --- 0.182 --- 96 8.00 0.03 0.43 0.09 0.162 0.09 0.181 0.09 97 8.08 --- 0.50 --- 0.187 --- 0.180 --- 98 8.17 0.09 0.50 0.09 0.187 0.09 0.179 0.09 99 8.25 --- 0.50 --- 0.187 --- 0.178 --- 100 8.33 0.08 0.50 0.17 0.187 0.17 0.177 0.17 101 8.42 --- 0.50 --- 0.187 --- 0.177 102 8.50 0.50 0.187 0.176 103 8.58 0.53 0.199 0.175 104 8.67 0.53 0.199 0.174 105 8.75 0.53 0.199 0.173 106 8.83 0.57 0.212 0.173 107 8.92 0.57 0.212 0.172 108 9.00 0.57 0.212 0.171 109 9.08 0.63 0.236 0.170 110 9.17 0.63 0.236 0.169 111 9.25 0.63 0.236 0.168 112 9.33 0.67 0.249 0.168 113 9.42 0.67 0.249 0.167 114 9.50 0.67 0.249 0.166 115 9.58 0.70 0.261 0.165 116 9.67 0.70 0.261 0.165 117 9.75 0.70 0.261 0.164 118 9.83 0.73 0.274 0.163 • 119 9.92 0.73 0.274 0.162 120 10.00 0.73 0.274 0.161 121 10.08 0.50 0.187 0.161 122 10.17 0.50 0.187 0.160 123 10.25 0.50 0.187 0.159 124 10.33 0.50 0.187 0.158 125 10.42 0.50 0.187 0.157 126 10.50 0.50 0.187 0.157 127 10.58 0.67 0.249 0.156 128 10.67 0.67 0.249 0.155 129 10.75 0.67 0.249 0.154 130 10.83 0.67 0.249 0.154 131 10.92 0.67 0.249 0.153 132 11.00 0.67 0.249 0.152 133 11.08 0.63 0.236 0.151 134 11.17 0.63 0.236 0.151 135 11.25 0.63 0.236 0.150 136 11.33 0.63 0.236 0.149 137 11.42 0.63 0.236 0.148 138 11.50 0.63 0.236 0.148 139 11.58 0.57 0.212 0.147 140 11.67 0.57 0.212 0.146 141 11.75 0.57 0.212 0.146 142 11.83 0.60 0.224 0.145 143 11.92 0.60 0.224 0.144 144 12.00 0.60 0.224 0.143 145 12.08 0.83 0.311 0.143 146 12.17 0.83 0.311 0.142 147 12.25 0.83 0.311 0.141 148 12.33 0.87 0.324 0.141 • 149 12.42 0.87 0.324 0.140 150 12.50 0.87 0.324 0.139 151 12.58 0.93 0.348 0.138 Page 4 0.123 0.01 0.123 0.01 0.134 0.01 0.134 0.01 0.134 0.01 0.146 0.02 0.146 0.02 0.146 0.02 --- 0.01 --- 0.01 --- 0.01 --- 0.01 --- 0.01 --- 0.01 --- 0.02 --- 0.02 --- 0.03 --- 0.04 --- 0.04 --- 0.04 --- 0.07 --- 0.07 --- 0.07 --- 0.08 --- 0.08 --- 0.08 --- 0.10 --- 0.10 --- 0.10 --- 0.11 --- 0.11 --- 0.11 --- 0.03 --- 0.03 --- 0.03 --- 0.03 --- 0.03 --- 0.03 --- 0.09 --- 0.09 --- 0.09 --- 0.10 --- 0.10 --- 0.10 --- 0.08 --- 0.09 --- 0.09 --- 0.09 --- 0.09 --- 0.09 --- 0.06 --- 0.07 --- 0.07 --- 0.08 --- 0.08 --- 0.08 --- 0.17 --- 0.17 --- 0.17 --- 0.18 --- 0.18 --- 0.18 --- 0.21 .045 .045 .045 .045 .045 .045 .034 .034 .034 .034 .034 .034 .056 .056 .056 .056 .056 .056 .056 .056 .056 .045 21 21 22 23 23 29 29 29 29 29 29 16 16 16 16 16 16 21 21 21 20 20 20 20 20 20 19 19 19 18 18 18 17 17 17 12 12 12 12 12 12 00 00 00 00 00 00 00 00 00 00 00 00 01 01 01 01 01 01 01 01 01 00 PHSpade2410.out 152 12.67 0.93 0.348 0.138 153 12.75 0.93 0.348 0.137 154 12.83 0.97 0.361 0.136 155 12.92 0.97 0.361 0.136 156 13.00 0.97 0.361 0.135 157 13.08 1.13 0.423 0.134 158 13.17 1.13 0.423 0.134 159 13.25 1.13 0.423 0.133 160 13.33 1.13 0.423 0.132 161 13.42 1.13 0.423 0.132 162 13.50 1.13 0.423 0.131 163 13.58 0.77 0.286 0.130 164 13.67 0.77 0.286 0.130 165 13.75 0.77 0.286 0.129 166 13.83 0.77 0.286 0.128 167 13.92 0.77 0.286 0.128 168 14.00 0.77 0.286 0.127 169 14.08 0.90 0.336 0.126 170 14.17 0.90 0.336 0.126 171 14.25 0.90 0.336 0.125 172 14.33 0.87 0.324 0.124 173 14.42 0.87 0.324 0.124 174 14.50 0.87 0.324 0.123 175 14.58 0.87 0.324 0.122 176 14.67 0.87 0.324 0.122 177 14.75 0.87 0.324 0.121 178 14.83 0.83 0.311 0.121 179 14.92 0.83 0.311 0.120 180 15.00 0.83 0.311 0.119 181 15.08 0.80 0.299 0.119 182 15.17 0.80 0.299 0.118 183 15.25 0.80 0.299 0.1.18 184 15.33 0.77 0.286 0.117 185 15.42 0.77 0.286 0.116 186 15.50 0.77 0.286 0.116 187 15.58 0.63 0.236 0.115 188 15.67 0.63 0.236 0.115 189 15.75 0.63 0.236 0.114 190 15.83 0.63 0.236 0.113 191 15.92 0.63 0.236 0.113 192 16.00 0.63 0.236 0.112 193 16.08 0.13 0.050 0.112 194 16.17 0.13 0.050 0.111 195 16.25 0.13 0.050 0.110 196 16.33 0.13 0.050 0.110 197 16.42 0.13 0.050 0.109 198 16.50 0.13 0.050 0.109 199 16.58 0.10 0.037 0.108 200 16.67 0.10 0.037 0.108 201 16.75 0.10 0.037 0.107 202 16.83 0.10 0.037 0.107 203 16.92 0.10 0.037 0.106 204 17.00 0.10 0.037 0.106 205 17.08 0.17 0.062 0.105 206 17.17 0.17 0.062 0.104 207 17.25 0.17 0.062 0.104 208 17.33 0.17 0.062 0.103 209 17.42 0.17 0.062 0.103 210 17.50 0.17 0.062 0.102 211 17.58 0.11 0.062 0.102 212 17.67 0.17 0.062 0.101 213 17.75 0.17 0.062 0.101 214 17.83 0.13 0.050 0.100 Page 5 .045 .045 .045 .045 .045 .045 .034 .034 .034 .034 .034 .034 .056 .056 .056 .056 .056 .056 .056 .056 .056 .045 21 21 22 23 23 29 29 29 29 29 29 16 16 16 16 16 16 21 21 21 20 20 20 20 20 20 19 19 19 18 18 18 17 17 17 12 12 12 12 12 12 00 00 00 00 00 00 00 00 00 00 00 00 01 01 01 01 01 01 01 01 01 00 PHSpade2410.out 215 17.92 0.13 0.050 0.100 0.045 0.00 216 18.00 0.13 0.050 0.099 0.045 0.00 217 18.08 0.13 0.050 0.099 0.045 0.00 218 18.17 0.13 0.050 0.098 0.045 0.00 219 18.25 0.13 0.050 0.098 0.045 0.00 220 18.33 0.13 0.050 0.097 0.045 0.00 221 18.42 0.13 0.050 0.097 0.045 0.00 222 18.50 0.13 0.050 0.097 0.045 0.00 223 18.58 0.10 0.037 0.096 0.034 0.00 224 18.67 0.10 0.037 0.096 0.034 0.00 225 18.75 0.10 0.037 0.095 0.034 0.00 226 18.83 0.07 0.025 0.095 0.022 0.00 227 18.92 0.07 0.025 0.094 0.022 0.00 228 19.00 0.07 0.025 0.094 0.022 0.00 229 19.08 0.10 0.037 0.093 0.034 0.00 230 19.17 0.10 0.037 0.093 0.034 0.00 231 19.25 0.10 0.037 0.092 0.034 0.00 232 19.33 0.13 0.050 0.092 0.045 0.00 233 19.42 0.13 0.050 0.092 0.045 0.00 234 19.50 0.13 0.050 0.091 0.045 0.00 235 19.58 0.10 0.037 0.091 0.034 0.00 236 19.67 0.10 0.037 0.090 0.034 0.00 237 19.75 0.10 0.037 0.090 0.034 0.00 238 19.83 0.07 0.025 0.090 0.022 0.00 239 19.92 0.07 0.025 0.089 0.022 0.00 240 20.00 0.07 0.025 0.089 0.022 0.00 241 20.08 0.10 0.037 0.088 0.034 0.00 242 20.17 0.10 0.037 0.088 0.034 0.00 243 20.25 0.10 0.037 0.088 0.034 0.00 244 20.33 0.10 0.037 0.087 0.034 0.00 245 20.42 0.10 0.037 0.087 0.034 0.00 246 20.50 0.10 0.037 0.086 0.034 0.00 247 20.58 0.10 0.037 0.086 0.034 0.00 248 20.67 0.10 0.037 0.086 0.034 0.00 249 20.75 0.10 0.037 0.085 0.034 0.00 250 20.83 0.07 0.025 0.085 0.022 0.00 251 20.92 0.07 0.025 0.085 0.022 0.00 252 21.00 0.07 0.025 0.084 0.022 0.00 253 21.08 0.10 0.037 0.084 0.034 0.00 254 21.17 0.10 0.037 0.084 0.034 0.00 255 21.25 0.10 0.037 0.083 0.034 0.00 256 21.33 0.07 0.025 0.083 0.022 0.00 257 21.42 0.07 0.025 0.083 0.022 0.00 258 21.50 0.07 0.025 0.082 0.022 0.00 259 21.58 0.10 0.037 0.082 0.034 0.00 260 21.67 0.10 0.037 0.082 0.034 0.00 261 21.75 0.10 0.037 0.082 0.034 0.00 262 21.83 0.07 0.025 0.081 0.022 0.00 263 21.92 0.07 0.025 0.081 0.022 0.00 264 22.00 0.07 0.025 0.081 0.022 0.00 265 22.08 0.10 0.037 0.080 0.034 0.00 266 22.17 0.10 0.037 0.080 0.034 0.00 267 22.25 0.10 0.037 0.080 0.034 0.00 268 22.33 0.07 0.025 0.080 0.022 0.00 269 22.42 0.07 0.025 0.079 0.022 0.00 270 22.50 0.07 0.025 0.079 0.022 0.00 271 22.58 0.07 0.025 0.079 0.022 0.00 272 22.67 0.07 0.025 0.079 0.022 0.00 273 22.75 0.07 0.025 0.079 0.022 0.00 274 22.83 0.07 0.025 0.078 0.022 0.00 275 22.92 0.07 0.025 0.078 0.022 0.00 276 23.00 0.07 0.025 0.078 0.022 0.00 277 23.08 0.07 0.025 0.078 0.022 0.00 Page 6 • PHspade2410.out 278 23.17 0.07 0.025 0.078 0.022 0.00 279 23.25 0.07 0.025 0.077 0.022 0.00 280 23.33 0.07 0.025 0.077 0.022 0.00 281 23.42 0.07 0.025 0.077 0.022 0.00 282 23.50 0.07 0.025 0.077 0.022 0.00 283 23.58 0.07 0.025 0.077 0.022 0.00 284 23.67 0.07 0.025 0.077 0.022 0.00 285 23.75 0.07 0.025 0.077 0.022 0.00 286 23.83 0.07 0.025 0.077 0.022 0.00 287 23.92 0.07 0.025 0.076 0.022 0.00 288 24.00 0.07 0.025 0.076 0.022 0.00 SUM = 100.0 Sum = 13.4 Flood volume = Effective rainfall 1.12(In) times area 29.7(Ac.)/[(In)/(Ft.)] = 2.8(AC.Ft) Total soil loss = 2.00(In) Total soil loss = 4.933(Ac.Ft) Total rainfall = 3.11(In) Flood volume = 120148.9 Cubic Feet Total soil loss = 214871.6 Cubic Feet ------ Peak -------------------------------------------------------------------- ---------------------------------------- flow rate of this hydrograph = 8.722(CFS) --- 24 - H 0 U R- S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- • Time(h+m)-volume AC.Ft---Q(CFS)--0------- 2_5 5_0 0+ 5 0.0001 0.02 Q ----7_5 -----10. 0+10 0.0006 0.06 Q 0+15 0.0011 0.07 Q I I I 0+20 0.0016 0.08 Q 0+25 0.0024 0.11 Q 0+30 0.0031 0.11 Q I 0+35 0.0039 0.11 Q 0+40 0.0047 0.11 Q 0+45 0.0054 0.11 Q I 0+50 0.0063 0.12 Q I I I I O+SS 0.0072 0.14 Q 1+ 0 0.0083 0.15 Q 1+ 5 0.0092 0.14 Q 1+10 0.0100 0.12 Q 1+15 0.0108 0.11 Q I 1+20 0.0116 0.11 Q I 1+25 0.0123 0.11 Q I 1+30 0.0131 0.11 Q I I 1+35 0.0139 0.11 Q I 1+40 0.0146 0.11 Q 1+45 0.0154 0.11 Q 1+50 0.0163 0.12 Q I 1+55 0.0172 0.14 Q I L. 2+ 0 0.0183 0.15 Q 2+ 5 0.0193 0.15 Q 2+10 0.0203 0.15 Q 2+15 0.0213 0.15 Q I 2+20 0.0224 0.15 Q 2+25 0.0234 0.15 Q I 2+30 . 0.0244 0.15 Q I I I 2+35 0.0255 0.16 Q 2+40 0.0267 0.18 Q Page 7 PHSpade2410.out Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q VQ VQ VQ VQ VQ VQ VQ VQ IQ QV QV 1v 2v �v 2v �v Page 2+45 0.0280 0.18 2+50 0.0293 0.19 2+55 0.0306 0.19 3+ 0 0.0319 0.19 3+ 5 0.0331 0.19 3+10 0.0344 0.19 3+15 0.0357 0.19 3+20 0.0370 0.19 3+25 0.0383 0.19 3+30 0.0395 0.19 3+35 0.0408 0.19 3+40 0.0421 0.19 3+45 0.0434 0.19 3+50 0.0447 0.20 3+55 0.0462 0.22 4+ 0 0.0478 0.22 4+ 5 0.0493 0.22 4+10 0.0508 0.22 4+15 0.0524 0.22 4+20 0.0540 0.23 4+25 0.0557 0.25 4+30 0.0575 0.26 4+35 0.0593 0.26 4+40 0.0611 0.26 4+45 0.0629 0.26 4+50 0.0648 0.27 4+55 0.0668 0.29 5+ 0 0.0688 0.30 5+ S 0.0707 0.28 5+10 0.0723 0.24 5+15 0.0739 0.23 5+20 0.0755 0.23 5+25 0.0773 0.25 5+30 0.0790 0.26 5+35 0.0809 0.27 5+40 0.0829 0.29 5+45 0.0850 0.30 5+50 0.0870 0.30 5+55 0.0891 0.30 6+ 0 0.0911 0.30 6+ 5 0.0932 0.31 6+10 0.0955 0.33 6+15 0.0978 0.33 6+20 0.1001 0.33 6+25 0.1024 0.33 6+30 0.1047 0.34 6+35 0.1071 0.35 6+40 0.1096 0.37 6+45 0.1122 0.37 6+50 0.1147 0.37 6+55 0.1173 0.37 7+ 0 0.1198 0.37 7+ 5 0.1224 0.37 7+10 0.1250 0.37 7+15 0.1275 0.37 7+20 0.1302 0.38 7+25 0.1329 0.40 7+30 0.1358 0.41 7+35 0.1386 0.42 7+40 0.147 0.44 7+45 0.14447 0.45 7+50 0.1479 0.46 7+55 0.1512 0.48 PHSpade2410.out Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q VQ VQ VQ VQ VQ VQ VQ VQ IQ QV QV 1v 2v �v 2v �v Page PHSpade2410.out 8+ 0 0.1545 QV 0.48 QV 8+ 5 0.1573 QV 0.40 Qv 8+10 0.1590 QV 0.25 8+15 0.1607 VQ 0.24 v 8+20 0.1624 VQ 0.25 v Q 8+25 0.1643 v QI 0.28 v QI 8+30 0.1664 0.30 v QQ 8+35 0.1693 v 0.43 v I Q 8+40 0.1739 V 0.66 Qv I 8+45 0.1789 Q v 0.73 8+50 0.1849 QV 0.87 8+55 0.1925 1.10 9+ 0 0.2006 1.18 9+ 5 0.2103 1.42 9+10 0.2231 1.86 9+15 0.2367 1.98 9+20 0.2514 2.13 9+25 0.2676 2.36 9+30 0.2844 2.44 9+35 0.3022 2.58 9+40 0.3215 2.81 9+45 0.3413 2.88 9+50 0.3621 3.02 9+55 0.3845 3.25 10+ 0 0.4074 3.32 10+ 5 0.4256 2.64 10+10 0.4341 1.23 10+15 0.4404 0.91 10+20 0.4463 0.86 10+25 0.4522 0.86 10+30 0.4582 0.87 10+35 0.4679 1.41 10+40 0.4848 2.46 10+45 0.5036 2.72 10+50 0.5229 2.80 10+55 0.5425 2.84 11+ 0 0.5623 2.87 11+ 5 0.5815 2.79 11+10 0.5994 2.61 11+15 0.6172 2.58 11+20 0.6351 2.59 11+25 0.6531 2.61 11+30 0.6712 2.63 11+35 0.6881 2.45 11+40 0.7023 2.06 11+45 0.7159 1.99 11+50 0.7303 2.09 11+55 0.7462 2.31 12+ 0 0.7626 2.38 12+ 5 0.7841 3.13 12+10 0.8157 4.59 12+15 0.8498 4.95 12+20 0.8853 5.16 12+25 0.9225 5.41 12+30 0.9603 5.48 12+35 0.9997 5.72 12+40 1.0421 6.15 12+45 1.0853 6.27 12+50 1.1295 6.42 12+55 13+ 0 1.1753 1.2216 6.65 6.72 13+ 5 1.2717 7.27 13+10 1.3289 8.32 PHSpade2410.out QV QV QV v QV Qv QV QV Q VQ v V VQ v Q v Q v QI v QI v QI v QQ v IQ v IQ v I Q V I Q V Q Qv I Q v I Q QV V QI v Q v IQ v IQ v IQ v Q v VQ VQ VQ Q Q V Q v Q v QV IvQ Iv I v Page QQI IQ IQ IQ I I Q I I Q I v I Q I v I Q I vQ v I QI vi I Q PHSpade2410.out n 0 Page 10 I• • • • • • m V V VV IV Q IQ V I I V I VV Q V I Q V I I Q V I I Q V I I Q V I I Q VI I Q V I Q V Q Q Q Q Q Q IQ IQ 0 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 13+15 1.3881 8.58 13+20 1.4477 8.66 13+25 1.5076 8.70 13+30 1.5677 8.72 13+35 1.6201 7.61 13+40 1.6571 5.38 13+45 1.6906 4.86 13+50 1.7233 4.75 13+55 1.7559 4.74 14+ 0 1.7886 4.75 14+ 5 1.8242 5.18 14+10 1.8657 6.02 14+15 1.9086 6.23 14+20 1.9512 6.19 14+25 1.9927 6.02 14+30 2.0340 5.99 14+35 2.0753 6.00 14+40 2.1167 6.02 14+45 2.1583 6.03 14+50 2.1993 5.95 14+55 2.2390 5.76 15+ 0 2.2785 5.73 15+ 5 2.3173 5.64 15+10 2.3548 5.45 15+15 2.3921 5.42 15+20 2.4288 5.32 15+25 2.4641 5.13 15+30 2.4992 5.10 15+35 2.5315 4.69 15+40 2.5583 3.89 • 15+45 2.5839 3.71 15+50 2.6092 3.68 15+55 2.6346 3.69 16+ 0 2.6601 3.70 16+ 5 2.6788 2.73 16+10 2.6841 0.76 16+15 2.6862 0.30 16+20 2.6875 0.19 16+25 2.6886 0.16 16+30 2.6896 0.15 16+35 2.6905 0.14 16+40 2.6913 0.12 16+45 2.6921 0.11 16+50 2.6929 0.11 16+55 2.6937 0.11 17+ 0 2.6944 0.11 17+ 5 2.6954 0.13 17+10 2.6965 0.17 17+15 2.6978 0.18 17+20 2.6991 0.19 17+25 2.7004 0.19 17+30 2.7016 0.19 17+35 2.7029 0.19 17+40 2.7042 0.19 17+45 2.7055 0.19 17+50 2.7067 0.18 17+55 2.7078 0.16 18+ 0 2.7088 0.15 18+ 5 2.7098 0.15 18+10 2.7109 0.15 . 18+15 2.7119 0.15 18+20 2.7129 0.15 18+25 2.7139 0.15 PHSpade2410.out n 0 Page 10 I• • • • • • m V V VV IV Q IQ V I I V I VV Q V I Q V I I Q V I I Q V I I Q V I I Q VI I Q V I Q V Q Q Q Q Q Q IQ IQ 0 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V PHSpade2410 .out 18+30 2.7150 0.15 Q I I vl 18+35 2.7159 0.14 Q I I I vl 18+40 2.7167 0.12 Q I I I vi 18+45 2.7175 0.11 Q I I I vl 18+50 2.7182 0.10 Q I I vl 18+55 2.7188 0.08 Q I I I vl 19+ 0 2.7193 0.08 Q I I vi 19+ 5 2.7199 0.09 Q I vl 19+10 2.7206 0.11 Q I vl 19+15 2.7214 0.11 Q vi 19+20 2.7222 0.12 Q vl 19+25 2.7232 0.14 Q vl 19+30 2.7242 0.15 Q I vl 19+35 2.7251 0.14 Q v1 19+40 2.7260 0.12 Q vl 19+45 2.7267 0.11 Q I I v1 19+50 2.7274 0.10 Q I vl 19+55 2.7280 0.08 Q I I vl 20+ 0 2.7285 0.08 Q I v1 20+ 5 2.7291 0.09 Q I vl 20+10 2.7298 0.11 Q II v 20+15 2.7306 0.11 Q vl 20+20 2.7314 0.11 Q v' 20+25 2.7321 0.11 Q v' 20+30 2.7329 0.11 Q v 20+35 2.7337 0.11 Q I v 20+40 2.7344 0.11 Q v 20+45 2.7352 0.11 Q v 20+50 2.7359 0.10 Q v 20+55 2.7365 0.08 Q v 21+ 0 2.7370 0.08 Q v 21+ 5 2.7376 0.09 Q v 21+10 2.7383 0.11 Q ( v 21+15 2.7391 0.11 Q v 21+20 2.7397 0.10 Q v 21+25 2.7403 0.08 Q v 21+30 2.7408 0.08 Q v 21+35 2.7414 0.09 Q v 21+40 2.7421 0.11 Q v 21+45 2.7429 0.11 Q v 21+50 2.7436 0.10 Q I v 21+55 2.7441 0.08 Q I v 22+ 0 2.7447 0.08 Q I v 22+ 5 2.7453 0.09 Q I v 22+10 2.7460 0.11 Q I v 22+15 2.7467 0.11 Q I v 22+20 2.7474 0.10 Q v 22+25 2.7480 0.08 Q v 22+30 2.7485 0.08 Q v 22+35 2.7490 0.07 Q v 22+40 2.7495 0.07 Q I v 22+45 2.7501 0.07 Q I v 22+50 2.7506 0.07 Q v 22+55 2.7511 0.07 Q v 23+ 0 2.7516 0.07 Q v 23+ 5 2.7521 0.07 Q v 23+10 2.7526 0.07 Q I v 23+15 2.7531 0.07 Q I v 23+20 2.7536 0.07 Q I v 23+25 2.7542 0.07 Q I I I v 23+30 2.7547 0.07 Q I I v 23+35 2.7552 0.07 Q I v 23+40 2.7557 0.07 Q I I v Page 11 • Page 12 PHSpade2410.0utI 23+45 2.7562 0.07 Q I I v 23+50 2.7567 0.07 Q I f I v 23+55 2.7572 0.07 Q v 24+ 0 2.7578 0.07 Q v 24+ 5 2.7581 0.05 Q v 24+10 2.7582 0.01 Q I v 24+15 2.7582 0.00 Q v 24+20 2.7582 0.00 Q v 24+25 ---------------------------------------------------------------------- 2.7582 0.00 Q v • Page 12 0 0 0 phspade24100.out 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 - 1999, Version 6.0 study date 06/07/07 File: phspade24100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 ------------------------------------------------------------ English (in -lb) input units used English Rainfall Data (Inches) Input values used English units used in output format -------------------------------- - --------- PHS WAREHOUSE PAD & Parking Lot Preoevelopment conditions Excludes Front Slopes, Public Streets, other Pads ------------------ ---------------------------- ----- Drainage Area = 29.67(Ac.) = 0.046 Sq. Mi. Length along longest watercourse = 1250.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.237 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 135.00(Ft.) slope along watercourse = 570.2400 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.055 Hr. Lag time = 3.33 Min. 25% of lag time = 0.83 Min. 40% of lag time = 1.33 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.)[11 Rainfall(In)[2] Weighting[1*21 29.67 2.00 59.34 100 YEAR Area rainfall data: Area(Ac.)[11 Rainfall(In)[2] Weighting[1*21 29.67 4.70 139.45 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 2.000(In) Area Averaged 100 -Year Rainfall = 4.700(in) Point rain (area averaged) = 4.700(In) Areal adjustment factor = 99.99 Page 1. ph5pade24100.out Adjusted average point rain = 4.700(In) -Sub-Area Data: Area(AC.) Runoff Index Impervious % ---------------------------------------- Unit Hydrograph Data 29.670 88.00 0.000 -- unit Total Area Entered = 29.67(Ac.) Time % of lag Distribution RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 88.0 95.2 0.062 0.000 0.062 1.000 0.062 30.641 Sum (F) = 0.062 Area averaged mean soil loss (F) (in/Hr) = 0.062 300.683 Minimum soil loss rate ((In/Hr)) = 0.031 16.237 (for 24 hour storm duration) 3, 0.250 451.024 soil low loss --------------------------------------------------------------------- rate (decimal) = 0.900 3.536 u n i t H y d r o g r a p h FOOTHILL S -Curve ----- ---------------------------------------- Unit Hydrograph Data -- unit ------------------------------------------------------------ time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ----- 1 0.083 ------------------------------------------------ 150.341 30.641 - 9.162 2 0.167 300.683 54.303 16.237 3, 0.250 451.024 11.826 3.536 4 0.333 601.366 2.374 0.710 5 0.417 751.707 0.857 0.256 ----------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.038 0.111 0.034 0.00 2 0.17 0.07 0.038 0.110 0.034 0.00 3 0.25 0.07 0.038 0.110 0.034 0.00 4 0.33 0.10 0.056 0.109 0.051 0.01 5 0.42 0.10 0.056 0.109 0.051 0.01 6 0.50 0.10 0.056 0.108 0.051 0.01 7 0.58 0.10 0.056 0.108 0.051 0.01 8 0.67 0.10 0.056 0.108 0.051 0.01 9 0.7S 0.10 0.056 0.107 0.051 0.01 10 0.83 0.13 0.075 0.107 0.068 0.01 11 0.92 0.13 0.075 0.106 0.068 0.01 12 1.00 0.13 0.075 0.106 0.068 0.01 13 1.08 0.10 0.056 0.106 0.051 0.01 14 1.17 0.10 0.056 0.105 0.051 0.01 15 1.25 0.10 0.056 0.105 0.051 0.01 16 1.33 0.10 0.056 0.104 0.051 0.01 17 1.42 0.10 0.056 0.104 0.051 0.01 18 1.50 0.10 0.056 0.103 0.051 0.01 19 1.58 0.10 0.056 0.103 0.051 0.01 20 1.67 0.10 0.056 0.103 0.051 0.01 21 1.75 0.10 0.056 0.102 0.051 0.01 22 1.83 0.13 0.075 0.102 0.068 0.01 23 1.92 0.13 0.075 0.101 0.068 0.01 24 2.00 0.13 0.075 0.101 0.068 0.01 25 2.08 0.13 0.075 0.101 0.068 0.01 26 2.17 0.13 0.075 0.100 0.068 0.01 Page 2 • 0.01 0.068 0.01 0.068 0.01 phspade24100.out 0.01 27 2.25 0.13 0.075 0.085 0.100 0.085 28 2.33 0.13 0.075 0.01 0.099 0.01 29 2.42 0.13 0.075 0.085 0.099 0.085 30 2.50 0.13 0.075 0.00 0.099 0.00 31 2.58 0.17 0.094 --- 0.098 --- 32 2.67 0.17 0.094 0.02 0.098 0.02 33 2.75 0.17 0.094 --- 0.097 --- 34 2.83 0.17 0.094 0.04 0.097 0.06 35 2.92 0.17 0.094 --- 0.097 --- 36 3.00 0.17 0.094 0.05 0.096 0.05 37 3.08 0.17 0.094 --- 0.096 --- 38 3.17 0.17 0.094 0.07 0.095 0.07 39 3.25 0.17 0.094 --- 0.095 --- 40 3.33 0.17 0.094 0.09 0.095 0.11 41 3.42 0.17 0.094 --- 0.094 --- 42 3.50 0.17 0.094 0.11 0.094 0.11 43 3.58 0.17 0.094 --- 0.093 44 3.67 0.17 0.094 0.093 45 3.75 0.17 0.094 0.093 46 3.83 0.20 0.113 0.092 47 3.92 0.20 0.113 0.092 48 4.00 0.20 0.113 0.091 49 4.08 0.20 0.113 0.091 50 4.17 0.20 0.113 0.091 51 4.25 0.20 0.113 0.090 52 4.33 0.23 0.132 0.090 53 4.42 0.23 0.132 0.089 54 4.50 0.23 0.132 0.089 55 4.58 0.23 0.132 0.089 56 4.67 0.23 0.132 0.088 • 57 4.75 0.23 0.132 0.088 58 4.83 0.27 0.150 0.088 59 4.92 0.27 0.150 0.087 60 5.00 0.27 0.150 0.087 61 5.08 0.20 0.113 0.086 62 5.17 0.20 0.113 0.086 63 5.25 0.20 0.113 0.086 64 5.33 0.23 0.132 0.085 65 5.42 0.23 0.132 0.085 66 5.50 0.23 0.132 0.085 67 5.58 0.27 0.150 0.084 68 5.67 0.27 0.150 0.084 69 5.75 0.27 0.150 0.083 70 5.83 0.27 0.150 0.083 71 5.92 0.27 0.150 0.083 72 6.00 0.27 0.150 0.082 73 6.08 0.30 0.169 0.082 74 6.17 0.30 0.169 0.082 75 6.25 0.30 0.169 0.081 76 6.33 0.30 0.169 0.081 77 6.42 0.30 0.169 0.081 78 6.50 0.30 0.169 0.080 79 6.S8 0.33 0.188 0.080 80 6.67 0.33 0.188 0.079 81 6.75 0.33 0.188 0.079 82 6.83 0.33 0.188 0.079 83 6.92 0.33 0.188 0.078 84 7.00 0.33 0.188 0.078 85 7.08 0.33 0.188 0.078 86 7.17 0.33 0.188 0.077 . 87 7.25 0.33 0.188 0.077 88 7.33 0.37 0.207 0.077 89 7.42 0.37 0.207 0.076 Page 3 0.068 0.01 0.068 0.01 0.068 0.01 0.068 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 0.085 0.01 --- 0.00 --- 0.00 --- 0.00 --- 0.00 --- 0.02 --- 0.02 --- 0.02 --- 0.02 --- 0.02 --- 0.02 --- 0.04 --- 0.04 --- 0,04 --- 0.04 --- 0.04 --- 0.04 --- 0.06 --- 0.06 --- 0.06 --- 0.03 --- 0.03 --- 0.03 --- 0.05 --- 0.05 --- 0,05 --- 0.07 --- 0.07 --- 0.07 --- 0.07 --- 0.07 --- 0.07 --- 0.09 --- 0.09 --- 0.09 --- 0.09 --- 0.09 --- 0.09 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.11 --- 0.13 --- 0.13 • phspade24100.out 90 7.50 0.37 0.207 0.076 0.13 91 7.58 0.40 0.226 0.076 --- 0.15 92 7.67 0.40 0.226 0.075 --- 0.15 93 7.75 0.40 0.226 0.075 --- 0.15 94 7.83 0.43 0.244 0.075 --- 0.17 95 7.92 0.43 0.244 0.074 --- 0.17 96 8.00 0.43 0.244 0.074 --- 0.17 97 8.08 0.50 0.282 0.074 --- 0.21 98 8.17 0.50 0.282 0.073 --- 0.21 99 8.25 0.50 0.282 0.073 --- 0.21 100 8.33 0.50 0.282 0.072 --- 0.21 101 8.42 0.50 0.282 0.072 --- 0.21 102 8.50 0.50 0.282 0.072 --- 0.21 103 8.58 0.53 0.301 0.071 --- 0.23 104 8.67 0.53 0.301 0.071 --- 0.23 105 8.75 0.53 0.301 0.071 --- 0.23 106 8.83 0.57 0.320 0.070 --- 0.25 107 8.92 0.57 0.320 0.070 --- 0.25 108 9.00 0.57 0.320 0.070 --- 0.25 109 9.08 0.63 0.357 0.069 --- 0.29 110 9.17 0.63 0.357 0.069 --- 0.29 111 9.25 0.63 0.357 0.069 --- 0.29 112 9.33 0.67 0.376 0.068 --- 0.31 113 9.42 0.67 0.376 0.068 --- 0.31 114 9.50 0.67 0.376 0.068 --- 0.31 115 9.58 0.70 0.395 0.068 --- 0.33 116 9.67 0.70 0.395 0.067 --- 0.33 117 9.75 0.70 0.395 0.067 --- 0.33 118 9.83 0.73 0.414 0.067 --- 0.35 119 9.92 0.73 0.414 0.066 0.35 • 120 10.00 0.73 0.414 0.066 ___ 0.35 121 10.08 0.50 0.282 0.066 --- 0.22 122 10.17 0.50 0.282 0.065 --- 0.22 123 10.25 0.50 0.282 0.065 --- 0.22 124 10.33 0.50 0.282 0.065 --- 0.22 125 10.42 0.50 0.282 0.064 --- 0.22 126 10.50 0.50 0.282 0.064 --- 0.22 127 10.58 0.67 0.376 0.064 --- 0.31 128 10.67 0.67 0.376 0.063 --- 0.31 129 10.75 0.67 0.376 0.063 --- 0.31 130 10.83 0.67 0.376 0.063 --- 0.31 131 10.92 0.67 0.376 0.062 --- 0.31 132 11.00 0.67 0.376 0.062 --- 0.31 133 11.08 0.63 0.357 0.062 --- 0.30 134 11.17 0.63 0.357 0.062 --- 0.30 135 11.25 0.63 0.357 0.061 --- 0.30 136 11.33 0.63 0.357 0.061 --- 0.30 137 11.42 0.63 0.357 0.061 --- 0.30 138 11.50 0.63 0.357 0.060 --- 0.30 139 11.58 0.57 0.320 0.060 --- 0.26 140 11.67 0.57 0.320 0.060 --- 0.26 141 11.75 0.57 0.320 0.059 --- 0.26 142 11.83 0.60 0.338 0.059 --- 0.28 143 11.92 0.60 0.338 0.059 --- 0.28 144 12.00 0.60 0.338 0.059 --- 0.28 145 12.08 0.83 0.470 0.058 --- 0.41 146 12.17 0.83 0.470 0.058 --- 0.41 147 12.25 0.83 0.470 0.058 --- 0.41 148 12.33 0.87 0.489 0.057 --- 0.43 149 150 12.42 12.50 0.87 0.87 0.489 0.489 0.057 0.057 --- 0.43 0.43 151 12.58 0.93 0.526 0.057 0.47 152 12.67 0.93 0.526 0.056 --- 0.47 Page 4 phspade24100.out . 153 12.75 0.93 0.526 0.056 0.47 154 12.83 0.97 0.545 0.056 --- 0.49 155 12.92 0.97 0.545 0.055 --- 0.49 156 13.00 0.97 0.545 0.055 --- 0.49 157 13.08 1.13 0.639 0.055 --- 0.58 158 13.17 1.13 0.639 0.055 --- 0.58 159 13.25 1.13 0.639 0.054 --- 0.58 160 13.33 1.13 0.639 0.054 --- 0.59 161 13.42 1.13 0.639 0.054 --- 0.59 162 13.50 1.13 0.639 0.053 --- 0.59 163 13.58 0.77 0.432 0.053 --- 0.38 164 13.67 0.77 0.432 0.053 --- 0.38 165 13.75 0.77 0.432 0.053 --- 0.38 166 13.83 0.77 0.432 0.052 --- 0.38 167 13.92 0.77 0.432 0.052 --- 0.38 168 14.00 0.77 0.432 0.052 --- 0.38 169 14.08 0.90 0.508 0.052 --- 0.46 170 14.17 0.90 0.508 0.051 --- 0.46 171 14.25 0.90 0.508 0.051 --- 0.46 172 14.33 0.87 0.489 0.051 --- 0.44 173 14.42 0.87 0.489 0.051 --- 0.44 174 14.50 0.87 0.489 0.050 --- 0.44 175 14.58 0.87 0.489 0.050 --- 0.44 176 14.67 0.87 0.489 0.050 --- 0.44 177 14.75 0.87 0.489 0.049 --- 0.44 178 14.83 0.83 0.470 0.049 --- 0.42 179 14.92 0.83 0.470 0.049 --- 0.42 180 15.00 0.83 0.470 0.049 --- 0.42 181 15.08 0.80 0.451 0.048 --- 0.40 182 15.17 0.80 0.451 0.048=_= 0.40 183 15.25 0.80 0.451 0.048 0.40 184 15.33 0.77 0.432 0.048 0.38 185 15.42 0.77 0.432 0.047 --- 0.38 186 15.50 0.77 0.432 0.047 --- 0.39 187 15.58 0.63 0.357 0.047 --- 0.31 188 15.67 0.63 0.357 0.047 --- 0.31 189 1.5.75 0.63 0.357 0.047 --- 0.31 190 15.83 0.63 0.357 0.046 --- 0.31 191 15.92 0.63 0.357 0.046 --- 0.31 192 16.00 0.63 0.357 0.046 --- 0.31 193 16.08 0.13 0.075 0.046 --- 0.03 194 16.17 0.13 0.075 0.045 --- 0.03 195 16.25 0.13 0.075 0.045 --- 0.03 196 16.33 0.13 0.075 0.045 --- 0.03 197 16.42 0.13 0.075 0.045 --- 0.03 198 16.50 0.13 0.075 0.044 --- 0.03 199 16.58 0.10 0.056 0.044 --- 0.01 200 16.67 0.10 0.056 0.044 --- 0.01 201 16.75 0.10 0.056 0.044 --- 0.01 202 16.83 0.10 O.OS6 0.044 --- 0.01 203 16.92 0.10 0.056 0.043 --- 0.01 204 17.00 0.10 0.056 0.043 --- 0.01 205 17.08 0.17 0.094 0.043 --- 0.05 206 17.17 0.17 0.094 0.043 --- 0.05 207 17.25 0.17 0.094 0.042 --- 0.05 208 17.33 0.17 0.094 0.042 --- 0.05 209 17.42 0.17 0.094 0.042 --- 0.05 210 17.50 0.17 0.094 0.042 --- 0.05 211 17.58 0.17 0.094 0.042 --- 0.05 212 17.67 0.1.7 0.094 0.041=_= 0.05 213 17.75 0.17 0.094 0.041 0.05 214 17.83 0.13 0.075 0.041 0.03 215 17.92 0.13 0.075 0.041 --- 0.03 Page 5 phspad.out 216 18.00 0.13 0.075 0.041 0.041 0.03 217 18.08 0.13 0.075 0.040 --- 0.03 218 18.17 0.13 0.075 0.040 --- 0.04 219 18.25 0.13 0.075 0.040 --- 0.04 220 18.33 0.13 0.075 0.040 --- 0.04 221 18.42 0.13 0.075 0.040 --- 0.04 222 18.50 0.13 0.075 0.039 --- 0.04 223 18.58 0.10 0.056 0.039 --- 0.02 224 18.67 0.10 0.056 0.039 --- 0.02 225 18.75 0.10 0.056 0.039 --- 0.02 226 18.83 0.07 0.038 0.039 0.034 0.00 227 18.92 0.07 0.038 0.038 0,034 0.00 228 19.00 0.07 0.038 0.038 0.034 0.00 229 19.08 0.10 0,056 0.038 --- 0.02 230 19.17 0.10 0.056 0.038 --- 0.02 231 19.25 0.10 0.056 0.038 --- 0.02 232 19.33 0.13 0.075 0.038 --- 0.04 233 19.42 0.13 0.075 0.037 --- 0.04 234 19.50 0.13 0.075 0.037 --- 0.04 235 19.58 0.10 0.056 0.037 --- 0.02 236 19.67 0.10 0.056 0.037 --- 0.02 237 19.75 0.10 0.056 0.037 --- 0.02 238 19.83 0.07 0.038 0.037 --- 0.00 239 19.92 0.07 0.038 0.036 --- 0.00 240 20.00 0.07 0.038 0.036 --- 0.00 241 2.0.08 0.10 0.056 0.036 --- 0.02 242 20.17 0.10 0.056 0.036 --- 0.02 243 20.25 0.10 0.056 0.036 --- 0.02 244 20.33 0.10 0.056 0.036 --- 0.02 245 20.42 0.10 0.056 0.035=_= 0.02 246 20.50 0.10 0.056 0.035 0.02 247 20.58 0.10 0.056 0.035 0.02 248 20.67 0.10 0.056 0.035 --- 0.02 249 20.75 0.10 0.056 0.035 --- 0.02 250 20.83 0.07 0.038 0.035 --- 0.00 251 20.92 0.07 0.038 0.035 --- 0.00 252 21.00 0.07 0.038 0.034 --- 0.00 253 21.08 0.10 0.056 0.034 --- 0.02 254 21.17 0.10 0.056 0.034 --- 0.02 255 21.25 0.10 0.056 0.034 --- 0.02 256 21.33 0.07 0.038 0.034 --- 0.00 257 21.42 0.07 0.038 0.034 --- 0.00 258 21.50 0.07 0.038 0.034 --- 0.00 259 21.58 0.10 0.056 0.034 --- 0.02 260 21.67 0.10 0.056 0.033 --- 0.02 261 21.75 0.10 0.056 0.033 --- 0.02 262 21.83 0.07 0.038 0.033 --- 0.00 263 21.92 0.07 0.038 0.033 --- 0.00 264 22.00 0.07 0.038 0.033 --- 0.00 265 22.08 0.10 0.056 0.033 --- 0.02 266 22.17 0.10 0.056 0.033 --- 0.02 267 22.25 0.10 0.056 0.033 --- 0.02 268 22.33 0.07 0.038 0.033 --- 0.01 269 22.42 0.07 0.038 0.032 --- 0.01 270 22.50 0.07 0.038 0.032 --- 0.01 271 22.58 0.07 0.038 0.032 --- 0.01 272 22.67 0.07 0.038 0.032 --- 0.01 273 22.75 0.07 0.038 0.032 --- 0.01 274 22.83 0.07 0.038 0.032 --- 0.01 275 22.92 0.07 0.038 0.032 --- 0.01 276 23.00 0.07 0.038 0.032 --- 0.01 277 23.08 0.07 0.038 0.032 0.01 278 23.17 0.07 0.038 0.032 0.01 Page 6 0 11 0 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.516(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - phspade24100.out R S T 0 R M 279 23.25 0.07 0.038 H y d r o g r a p h 0.032 --- 0.01 Hydrograph in 280 23.33 0.07 0.038 Q(CFS) 0.032 --- 0.01 ------- 0+ 5 281 23.42 0.07 0.038 I 0.031 --- 0.01 I 282 23.50 0.07 0.038 0.10 0.031 --- 0.01 283 23.S8 0.07 0.038 0.0016 0.031 --- 0.01 Q 284 23.67 0.07 0.038 0.031 --- 0.01 285 23.75 0.07 0.038 0.031 --- 0.01 0+25 286 23.83 0.07 0.038 0.031 --- 0.01 287 23.92 0.07 0.038 0.17 0.031 --- 0.01 288 24.00 0.07 0.038 0.0059 0.031 --- 0.01 Q Sum = 100.0 Sum = 40.0 0.17 Flood volume = Effective rainfall 3.33(In) 0+45 times area 29.7(AC.)/[(In)/(Ft.)] Q = 8.2(AC.Ft) Total soil loss = 1.36(In) 0.19 Q Total soil loss = 3.374(Ac.Ft) 0.0110 0.22 Q Total rainfall = 4.70(In) 1+ 0 0.0126 Flood volume = 359179.7 Cubic Feet 1+ 5 Total soil loss = 146990.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.516(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 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 ------------- ---- 5.0 10.0 15.0 20.0 ------- 0+ 5 ------------------ 0.0002 0.03 Q I -------------------------- I 0+10 0.0009 0.10 Q I I 0+15 0.0016 0.11 Q I I 0+20 0.0025 0.13 Q I 0+25 0.0036 0.16 Q I 0+30 0.0048 0.17 Q 0+35 0.0059 0.17 Q 0+40 0.0071 0.17 Q 0+45 0.0083 0.17 Q 0+50 0.0095 0.19 Q 0+55 0.0110 0.22 Q 1+ 0 0.0126 0.22 Q 1+ 5 0.0140 0.21 Q I 1+10 0.0152 0.18 Q I I 1+15 0.0164 0.17 Q I I 1+20 0.0176 0.17 Q I I 1+25 0.0187 0.17 Q I 1+30 0.0199 0.17 Q 1+35 0.0210 0.17 Q 1+40 0.0222 0.17 Q 1+45 0.0234 0.17 Q I 1+50 0.0247 0.19 Q I 1+55 0.0261 0.22 Q I 2+ 0 0.0277 0.22 Q 2+ 5 0.0292 0.22 Q 2+10 0.0308 0.22 Q 2+15 0.0323 0.22 Q 2+20 0.0339 0.22 Q I 2+25 0.0354 0.22 Q 2+30 0.0370 0.22 Q I 2+35 0.0386 0.24 Q I 2+40 0.0405 0.27 Q 2+45 0.0424 0.28 Q Page • phspade24100 2+50 0.0444 0.28 Q 2+55 0.0463 0.28 Q 3+ 0 0.0483 0.28 Q 3+ 5 0.0502 0.28 Q 3+10 0.0521 0.28 Q I 3+15 0.0541 0.28 Q 3+20 0.0560 0.28 Q 3+25 0.0579 0.28 Q 3+30 0.0593 0.20 Q 3+3S 0.0596 0.05 Q 3+40 0.0599 0.03 Q 1 3+45 0.0601 0.03 Q 3+50 0.0616 0.22 Q 1 . 3+55 0.0652 0.53 VQ 4+ 0 0.0694 0.61 vQ 4+ 5 0.0738 0.64 vQ 1 4+10 0.0783 0.65 VQ 1 4+15 0.0829 0.66 VQ 1 4+20 0.0887 0.85 VQ 4+25 0.0968 1.16 v Q 4+30 0.1053 1.24 V Q 4+35 0.1140 1.27 v Q 4+40 0.1229 1.28 V Q 4+45 0.1318 1.30 V Q 4+50 0.1420 1.48 v Q 4+55 0.1543 1.80 V Q 5+ 0 0.1673 1.87 V Q 1 5+ 5 0.1779 1.55 V Q 1 5+10 0.1846 0.96 VQ 5+15 0.1903 0.84 VQ • 5+20 0.1972 0.99 VQ 5+25 0.2061 1.30 v Q 1 5+30 0.2156 1.38 IVQ 5+35 0.2265 1.58 IV Q 5+40 0.2395 1.90 IV Q 5+45 0.2531 1.97 IV Q 5+50 0.2669 2.00 IV Q 1 5+55 0.2808 2.01 IV Q 1 6+ 0 0.2947 2.03 IV Q I 6+ S 0.3099 2.21 IV Q 1 6+10 0.3273 2.53 IV Q 1 6+15 0.3452 2.60 IV Q 1 6+20 0.3633 2.63 IV Q I 6+25 0.3815 2.64 IV Q 1 6+30 0.3998 2.65 Iv Q 1 6+35 0.4193 2.84 v Q 6+40 0.4410 3.15 v Q 6+45 0.4633 3.23 i v Q 6+50 0.4857 3.25 l v Q 1 6+55 0.5082 3.27 V Q 7+ 0 0.5308 3.28 v Q 7+ S 0.5535 3.29 v Q 7+10 0.5762 3.30 v Q 7+15 0.5990 3.31 v Q 7+20 0.6231 3.49 v Q 7+25 0.6493 3.81 l V Q 7+30 0.6761 3.89 v Q 7+3S 0.7042 4.08 v Q 1 7+40 0.7345 4.40 v Q 7+45 0.7654 4.48 V Q . 7+50 0.7976 4.68 1 v QI 7+55 0.8320 5.00 1 v QI 8+ 0 0.8670 5.07 1 v Q Page 8 out phspade24100.out v Q v Q v I Q v v v v V v v v v v v v v v v v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q V V v Page 9 v v v Lot Q Q Q Q Q Q Q Q v Q V Q V Q V Q Qv Qv QV Q QV v v v v v v v Q Q Q Q Q Q Q Q Q Q Q v v Q Q Q 8+ 5 0.9045 5.44 8+10 0.9463 6.07 8+15 0.9891 6.21 8+20 1.0321 6.25 8+25 1.0753 6.27 8+30 1.1185 6.28 8+35 1.1630 6.46 8+40 1.2097 6.78 8+45 1.2569 6.85 8+50 1.3054 7.05 8+55 1.3562 7.37 9+ 0 1.4075 7.45 9+ 5 1.4613 7.81 9+10 1.5194 8.44 9+15 1.5785 8.58 9+20 1.6391 8.79 9+25 1.7018 9.12 9+30 1.7651 9.19 9+35 1.8298 9.39 9+40 1.8967 9.71 9+45 1.9640 9.78 9+50 2.0328 9.98 9+55 2.1037 10.30 10+ 0 2.1751 10.38 10+ 5 2.2384 9.19 10+10 2.2871 7.07 10+15 2.3327 6.61 10+20 2.3776 6.53 10+25 2.4224 6.50 10+30 2.4673 6.51 10+35 2.5181 7,38 10+40 2.5796 8.92 10+45 2.6434 9.26 10+50 2.7077 9.34 10+55 2.7722 9.37 11+ 0 2.8368 9.38 11+ 5 2.9003 9.22 11+10 2.9617 8.92 11+15 3.0228 8.86 11+20 3.0838 8.86 11+25 3.1449 8.86 11+30 3.2060 8.87 11+35 3.2648 8.54 11+40 3.3194 7.94 11+45 3.3732 7.81 11+50 3.4281 7.97 11+55 3.4850 8.27 12+ 0 3.5425 8.35 12+ 5 3.6085 9.57 12+10 3.6892 11.73 12+15 3.7732 12.20 12+20 3.8592 12.47 12+25 3.9475 12.82 12+30 4.0363 12.90 12+35 4.1276 13.26 12+40 4.2233 13.89 12+45 4.3199 14.03 12+50 4.4180 14.24 12+55 4.5183 14.56 13+ 0 4.6191 14.64 13+ 5 4.7259 15.52 13+10 4.8434 17.06 13+15 4.9633 17.40 phspade24100.out v Q v Q v I Q v v v v V v v v v v v v v v v v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q V V v Page 9 v v v Lot Q Q Q Q Q Q Q Q v Q V Q V Q V Q Qv Qv QV Q QV v v v v v v v Q Q Q Q Q Q Q Q Q Q Q v v Q Q Q phspade24100.out C QI 13+20 5.0836 17.48 13+25 5.2042 17.51 Q 13+30 5.3248 17.52 13+35 5.4325 15.63 13+40 5.5170 12.28 13+45 5.5966 11.55 13+50 5.6752 11.41 13+55 5.7535 11.37 14+ 0 5.8319 11.38 14+ 5 5.9150 12.07 14+10 6.0066 13.30 14+15 6.1002 13.58 14+20 6.1929 13.47 14+25 6.2837 13.19 14+30 6.3742 13.13 14+35 6.4646 13.12 14+40 6.5550 13.13 14+45 6.6454 13.14 14+50 6.7348 12.97 14+55 6.8220 12.67 15+ 0 6.9089 12.61 15+ 5 6.9946 12.44 15+10 7.0781 12.13 15+15 7.1613 12.07 15+20 7.2432 11.90 15+25 7.3230 11.59 15+30 7.4025 11.53 15+35 7.4771 10.84 15+40 7.5434 9.62 15+45 7.6078 9.36 15+50 7.6720 9.31 15+55 7.7360 9.30 16+ 0 7.8001 9.31 16+ 5 7.8465 6.73 16+10 7.8613 2.16 16+15 7.8694 1.17 16+20 7.8761 0.97 16+25 7.8823 0.91 16+30 7.8886 0.91 16+35 7.8938 0.75 16+40 7.8969 0.45 16+45 7.8996 0.39 16+50 7.9022 0.38 16+55 7.9048 0.39 17+ 0 7.9075 0.39 17+ 5 7.9127 0.74 17+10 7.9220 1.36 17+15 7.9324 1.50 17+20 7.9429 1.53 17+25 7.9536 1.55 17+30 7.9643 1.56 17+35 7.9751 1.56 17+40 7.9859 1.57 17+45 7.9967 1.57 17+50 8.0064 1.41 17+55 8.0140 1.11 18+ 0 8.0212 1.05 18+ 5 8.0284 1.04 18+10 8.0356 1.04 18+15 8.0428 1.05 18+20 8.0501 1.05 18+25 8.0574 1.06 18+30 8.0647 1.07 phspade24100.out C QQ Q IQ Q Q Q 0 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Page 10 V VV Q Q V QV Q V QQ VI Q VI Q VI Q V Q V Q V Q IV Q IV Q IV Q Iv Q I V Q I v Q I v Q I V Q I V Q I V V V V V V V VI V V vl V V V V V V VI V V V V V V VJ V V V V V V V V V, V' V V QI I Q QI Q Q QQ Q IQ Q Q Q 0 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Page 10 V VV Q Q V QV Q V QQ VI Q VI Q VI Q V Q V Q V Q IV Q IV Q IV Q Iv Q I V Q I v Q I v Q I V Q I V Q I V V V V V V V VI V V vl V V V V V V VI V V V V V V VJ V V V V V V V V V, V' V V vI vl vl vI vI vl v vl vl v vl v vl vl v vl v v' v v v, v! v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v phspade24100.out . 18+35 8.0709 0.90 IQ 18+40 8.0750 0.60 IQ 18+45 8.0787 0.54 IQ I 18+50 8.0815 0.40 Q 18+55 8.0827 0.17 Q 19+ 0 8.0836 0.13 Q 19+ 5 8.0853 0.25 Q 19+10 8.0886 0.48 Q 19+15 8.0923 0.54 IQ I 19+20 8.0973 0.73 IQ I 19+25 8.1045 1.04 Q 19+30 8.1122 1.11 Q 19+35 8.1188 0.96 IQ 1 19+40 8.1233 0.66 IQ 1 19+45 8.1275 0.60 IQ 1 19+50 8.1304 0.42 Q 19+55 8.1312 0.12 Q 20+ 0 8.1316 0.05 Q 1 20+ 5 8.1331 0.22 Q 1 20+10 8.1367 0.52 IQ 20+15 8.1408 0.60 IQ I 20+20 8.1450 0.61 IQ 1 20+25 8.1493 0.62 IQ 1 20+30 8.1536 0.63 IQ 1 20+35 8.1580 0.63 IQ 1 20+40 8.1623 0.64 IQ 20+45 8.1668 0.64 IQ 20+50 8.1700 0.47 Q 20+55 8.1712 0.17 Q 21+ 0 8.1719 0.11 Q 21+ 5 8.1738 0.27 Q 21+10 8.1778 0.58 IQ 1 21+15 8.1822 0.65 IQ 1 21+20 8.1856 0.49 Q 21+25 8.1870 0.20 Q 21+30 8.1879 0.13 Q 21+35 8.1899 0.30 Q 21+40 8.1941 0.60 IQ I 21+45 8.1987 0.67 IQ I 21+SO 8.2022 0.51 IQ I 21+55 8.2037 0.22 Q 22+ 0 8.2048 0.15 Q 22+ 5 8.2070 0.32 Q 22+10 8.2112 0.62 IQ 22+15 8.2160 0.69 IQ 1 22+20 8.2197 0.53 IQ 22+25 8.2213 0.24 Q 1 22+30 8.2225 0.17 Q 22+35 8.2236 0.16 Q 22+40 8,2247 0.16 Q 22+45 8.2258 0.16 Q 22+50 8.2270 0.17 Q 22+55 8.2281 0.17 Q 23+ 0 8.2293 0.17 Q 1 23+ 5 8.2305 0.17 Q 1 23+10 8.2317 0.18 Q 23+15 8.2329 0.18 Q 23+20 8.2342 0.18 Q 23+25 8.2354 0.18 Q 23+30 8.2367 0.18 Q 23+35 8.2380 0.18 Q I 23+40 8.2393 0.19 Q 23+45 8.2405 0.19 Q Page 11 vI vl vl vI vI vl v vl vl v vl v vl vl v vl v v' v v v, v! v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v Page 12 phspade24100.out 23+50 8.2418 0.19 Q I I VI 23+55 8.2432 0.19 Q I I VI 24+ 0 8.2445 0.19 Q I I VI 24+ 5 8.2454 0.13 Q I I VI 24+10 8.2456 0.03 Q I VI 24+15 8.2456 0.01 Q VI 24+20 ---------------------------------------------------------------------- 8.2456 0.00 Q v Page 12 . PHSpad242.out u n i t H y d r o g r a p h A n a l y s t s 0 • Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, version 6.0 study date 03/27/07 File: phspad242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside county Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 -------------- ------ --------------------------------- English (in -lb) Input units used English Rainfall Data (Inches) Input values Used English units used in output format ------------------------------------ PHS WAREHOUSE Developed Pad & Rear Slopes POST DEVELOPMENT Excludes Public Streets, Front SLopes, other Pads ----7--------------------------------------------------- Drainage Area = 29.67(AC.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 224.00(Ft.) Slope along watercourse = 716.8000 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.77 Min. 25% of lag time = 0.44 Min. 40% of lag time = 0.71 Min. unit time = 5.00 Min. Duration of storm = 24 HOUr(5) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)El] Rainfall(In)[2] weighting[1*2] 29.67 2.00 59.34 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)E21 Weighting[1*2] 29.67 4.70 139.45 STORM EVENT (YEAR) = 2.00 Area Averaged 2 -Year Rainfall = 2.000(In) Area Averaged 100 -Year Rainfall = 4.700(In) Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.99 % Page 1 625.00(Ft.) 0.118 Mi. • PHSpad242.out Adjusted average point rain = 2.000(In) Sub -Area Data Area(Ac.) Runoff Index Impervious 28.150 69.00 0.820 1.520 88.00 0.000 period Time Total Area Entered = 29.67(Ac.) Distribution unit Hydrograph RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 49.8 0.574 0.820 0.150 0.949 0.143 88.0 74.8 0.305 0.000 0.305 0.051 0.016 Sum (F) = 0.158 Area averaged mean soil loss (F) (In/Hr) = 0.158 41.860 Minimum soil loss rate ((In/Hr)) = 0.079 3 0.250 (for 24 hour storm duration) 847.787 2.585 Soil low loss --------------------------------------------------------------------- rate (decimal) = 0.240 U n i t H y d r o g r a p h FOOTHILL S -Curve -- Unit ----------------------------------------------- Hydrograph Data ------------------- unit time period Time % of -------------------------------------- lag Distribution unit Hydrograph (hrs) Graph % (CFS) 1 0.083 282.596 55.556 - ------ 16.612 2 0.167 565.191 41.860 12.517 • 3 0.250 847.787 2.585 0.773 ----------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 Unit Time Pattern storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.016 0.281 0.004 0.01 2 0.17 0.07 0.016 0.280 0.004 0.01 3 0.25 0.07 0.016 0.278 0.004 0.01 4 0.33 0.10 0.024 0.277 0.006 0.02 5 0.42 0.10 0.024 0.276 0.006 0.02 6 0.50 0.10 0.024 0.275 0.006 0.02 7 0.58 0.10 0.024 0.274 0.006 0.02 8 0.67 0.10 0.024 0.273 0.006 0.02 9 0.75 0.10 0.024 0.272 0.006 0.02 10 0.83 0.13 0.032 0.271 0.008 0.02 11 0.92 0.13 0.032 0.270. 0.008 0.02 12 1.00 0.13 0.032 0.269 0.008 0.02 13 1.08 0.10 0.024 0.268 0.006 0.02 14 1.17 0.10 0.024 0.267 0.006 0.02 15 1.25 0.10 0.024 0.266 0.006 0.02 16 1.33 0.10 0.024 0.265 0.006 0.02 17 1.42 0.10 0.024 0.264 0.006 0.02 18 1.50 0.10 0.024 0.262 0.006 0.02 19 1.58 0.10 0.024 0.261 0.006 0.02 20 1.67 0.10 0.024 0.260 0.006 0.02 21 1.75 0.10 0.024 0.259 0.006 0.02 22 1.83 0.13 0.032 0.258 0.008 0.02 23 1.92 0.13 0.032 0.257 0.008 0.02 24 • 2.00 0.13 0.032 0.256 0.008 0.02 25 2.08 0.13 0.032 0.255 0.008 0.02 26 2.17 0.13 0.032 0.254 0.008 0.02 Page 2 PH5pad242.out 27 2.25 0.13 0.032 0.253 0.008 0.02 28 2.33 0.13 0.032 0.252 0.008 0.02 29 2.42 0.13 0.032 0.251 0.008 0.02 30 2.50 0.13 0.032 0.250 0.008 0.02 31 2.58 0.17 0.040 0.249 0.010 0.03 32 2.67 0.17 0.040 0.248 0.010 0.03 33 2.75 0.17 0.040 0.247 0.010 0.03 34 2.83 0.17 0.040 0.246 0.010 0.03 35 2.92 0.17 0.040 0.245 0.010 0.03 36 3.00 0.17 0.040 0.244 0.010 0.03 37 3.08 0.17 0.040 0.243 0.010 0.03 38 3.17 0.17 0.040 0.242 0.010 0.03 39 3.25 0.17 0.040 0.241 0.010 0.03 40 3.33 0.17 0.040 0.240 0.010 0.03 41 3.42 0.17 0.040 0.239 0.010 0.03 42 3.50 0.17 0.040 0.238 0.010 0.03 43 3.58 0.17 0.040 0.237 0.010 0.03 44 3.67 0.17 0.040 0.236 0.010 0.03 45 3.75 0.17 0.040 0.235 0.010 0.03 46 3.83 0.20 0.048 0.234 0.012 0.04 47 3.92 0.20 0.048 0.233 0.012 0.04 48 4.00 0.•20 0.048 0.232 0.012 0.04 49 4.08 0.20 0.048 0.231 0.012 0.04 50 4.17 0.20 0.048 0.230 0.012 0.04 51 4.25 0.20 0.048 0.229 0.012 0.04 52 4.33 0.23 0.056 0.228 0.013 0.04 53 4.42 0.23 0.056 0.227 0.013 0.04 54 4.50 0.23 0.056 0.226 0.013 0.04 55 4.58 0.23 0.056 0.225 0.013 0.04 56 4.67 0.23 0.056 0.224 0.013 0.04 . 57 4.75 0.23 0.056 0.223 0.013 0.04 58 4.83 0.27 0.064 0.222 0.015 0.05 59 4.92 0.27 0.064 0.221 0.015 0.05 60 5.00 0.27 0.064 0.220 0.015 0.05 61 5.08 0.20 0.048 0.219 0.012 0.04 62 5.17 0.20 0.048 0.218 0.012 0.04 63 5.25 0.20 0.048 0.217 0.012 0.04 64 5.33 0.23 0.056 0.216 0.013 0.04 65 5.42 0.23 0.056 0.216 0.013 0.04 66 5.50 0.23 0.056 0.215 0.013 0.04 67 5.58 0.27 0.064 0.214 0.015 0.05 68 5.67 0.27 0.064 0.213 0.015 0.05 69 5.75 0.27 0.064 0.212 0.015 0.05 70 5.83 0.27 0.064 0.211 0.015 0.05 71 5.92 0.27 0.064 0.210 0.015 0.05 72 6.00 0.27 0.064 0.209 0.015 0.05 73 6.08 0.30 0.072 0.208 0.017 0.05 74 6.17 0.30 0.072 0.207 0.017 0.05 75 6.25 0.30 0.072 0.206 0.017 0.05 76 6.33 0.30 0.072 0.205 0.017 0.05 77 6.42 0.30 0.072 0.204 0.017 0.05 78 6.50 0.30 0.072 0.203 0.017 0.05 79 6.58 0.33 0.080 0.203 0.019 0.06 80 6.67 0.33 0.080 0.202 0.019 0.06 81 6.75 0.33 0.080 0.201 0.019 0.06 82 6.83 0.33 0.080 0.200 0.019 0.06 83 6.92 0.33 0.080 0.199 0.019 0.06 84 7.00 0.33 0.080 0.198 0.019 0.06 85 7.08 0.33 0.080 0.197 0.019 0.06 • 86 87 7.17 7.25 0.33 0.33 0.080 0.080 0.196 0.195 0.019 0.019 0.06 0.06 88 7.33 0.37 0.088 0.194 0.021 .0.07 89 7.42 0.37 0.088 0.194 0.021 0.07 Page 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .021 0.07 .023 0.07 .023 0.07 .023 0.07 .025 0.08 .025 0.08 .025 0.08 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .031 0.10 .031 0.10 .031 0.10 .033 0.10 .033 0.10 .033 0.10 .036 0.12 .036 0.12 .036 0.12 .038 0.12 .038 0.12 .038 0.12 .040 0.13 .040 0.13 .040 0.13 --- 0.01 --- 0.01 - 0.01 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .038 0.12 .038 0.12 .038 0.12 --- 0.00 --- 0.00 - 0.00 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .033 0.10 .033 0.10 .033 0.10 .035 0.11 .035 0.11 .035 0.11 --- 0.05 --- 0.05 --- 0.05 --- 0.06 --- 0.06 --- 0.06 --- 0.08 --- 0.08 PEi5pad242.out 90 7.50 0.37 0.088 0.193 91 7.58 0.40 0.096 0.192 92 7.67 0.40 0.096 0.191 93 7.75 0.40 0.096 0.190 94 7.83 0.43 0.104 0.189 95 7.92 0.43 0.104 0.188 96 8.00 0.43 0.104 0.187 97 8.08 0.50 0.120 0.186 98 8.17 0.50 0.120 0.186 99 8.25 0.50 0.120 0.185 100 8.33 0.50 0.120 0.184 101 8.42 0.50 0.120 0.183 102 8.50 0.50 0.120 0.182 103 8.58 0.53 0.128 0.181 104 8.67 0.53 0.128 0.180 105 8.75 0.53 0.128 0.180 106 8.83 0.57 0.136 0.179 107 8.92 0.57 0.136 0.178 108 9.00 0.57 0.136 0.177 109 9.08 0.63 0.152 0.176 110 9.17 0.63 0.152 0.175 111 9.25 0.63 0.152 0.175 112 9.33 0.67 0.160 0.174 113 9.42 0.67 0.160 0.173 114 9.50 0.67 0.160 0.172 115 9.58 0.70 0.168 0.171 116 9.67 0.70 0.168 0.170 117 9.75 0.70 0.168 0.170 118 9.83 0.73 0.176 0.169 119 9.92 0.73 0.176 0.168 120 10.00 0.73 0.176 0.167 121 10.08 0.50 0.120 0.166 122 10.17 0.50 0.120 0.166 123 10.25 0.50 0.120 0.165 124 10.33 0.50 0.120 0.164 125 10.42 0.50 0.120 0.163 126 10.50 0.50 0.120 0.162 127 10.58 0.67 0.160 0.162 128 10.67 0.67 0.160 0.161 129 10.75 0.67 0.160 0.160 130 10.83 0.67 0.160 0.159 131 10.92 0.67 0.160 0.158 132 11.00 0.67 0.160 0.158 133 11.08 0.63 0.152 0.157 134 11.17 0.63 0.152 0.156 135 11.25 0.63 0.152 0.155 136 11.33 0.63 0.152 0.155 137 11.42 0.63 0.152 0.154 138 11.50 0.63 0.152 0.153 139 11.58 0.57 0.136 0.152 140 11.67 0.57 0.136 0.152 141 11.75 0.57 0.136 0.151 142 11.83 0.60 0.144 0.150 143 11.92 0.60 0.144 0.149 144 12.00 0.60 0.144 0.149 145 12.08 0.83 0.200 0.148 146 12.17 0.83 0.200 0.147 147 12.25 0.83 0.200 0.146 148 12.33 0.87 0.208 0.146 149 12.42 0.87 0.208 0.145 150 12.50 0.87 0.208 0.144 151 12.58 0.93 0.224 0.143 152 12.67 0.93 0.224 0.143 Page 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .021 0.07 .023 0.07 .023 0.07 .023 0.07 .025 0.08 .025 0.08 .025 0.08 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .031 0.10 .031 0.10 .031 0.10 .033 0.10 .033 0.10 .033 0.10 .036 0.12 .036 0.12 .036 0.12 .038 0.12 .038 0.12 .038 0.12 .040 0.13 .040 0.13 .040 0.13 --- 0.01 --- 0.01 - 0.01 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .029 0.09 .038 0.12 .038 0.12 .038 0.12 --- 0.00 --- 0.00 - 0.00 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .036 0.12 .033 0.10 .033 0.10 .033 0.10 .035 0.11 .035 0.11 .035 0.11 --- 0.05 --- 0.05 --- 0.05 --- 0.06 --- 0.06 --- 0.06 --- 0.08 --- 0.08 PH5pad242.out 153 12.75 0.93 0.224 0.142 0.08 154 12.83 0.97 0.232 0.141 --- 0.09 155 12.92 0.97 0.232 0.141 --- 0.09 156 13.00 0.97 0.232 0.140 --- 0.09 157 13.08 1.13 0.272 0.139 --- 0.13 158 13.17 1.13 0.272 0.138 --- 0.13 159 13.25 1.13 0.272 0.138 --- 0.13 160 13.33 1.13 0.272 0.137 --- 0.13 161 13.42 1.13 0.272 0.136 --- 0.14 162 13.50 1.13 0.272 0.136 --- 0.14 163 13.58 0.77 0.184 0.135 --- 0.05 164 13.67 0.77 0.184 0.134 --- 0.05 165 13.75 0.77 0.184 0.134 --- 0.05 166 13.83 0.77 0.184 0.133 --- 0.05 167 13.92 0.77 0.184 0.132 --- 0.05 168 14.00 0.77 0.184 0.132 --- 0.05 169 14.08 0.90 0.216 0.131 --- 0.09 170 14.17 0.90 0.216 0.130 --- 0.09 171 14.25 0.90 0.216 0.130 --- 0.09 172 14.33 0.87 0.208 0.129 --- 0.08 173 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0.112 0.006 0.02 201 16.75 0.10 0.024 0.111 0.006 0.02 202 16.83 0.10 0.024 0.110 0.006 0.02 203 16.92 0.10 0.024 0.110 0.006 0.02 204 17.00 0.10 0.024 0.109 0.006 0.02 205 17.08 0.17 0.040 0.109 0.010 0.03 206 17.17 0.17 0.040 0.108 0.010 0.03 207 17.25 0.17 0.040 0.108 0.010 0.03 208 17.33 0.17 0.040 0.107 0.010 0.03 209 17.42 0.17 0.040 0.107 0.010 0.03 210 17.S0 0.17 0.040 0.106 0.010 0.03 211 17.58 0.17 0.040 0.106 0.010 0.03 212 213 17.67 17.75 0.17 0.17 0.040 0.040 0.105 0.105 0.010 0.010 0.03 0.03 214 17.83 0.13 0.032 0.104 0.008 0.02 215 17.92 0.13 0.032 0.103 0.008 0.02 Page 5 PHspad242.out • 216 18.00 0.13 0.032 0.103 0.008 0.02 217 18.08 0.13 0.032 0.102 0.008 0.02 218 18.17 0.13 0.032 0.102 0.008 0.02 219 18.25 0.13 0.032 0.101 0.008 0.02 220 18.33 0.13 0.032 0.101 0.008 0.02 221 18.42 0.13 0.032 0.100 0.008 0.02 222 18.50 0.13 0.032 0.100 0.008 0.02 223 18.58 0.10 0.024 0.100 0.006 0.02 224 18.67 0.10 0.024 0.099 0.006 0.02 225 18.75 0.10 0.024 0.099 0.006 0.02 226 18.83 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0.087 0.004 0.01 253 21.08 0.10 0.024 0.087 0.006 0.02 254 21.17 0.10 0.024 0.087 0.006 0.02 255 21.25 0.10 0.024 0.086 0.006 0.02 256 21.33 0.07 0.016 0.086 0.004 0.01 257 21.42 0.07 0.016 0.086 0.004 0.01 258 21.50 0.07 0.016 0.085 0.004 0.01 259 21.58 0.10 0.024 0.085 0.006 0.02 260 21.67 0.10 0.024 0.085 0.006 0.02 261 21.75 0.10 0.024 0.084 0.006 0.02 262 21.83 0.07 0.016 0.084 0.004 0.01 263 21.92 0.07 0.016 0.084 0.004 0.01 264 22.00 0.07 0.016 0.084 0.004 0.01 265 22.08 0.10 0.024 0.083 0.006 0.02 266 22.17 0.10 0.024 0.083 0.006 0.02 267 22.25 0.10 0.024 0.083 0.006 0.02 268 22.33 0.07 0.016 0.083 0.004 0.01 269 22.42 0.07 0.016 0.082 0.004 0.01 270 22.50 0.07 0.016 0.082 0.004 0.01 271 22.58 0.07 0.016 0.082 0.004 0.01 272 22.67 0.07 0.016 0.082 0.004 0.01 273 22.75 0.07 0.016 0.081 0.004 0.01 274 22.83 0.07 0.016 0.081 0.004 0.01 275 22.92 0.07 0.016 0.081 0.004 0.01 276 23.00 0.07 0.016 0.081 0.004 0.01 277 23.08 0.07 0.016 0.081 0.004 0.01 278 23.17 0.07 0.016 0.080 0.004 0.01 Page 6 . -------------------------------------------------------------------- Time(h+m) Volume AC.Ft Q(CFS) 0 2.5 PHSpad242.out 7.5 10.0 0+ 5 279 23.25 --------- 0.07 0.016 --------- 0.080 0.004 0+10 0.01 0.35 280 23.33 0.07 0.016 0.080 0.004 0.36 0.01 281 23.42 0.07 0.016 0.0095 0.080 0.004 0.01 282 23.50 0+25 0.07 0.016 v Q 0.080 0.004 0.01 283 23.58 0.55 0.07 0.016 0.080 0.004 0.01 0.0208 284 23.67 1 0.07 0.016 0.079 0.004 0.0245 0.01 V Q 285 23.75 0.07 0.016 0+45 0.079 0.004 V Q 0.01 286 23.83 0.07 0.016 0.65 0.079 0.004 0.01 287 23.92 0.0377 0.07 0.016 0.079 0.004 0.01 1+ 0 288 24.00 V Q 0.07 0.016 0.079 0.004 1+ 5 0.01 0.63 v Q Sum = 100,0 1+10 0.0508 Sum = 13.6 Flood volume = Effective rainfall 1.13(In) 0.55 V Q I I times area 29.7(Ac.)/[(In)/(Ft.)] 0.0584 = V Q 2.8(Ac.Ft) Total soil loss = 0.87(In) I 1+30 0.0659 Total soil loss = 2.151(Ac.Ft) I 1+35 0.0696 0.55 V Q Total rainfall = 2.00(In) 1+40 0.0734 0.55 IVQ Flood volume = 121688.8 Cubic Feet 0.55 IvQ Total soil loss = 0.65 93703.0 cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.070(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 0.0014 0.20--Q --------- --------- I --------- I --------- I 0+10 0.0038 0.35 VQ 0+15 0.0063 0.36 VQ I 0+20 0.0095 0.46 VQ 0+25 0.0133 0.54 v Q I 0+30 0.0170 0.55 V Q I 0+35 0.0208 0.55 V Q 1 0+40 0.0245 0.55 V Q I 0+45 0.0283 0.55 V Q I 0+50 0.0328 0.65 v Q 0+55 0.0377 0.72 v Q 1+ 0 0.0427 0.73 V Q 1+ 5 0.0471 0.63 v Q 1+10 0.0508 0.55 v Q 1+15 0.0546 0.55 V Q I I 1 1+20 0.0584 0.55 V Q 1+25 0.0621 0.55 V Q I 1+30 0.0659 0.55 V Q 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PHSpad242.out 2+50 0.1461 0.91 VQ 2+55 0.1524 0.91 VQ 3+ 0 0.1586 0.91 VQ 3+ 5 0.1649 0.91 VQ 3+10 0.1712 0.91 VQ 3+15 0.1774 0.91 VQ 3+20 0.1837 0.91 VQ I 3+25 0.1900 0.91 VQ 3+30 0.1962 0.91 VQ 3+35 0.2025 0.91 VQ 3+40 0.2088 0.91 VQ 3+45 0.2150 0.91 Q 3+50 0.2220 1.01 vQ 3+55 0.2295 1.09 VQ 4+ 0 0.2370 1.09 VQ 4+ 5 0.2445 1.09 VQ 4+10 0.2520 1.09 I VQ I 4+15 0.2595 1.09 VQ 4+20 0.2677 1.19 VQ 4+25 0.2765 1.27 v Q 4+30 0.2852 1.27 vQ 4+35 0.2940 1.27 VQ 4+40 0.3028 1.27 VQ 4+45 0.3115 1.27 vQ 4+50 0.3210 1.37 vQ 4+55 0.3310 1.45 vQ 5+ 0 0.3410 1.46 vQ 5+ 5 0.3497 1.25 Q 5+10 0.3572 1.10 Qv 5+15 0.3647 1.09 Qv 5+20 0.3730 1.19 Qv 5+25 0.3817 1.27 Q 5+30 0.3905 1.27 Q S+35 0.3999 1.37 Q 5+40 0.4099 1.45 Q 5+45 0.4199 1.46 Qv 5+50 0.4300 1.46 QV 5+55 0.4400 1.46 j QV I 6+ 0 0.4500 1.46 Qv 6+ 5 0.4607 1.56 Q 6+10 0.4720 1.63 Q 6+15 0.4832 1.64 Q 6+20 0.4945 1.64 QV 6+25 0.5058 1.64 Qv 6+30 0.5171 1.64 Qv 6+35 0.5290 1.74 Qv 6+40 0.5415 1.81 Q 6+45 0.5540 1.82 I Q I 6+50 0.5666 1.82 Qv 6+55 0.5791 1.82 Qv 7+ 0 0.5916 1.82 QV 7+ 5 0.6042 1.82 QV 7+10 0.6167 1.82 QV 7+15 0.6292 1.82 Q VI 7+20 0.6424 1.92 Q VI 7+25 0.6562 2.00 I Q VI 7+30 0.6700 2.00 1 QVI 7+35 0.6844 2.10 I QVI 7+40 0.6994 2.18 q v 7+45 7+50 0.7145 0.7302 2.18 2.28 q V QV 7+SS 0.7464 2.36 QV 8+ 0 0.7627 2.36 QV Page 8 PHSpad242.out QV QV Qv QV Qv �v QV Q V Q V QV Qv Qv Qv QV Qv Qv Qv Q Q Q Q Q Q Q 0 Q Q Q QQI QI Q Q Q I I Page 9 Q Q Q Q Q Q Q Q Q Q Q Q Q Q u♦ 7 v Qv V v v v Q Q Q V v v v v v v v v V v v v v v v v v 8+ 5 0.7804 2.57 8+10 0.7991 2.72 8+15 0.8179 2.73 8+20 0.8367 2.73 8+25 0.8555 2.73 8+30 0.8743 2.73 8+35 0.8938 2.83 8+40 0.9138 2.91 8+45 0.9338 2.91 8+50 0.9546 3.01 8+55 0.9758 3.09 9+ 0 0.9971 3.09 9+ 5 1.0198 3.29 9+10 1.0435 3.45 9+15 1.0673 3.46 9+20 1.0918 3.56 9+25 1.1169 3.63 9+30 1.1419 3.64 9+35 1.1677 3.74 9+40 1.1939 3.81 9+45 1.2202 3.82 9+50 1.2328 1.82 9+55 1.2350 0.32 10+ 0 1.2367 0.25 10+ 5 1.2480 1.63 10+10 1.2663 2.66 10+15 1.2851 2.73 10+20 1.3039 2.73 10+25 1.3227 2.73 10+30 1.3415 2.73 10+35 1.3637 3.23 10+40 1.3886 3.61 10+45 1.4137 3.64 10+50 1.4249 1.63 10+55 1.4258 0.13 11+ 0 1.4262 0.06 11+ 5 1.4396 1.95 11+10 1.4628 3.37 11+15 1.4866 3.46 11+20 1.5104 3.46 11+25 1.5342 3.46 11+30 1.5580 3.46 11+35 1.5804 3.25 11+40 1.6018 3.10 11+45 1.6231 3.09 11+50 1.6451 3.19 11+55 1.6676 3.27 12+ 0 1.6901 3.27 12+ 5 1.7061 2.32 12+10 1.7173 1.62 12+15 1.7283 1.60 12+20 1.7403 1.75 12+25 1.7532 1.87 12+30 1.7663 1.90 12+35 1.7814 2.19 12+40 1.7980 2.41 12+45 1.8148 2.44 12+50 1.8327 2.60 12+55 1.8515 2.72 13+ 0 13+ 5 1.8704 1.8940 2.75 3.43 13+10 1.9213 3.96 13+15 1.9489 4.01 PHSpad242.out QV QV Qv QV Qv �v QV Q V Q V QV Qv Qv Qv QV Qv Qv Qv Q Q Q Q Q Q Q 0 Q Q Q QQI QI Q Q Q I I Page 9 Q Q Q Q Q Q Q Q Q Q Q Q Q Q u♦ 7 v Qv V v v v Q Q Q V v v v v v v v v V v v v v v v v v • 13+20 1.9766 4.03 13+25 2.0045 4.05 13+30 2.0325 4.07 13+35 2.0507 2.63 13+40 2.0613 1.55 13+45 2.0716 1.50 13+50 2.0821 1.52 13+55 2.0927 1.54 14+ 0 2.1035 1.56 14+ 5 2.1180 2.11 14+10 2.1355 2.53 14+15 2.1532 2.58 14+20 2.1702 2.46 14+25 2.1866 2.38 14+30 2.2031 2.40 14+35 2.2198 2.42 14+40 2.2366 2.44 14+45 2.2535 2.46 14+50 2.2696 2.34 14+55 2.2852 2.26 15+ 0 2.3009 2.27 15+ 5 2.3157 2.16 15+10 2.3301 2.08 15+15 2.3445 2.09 15+20 2.3581 1.98 15+25 2.3712 1.90 15+30 2.3843 1.91 15+35 2.3939 1.40 15+40 2.4009 1.01 15+45 2.4078 1.01 • 15+50 2.4149 1.02 15+55 2.4221 1.04 16+ 0 2.4294 1.06 16+ 5 2.4354 0.88 16+10 2.4405 0.74 16+15 2.4455 0.73 16+20 2.4505 0.73 16+25 2.4555 0.73 16+30 2.4605 0.73 16+35 2.4648 0.63 16+40 2.4686 0.55 16+45 2.4724 0.55 16+50 2.4762 0.55 16+55 2.4799 0.55 17+ 0 2.4837 0.55 17+ 5 2.4888 0.75 17+10 2.4950 0.90 17+15 2.5013 0.91 17+20 2.5075 0.91 17+25 2.5138 0.91 17+30 2.5201 0.91 17+35 2.5263 0.91 17+40 2.5326 0.91 17+45 2.5389 0.91 17+50 2.5444 0.81 17+55 2.5495 0.73 18+ 0 2.5545 0.73 18-F 5 2.5595 0.73 18+10 2.5645 0.73 18+15 18+20 2.5695 2.5745 0.73 0.73 18+25 2.5795 0.73 18+30 2.5845 0.73 PHSpad242.out Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Lei Page 10 v vv vj v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v out Page 11 v v v v v v v v v v v v v v v v v vl v! v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v PHSpad2 18+35 2.5889 0.63 I Q 18+40 2.5926 0.55 Q 18+45 2.5964 0.55 Q 18+50 2.5995 0.44 IQ 18+55 2.6020 0.37 IQ 19+ 0 2.6045 0.36 IQ 19+ 5 2.6077 0.46 IQ 19+10 2.6114 0.54 Q 19+15 2.6152 0.55 Q 19+20 2.6197 0.65 Q 19+25 2.6246 0.72 Q 19+30 2.6296 0.73 Q 19+35 2.6340 0.63 Q 19+40 2.6377 0.55 Q 19+45 2.6415 0.55 Q 19+50 2.6446 0.44 IQ 19+55 2.6471 0.37 IQ 20+ 0 2.6496 0.36 IQ 20+ 5 2.6528 0.46 IQ 20+10 .2.6565 0.54 Q 20+15 2.6603 0.55 Q 20+20 2.6641 0.55 Q 20+25 2.6678 0.55 Q 20+30 2.6716 0.55 Q 20+35 2.6753 0.55 Q 20+40 2.6791 0.55 Q 20+45 2.6828 0.55 Q 20+50 2.6859 0.44 IQ 20+55 2.6884 0.37 IQ 21+ 0 2.6909 0.36 IQ • 21+ 5 2.6941 0.46 IQ 21+10 2.6979 0.54 Q 21+15 2.7016 0.55 Q 21+20 2.7047 0.44 IQ 21+25 2.7072 0.37 IQ 21+30 2.7097 0.36 IQ 21+35 2.7129 0.46 IQ 21+40 2.7167 0.54 Q 21+45 2.7204 0.55 Q 21+50 2.7235 0.44 IQ 21+55 2.7260 0.37 IQ 22+ 0 2.7285 0.36 IQ 22+ 5 2.7317 0.46 IQ 22+10 2.7355 0.54 Q 22+15 2.7392 0.55 Q 22+20 2.7423 0.44 IQ 22+25 2.7448 0.37 IQ 22+30 2.7473 0.36 IQ 22+35 2.7498 0.36 IQ 22+40 2.7523 0.36 IQ 22+45 2.7548 0.36 IQ 22+50 2.7573 0.36 IQ 22+55 2.7598 0.36 IQ 23+ 0 2.7623 0.36 IQ 23+ 5 2.7649 0.36 IQ 23+10 2.7674 0.36 IQ 23+15 2.7699 0.36 IQ 23+20 2.7724 0.36 IQ 23+25 2.7749 0.36 IQ . 23+30 23+35 2.7774 2.7799 0.36 0.36 IQ IQ 23+40 2.7824 0.36 IQ 23+45 2.7849 0.36 IQ out Page 11 v v v v v v v v v v v v v v v v v vl v! v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v • • Page 12 PHSpad242.0Ut 23+50 2.7874 0.36 Q I V 23+55 2.7899 0.36 IQ I I I VI 24+ 0 2.7924 0.36 IQ I I I VI 24+ 5 2.7935 0.16 Q I I I VI 24+10 ---------------------------------------------------------------------- 2.7936 0.01 Q 'I I I V • • Page 12 • PHSpad2410.out 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 - 1999, version 6.0 study date 03/27/07 File: phspad2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 ------------------- -------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values used English units used in output format ------------------------------------------------- PHS WAREHOUSE Developed Pad & Rear Slopes POST DEVELOPMENT Excludes Public Streets, Front SLopes, other Pads Drainage Area = 29.67(Ac.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 224.00(Ft.) Slope along watercourse = 716.8000 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.77 Min. 25% of lag time = 0.44 Min. 40% of lag time = 0.71 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] 2.9.67 2.00 59.34 100 YEAR Area rainfall data: Area (AC.)[11 Rainfall(In)[2] weighting[1'*2] 29.67 4.70 139.45 STORM EVENT (YEAR) = 10.00 Area Averaged 2 -Year Rainfall = 2.000(In) Area Averaged 100 -Year Rainfall = 4.700(In) Point rain (area averaged) = 3.111(In) Areal adjustment factor = 99.99 Page 1 PH5pad2410.out Adjusted average point rain = 3.111(In) sub -Area Data Area(AC.) Runoff Index Impervious 28.150 69.00 0.820 1.520 88.00 0.000 Total Area Entered = 29.67(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 69.0 0.373 0.820 0.098 0.949 0.093 88.0 88.0 0.153 0.000 0.153 0.051 0.008 Sum (F) = 0.100 Area averaged mean soil loss (F) (In/Hr) = 0.100 Minimum soil loss rate ((In/Hr)) = 0.050 (for 24 hour storm duration) Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.240 U n i t H y d r o g r a p h FOOTHILL S -Curve ------------ ------- Unit Hydrograph -------- Data - --------------- ---------------------- Unit time period o % Time of lag -------------------------------- Distribution unit Hydrograph -------------- (hrs) Graph % (CFS) 1 0.083 -------------------- 282.596 55.556 ----------------- 16.612 2 0.167 3 0.250 565.191 847.787 41.860 2.585 12.517 0.773 ----------------------------------------------------------------------- sum = 100.000 Sum= 29.902 Unit Time Pattern storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.025 0.178 0.006 0.02 2 0.17 0.07 0.025 0.177 0.006 0.02 3 0.25 0.07 0.025 0.177 0.006 0.02 4 0.33 0.10 0.037 0.176 0.009 0.03 5 0.42 0.10 0.037 0.175 0.009 0.03 6 0.50 0.10 0.037 0.175 0.009 0.03 7 0.58 0.10 0.037 0.174 0.009 0.03 8 0.67 0.10 0.037 0.173 0.009 0.03 9 0.75 0.10 0.037 0.173 0.009 0.03 10 0.83 0.13 0.050 0.172 0.012 0.04 11 0.92 0.13 0.050 0.171 0.012 0.04 12 1.00 0.13 0.050 0.171 0.012 0.04 13 1.08 0.10 0.037 0.170 0.009 0.03 14 1.17 0.10 0.037 0.169 0.009 0.03 15 1.25 0.10 0.037 0.169 0.009 0.03 16 1.33 0.10 0.037 0.168 0.009 0.03 17 1.42 0.10 0.037 0.167 0.009 0.03 18 1.50 0.10 0.037 0.167 0.009 0.03 19 1.58 0.10 0.037 0.166 0.009 0.03 20 1.67 0.10 0.037 0.165 0.009 0.03 21 1.75 0.10 0.037 0.165 0.009 0.03 22 1.83 0.13 0.050 0.164 0.012 0.04 23 1.92 0.13 0.050 0.163 0.012 0.04 24 2.00 0.13 0.050 0.163 0.012 0.04 25 2.08 0.13 0.050 0.162 0.012 0.04 26 2.17 0.13 0.050 0.161 0.012 0.04 Page 2 PH5pad2410.out 27 2.25 0.13 0.050 0.161 0.012 0.04 28 2.33 0.13 0.050 0.160 0.012 0.04 29 2.42 0.13 0.050 0.159 0.012 0.04 30 2.50 0.13 0.050 0.159 0.012 0.04 31 2.58 0.17 0.062 0.158 0.015 0.05 32 2.67 0.17 0.062 0.157 0.015 0.05 33 2.75 0.17 0.062 0.157 0.015 0.05 34 2.83 0.17 0.062 0.156 0.015 0.05 35 2.92 0.17 0.062 0.155 0.015 0.05 36 3.00 0.17 0.062 0.155 0.015 0.05 37 3.08 0.17 0.062 0.154 0.015 0.05 38 3.17 0.17 0.062 0.154 0.015 0.05 39 3.25 0.17 0.062 0.153 0.015 0.05 40 3.33 0.17 0.062 0.152 0.015 0.05 41 3.42 0.17 0.062 0.152 0.015 0.05 42 3.50 0.17 0.062 0.151 0.015 0.05 43 3.58 0.17 0.062 0.150 0.015 0.05 44 3.67 0.17 0.062 0.150 0.015 0.05 45 3.75 0.17 0.062 0.149 0.015 0.05 46 3.83 0.20 0.075 0.148 0.018 0.06 47 3.92 0.20 0.075 0.148 0.018 0.06 48 4.00 0.20 0.075 0.147 0.018 0.06 49 4.08 0.20 0.075 0.147 0.018 0.06 50 4.17 0.20 0.075 0.146 0.018 0.06 51 4.25 0.20 0.075 0.145 0.018 0.06 52 4.33 0.23 0.087 0.145 0.021 0.07 53 4.42 0.23 0.087 0.144 0.021 0.07 54 4.50 0.23 0.087 0.144 0.021 0.07 55 4.58 0.23 0.087 0.143 0.021 0.07 56 4.67 0.23 0.087 0.142 0.021 0.07 57 4.75 0.23 0.087 0.142 0:021 0.07 58 4.83 0.27 0.100 0.141 0.024 0.08 59 4.92 0.27 0.100 0.140 0.024 0.08 60 5.00 0.27 0.100 0.140 0.024 0.08 61 5.08 0.20 0.075 0.139 0.018 0.06 62 5.17 0.20 0.075 0.139 0.018 0.06 63 5.25 0.20 0.075 0.138 0.018 0.06 64 5.33 0.23 0.087 0.137 0.021 0.07 65 5.42 0.23 0.087 0.137 0.021 0.07 66 5.50 0.23 0.087 0.136 0.021 0.07 67 5.58 0.27 0.100 0.136 0.024 0.08 68 5.67 0.27 0.100 0.135 0.024 0.08 69 5.75 0.27 0.100 0.134 0.024 0.08 70 5.83 0.27 0.100 0.134 0.024 0.08 71 5.92 0.27 0.100 0.133 0.024 0.08 72 6.00 0.27 0.100 0.133 0.024 0.08 73 6.08 0.30 0.112 0.132 0.027 0.09 74 6.17 0.30 0.112 0.131 0.027 0.09 75 6.25 0.30 0.112 0,131 0.027 0.09 76 6.33 0.30 0.112 0.130 0.027 0.09 77 6.42 0.30 0.112 0.130 0.027 0.09 78 6.50 0.30 0.112 0.129 0.027 0.09 79 6.58 0.33 0.124 0.129 0.030 0.09 80 6.67 0.33 0.124 0.128 0.030 0.09 81 6.75 0.33 0.124 0.127 0.030 0.09 82 6.83 0.33 0.124 0.127 0.030 0.09 83 6.92 0.33 0.124 0.126 0.030 0.09 84 7.00 0.33 0.124 0.126 0.030 0.09 85 7.08 0.33 0.124 0.125 0.030 0.09 86 87 7,11 7.25 0.33 0.33 0.124 0.124 0.125 0.124 0.030 0.09 0.00 88 7.33 0.37 0.137 0.123 0.01 89 7.42 0.37 0.137 0.123 --- 0.01 Page 3 PH5pad2410.out 90 7.50 0.37 0.137 0.122 0.01 91 7.58 0.40 0.149 0.122 --- 0.03 92 7.67 0.40 0.149 0.121 --- 0.03 93 7.75 0.40 0.149 0.121 --- 0.03 94 7.83 0.43 0.162 0.120 --- 0.04 95 7.92 0.43 0.162 0.119 --- 0.04 96 8.00 0.43 0.162 0.119 --- 0.04 97 8.08 0.50 0.187 0.118 --- 0.07 98 8.17 0.50 0.187 0.118 --- 0.07 99 8.25 0.50 0.187 0.117 --- 0.07 100 8.33 0.50 0.187 0.117 --- 0.07 101 8.42 0.50 0.187 0.116 --- 0.07 102 8.50 0.50 0.187 0.116 --- 0.07 103 8.58 0.53 0.199 0.115 --- 0.08 104 8.67 0.53 0.199 0.115 --- 0.08 105 8.75 0.53 0.199 0.114 --- 0.09 106 8.83 0.57 0.212 0.113 --- 0.10 107 8.92 0.57 0.212 0.113 -.-- 0.10 108 9.00 0.57 0.212 0.112 --- 0.10 109 9.08 0.63 0.236 0.112 --- 0.12 110 9.17 0.63 0.236 0.111 --- 0.13 111 9.2S 0.63 0.236 0.111 --- 0.13 112 9.33 0.67 0.249 0.110 --- 0.14 113 9.42 0.67 0.249 0.110 --- 0.14 114 9.50 0.67 0.249 0.109 --- 0.14 115 9.58 0.70 0.261 0.109 --- 0.15 116 9.67 0.70 0.261 0.108 --- 0.15 117 9.75 0.70 0.261 0.108 --- 0.15 118 9.83 0.73 0.274 0.107 --- 0.17 119 9.92 0.73 0.274 0.107 0.17 120 10.00 0.73 0.274 0.106 ___ 0.17 121 10.08 0.50 0.187 0.106 --- 0.08 122 10.17 0.50 0.187 0.105 --- 0.08 123 10.25 0.50 0.187 0.105 --- 0.08 124 10.33 0.50 0.187 0.104 --- 0.08 125 10.42 0.50 0.187 0.104 --- 0.08 126 10.50 0.50- 0.187 0.103 --- 0.08 127 10.58 0.67 0.249 0.103 --- 0.15 128 10.67 0.67 0.249 0.102 --- 0.15 129 10.75 0.67 0.249 0.102 --- 0.15 130 10.83 0.67 0.249 0.101 --- 0.15 131 10.92 0.67 0.249 0.101 --- 0.15 132 11.00 0.67 0.249 0.100 --- 0.15 133 11.08 0.63 0.236 0.100 --- 0.14 134 11.17 0.63 0.236 0.099 --- 0.14 135 11.25 0.63 0.236 0.099 --- 0.14 136 11.33 0.63 0.236 0.098 --- 0.14 137 11.42 0.63 0.236 0.098 --- 0.14 138 11.50 0.63 0.236 0.097 --- 0.14 139 11.58 0.57 0.212 0.097 --- 0.11 140 11.67 0.57 0.212 0.096 --- 0.12 141 11.75 0.57 0.212 0.096 --- 0.12 142 11.83 0.60 0.224 0.095 --- 0.13 143 11.92 0.60 0.224 0.095 --- 0.13 144 12.00 0.60 0.224 0.094 --- 0.13 145 12.08 0.83 0.311 0.094 --- 0.22 146 12.17 0.83 0.311 0.093 --- 0.22 147 12.25 0.83 0.311 0.093 --- 0.22 148 12.33 0.87 0.324 0.092 --- 0.23 149 12.42 0.87 0.324 0.092 0.23 150 12.50 0.87 0.324 0.091 --- 0.23 151 12.58 0.93 0.348 0.091 0.26 152 12.67 0.93 0.348 0.091 --- 0.26 Page 4 . PHSpad2410.out 153 12.75 0.93 0.348 0.090 154 12.83 0.97 0.361 0.090 155 12.92 0.97 0.361 0.089 1S6 13.00 0.97 0.361 0.089 157 13.08 1.13 0.423 0.088 158 13.17 1.13 0.423 0.088 159 13.25 1.13 0.423 0.087 160 13.33 1.13 0.423 0.087 161 13.42 1.13 0.423 0.087 162 13.50 1.13 0.423 0.086 163 13.58 0.77 0.286 0.086 164 13.67 0.77 0.286 0.085 165 13.75 0.77 0.286 0.085 166 13.83 0.77 0.286 0.084 1.67 13.92 0.77 0.286 0.084 168 14.00 0.77 0.286 0.083 169 14.08 0.90 0.336 0.083 170 14.17 0.90 0.336 0.083 171 14.25 0.90 0.336 0.082 172 14.33 0.87 0.324 0.082 173 14.42 0.87 0.324 0.081 174 14.50 0.87 0.324 0.081 175 14.58 0.87 0.324 0.081 176 14.67 0.87 0.324 0.080 177 14.75 0.87 0.324 0.080 178 14.83 0.83 0.311 0.079 179 14.92 0.83 0.311 0.079 180 15.00 0.83 0.311 0.078 181 15.08 0.80 0.299 0.078 15.17 0.80 0.299 0.078 •182 183 15.25 0.80 0.299 0.077 184 15.33 0.77 0.286 0.077 185 15.42 0.77 0.286 0.077 186 15.50 0.77 0.286 0.076 187 15.58 0.63 0.236 0.076 188 15.67 0.63 0.236 0.075 189 15.75 0.63 0.236 0.075 190 15.83 0.63 0.236 0.075 191 15.92 0.63 0.236 0.074 192 16.00 0.63 0.236 0.074 193 16.08 0.13 0.050 0.073 194 16.17 0.13 0.050 0.073 195 16.25 0.13 0.050 0.073 196 16.33 0.13 0.050 0.072 197 16.42 0.13 0.050 0.072 198 16.50 0.13 0.050 0.072 199 16.58 0.10 0.037 0.071 200 16.67 0.10 0.037 0.071 201 16.75 0.10 0.037 0.070 202 16.83 0.10 0.037 0.070 203 16.92 0.10 0.037 0.070 204 17.00 0.10 0.037 0.069 205 17.08 0.17 0.062 0.069 206 17.17 0.17 0.062 0.069 207 17.25 0.17 0.062 0.068 208 17.33 0.17 0.062 0.068 209 17.42 0.17 0.062 0.068 210 17.50 0.17 0.062 0.067 211 17.58 0.17 0.062 0.067 212 17.67 0.17 0.062 0.067 • 213 17.75 0.17 0.062 0.066 214 17.83 0.13 0.050 0.066 215 17.92 0.13 0.050 0.066 Page 5 .012 .012 .012 .012 .012 .012 .009 .009 .009 .009 .009 .009 .015 .015 .015 .015 .015 1.015 1.015 1.015 1.015 1.012 1.012 26 27 27 27 33 34 34 34 34 34 20 20 20 20 20 20 25 25 25 24 24 24 24 24 24 23 23 23 22 22 22 21 21 21 16 16 16 16 16 16 04 04 04 04 04 04 03 03 03 .03 .03 .03 .05 .OS 05 05 .05 .05 .05 .05 .05 .04 .04 PH5pad2410.out 216 18.00 0.13 0.050 0.065 0.012 0.04 217 18.08 0.13 0.050 0.065 0.012 0.04 218 18.17 0.13 0.050 0.065 0.012 0.04 219 18.25 0.13 0.050 0.064 0.012 0.04 220 18.33 0.13 0.050 0.064 0.012 0.04 221 18.42 0.13 0.050 0.064 0.012 0.04 222 18.50 0.13 0.050 0.063 0.012 0.04 223 18.58 0.10 0.037 0.063 0.009 0.03 224 18.67 0.10 0.037 0.063 0.009 0.03 225 18.75 0.10 0.037 0.063 0.009 0.03 226 18.83 0.07 0.025 0.062 0.006 0.02 227 18.92 0.07 0.025 0.062 0.006 0.02 228 19.00 0.07 0.025 0.062. 0.006 0.02 229 19.08 0.10 0.037 0.061 0.009 0.03 230 19.17 0.10 0.037 0.061 0.009 0.03 231 19.25 0.10 0.037 0.061 0.009 0.03 232 19.33 0.13 0.050 0.061 0.012 0.04 233 19.42 0.13 0.050 0.060 0.012 0.04' 234 19.50 0.13 0.050 0.060 0.012 0.04 235 19.58 0.10 0.037 0.060 0.009 0.03 236 19.67 0.10 0.037 0.059 0.009 0.03 237 19.75 0.10 0.037 0.059 0.009 0.03 238 19.83 0.07 0.025 0.059 0.006 0.02 239 19.92 0.07 0.025 0.059 0.006 0.02 240 20.00 0.07 0.025 0.058 0.006 0.02 241 20.08 0.10 0.037 0.058 0.009 0.03 242 20.17 0.10 0.037 0.058 0.009 0.03 243 20.25 0.10 0.037 0.058 0.009 0.03 244 20.33 0.10 0.037 0.057 0.009 0.03 245 20.42 0.10 0.037 0.057 0.009 0.03 246 20.50 0.10 0.037 0.057 0.009 0.03 247 20.58 0.10 0.037 0.057 0.009 0.03 248 20.67 0.10 0.037 0.056 0.009 0.03 249 20.75 0.10 0.037 0.056 0.009 0.03 250 20.83 0.07 0.025 0.056 0.006 0.02 251 20.92 0.07 0.025 0.056 0.006 0.02 252 21.00 0.07 0.025 0.055 0.006 0.02 253 21.08 0.10 0.037 0.055 0.009 0.03 254 21.17 0.10 0.037 0.055 0.009 0.03 255 21.25 0.10 0.037 0.055 0.009 0.03 256 21.33 0.07 0.025 0.055 0.006 0.02 257 21.42 0.07 0.025 0.054 0.006 0.02 258 21.50 0.07 0.025 0.054 0.006 0.02 259 21.58 0.10 0.037 0.054 0.009 0.03 260 21.67 0.10 0.037 0.054 0.009 0.03 261 21.75 0.10 0.037 0.054 0.009 0.03 262 21.83 0.07 0.025 0.053 0.006 0.02 263 21.92 0.07 0.025 0.053 0.006 0.02 264 22.00 0.07 0.025 0.053 0.006 0.02 265 22.08 0.10 0.037 0.053 0.009 0.03 266 22.17 0.10 0.037 0.053 0.009 0.03 267 22.25 0.10 0.037 0.053 0.009 0.03 268 22.33 0.07 0.025 0.052 0.006 0.02 269 22.42 0.07 0.025 0.052 0.006 0.02 270 22.50 0.07 0.025 0.052 0.006 0.02 271 22.58 0.07 0.025 0.052 0.006 0.02 272 22.67 0.07 0.025 0.052 0.006 0.02 273 22.75 0.07 0.025 0.052 0.006 0.02 274 22.83 0.07 0.025 0.051 0.006 0.02 275 22.92 0.07 0.025 0.051 0.006 0.02 . 276 23.00 0.07 0.025 0.051 0.006 0.02 277 23.08 0.07 0.025 0.051 0.006 0.02 278 23.17 0.07 0.025 0.051 0.006 0.02 Page 6 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.07S(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 A--- Q(CFS) PHspad2410.out 5.0 10.0 15.0 20. 279 23.25 ----------- 0+ 5 0.07 0.051 0.025 0.051 0.006 I 0.02 280 23.33 0.07 0.025 0.051 0.006 vQ 0.02 281 23.42 0.07 0.025 0.051 0.006 0.57 0.02 282 23.50 0.07 0.025 0.051 0.006 0.0148 0.02 283 23.58 0.07 0.025 0.051 0.006 0+25 0.02 284 23.67 0.07 0.025 0.050 0.006 0.02 285 23.75 vQ 0.07 0.025 0.050 0.006 0.02 286 23.83 0.85 0.07 0.025 0.050 0.006 I 0.02 287 23.92 0.0382 0.07 0.025 0.050 0.006 0.02 288 24.00 0+45 0.07 0.025 0.050 0.006 0.02 Sum = 100.0 0.0509 1.01 Sum = 24.7 Flood volume = Effective rainfall 2.06(In) 0.0587 1.12 v Q I times area 29.7(AC.)/[(In)/(Ft.)] = 5.1(Ac.Ft) 0.0665 1.13 v Q Total soil loss = 1.05(In) 1+ 5 0.0732 0.97 Total soil loss = 2.607(AC.Ft) 1+10 0.0791 Total rainfall = 3.11(in) I 1+15 Flood volume = 221450.1 Cubic Feet I Total soil loss = 113570.4 Cubic Feet VQ I -------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.07S(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)) Page 7 ------ Time(h+m) -------- volume A--- Q(CFS) ---- 0 5.0 10.0 15.0 20. ----------- 0+ 5 ----------------------------------------------------- 0.0022 0.31 Q I I 0+10 0.0060 0.55 vQ 0+15 0.0099 0.57 VQ 0+20 0.0148 0.72 VQ I 0+25 0.0206 0.84 vQ 0+30 0.0265 0.85 vQ I 0+35 0.0323 0.85 vQ I I I 0+40 0.0382 0.85 VQ 0+45 0.0440 0.85 VQ I I 0+50 0.0509 1.01 v Q I 0+55 0.0587 1.12 v Q I I 1+ 0 0.0665 1.13 v Q I 1+ 5 0.0732 0.97 vQ 1+10 0.0791 0.86 vQ I 1+15 0.0849 0.85 vQ I 1+20 0.0908 0.85 VQ I 1+25 0.0966 0.85 VQ 1+30 0.1025 0.85 vQ 1+35 0.1083 0.85 vQ 1+40 0.1142 0.85 vQ I 1 1+45 0.1200 0.85 VQ I 1+50 0.1269 1.01 v Q I 1+55 0.1347 1.12 IvQ I 2+ 0 0.1425 1.13 IvQ 2+ 5 0.1503 1.13 IvQ 2+10 0.1581 1.13 IvQ 2+15 0.1658 1.13 IvQ I 2+20 0.1736 1.13 IvQ II 2+25 0.1814 1.13 IvQ I 2+30 0.1892 1.13 IvQ 2+35 0.1981 1.29 IvQ 2+40 0.2078 1.41 IvQ 2+45 0.2175 1.41 IvQ Page 7 PHSpad2C VQ VQ VQ Q Q Q Q Q Q Q Q Q VQ VQ VQ VQ Q Q Q' Q Q Q Q Q VQ Q Q Qv Qv QV QV QV QV Q QV QV QV QV QV QV Q Q QV QV QV QV QV QV QV QV QV Qv Q V Q Q Q IQ IQ IQ IQ IQ v v v V v v v v v v .0. out III I I I I I I I I I I I 2+50 0.2273 1.41 2+55 0.2370 1.41 3+ 0 0.2468 1.41 3+ 5 0.2565 1.41 3+10 0.2662 1.41 3+15 0.2760 1.41 3+20 0.2857 1.41 3+25 0.2955 1.41 3+30 0.3052 1.41 3+35 0.3150 1.41 3+40 0.3247 1.41 3+45 0.3344 1.41 3+50 0.3453 1.57 3+55 0.3569 1.69 4+ 0 0.3686 1.70 4+ S 0.3803 1.70 4+10 0.3920 1.70 4+15 0.4037 1.70 4+20 0.4164 1.85 4+25 0.4300 1.97 4+30 0.4437 1.98 4+35 0.4573 1.98 4+40 0.4709 1.98 4+45 0.4846 1.98 4+50 0.4993 2.14 4+55 0.5148 2.26 S+ 0 0.5304 2.26 5+ 5 0.5438 1.95 5+10 0.5556 1.71 5+15 0.5673 1.70 . 520 0.5801 1.85 5+25 0.5937 1.97 5+30 0.6073 1.98 5+35 0.6220 2.14 5+40 0.6376 2.26 5+45 0.6532 2.26 5+50 0.6688 2.26 5+55 0.6843 2.26 6+ 0 0.6999 2.26 6+ 5 0.7166 2.42 6+10 0.7341 2.54 6+15 0.7516 2.55 6+20 0.7692 2.55 6+25 0.7867 2.55 6+30 0.8042 2.5S 6+35 0.8228 2.70 6+40 0.8423 2.82 6+45 0.8618 2.83 6+50 0.8813 2.83 6+55 0.9007 2.83 7+ 0 0.9202 2.83 7+ 5 0.9397 2.83 7+10 0.9592 2.83 7+15 0.9679 1.26 7+20 0.9700 0.30 7+25 0.9727 0.40 7+30 0.9757 0.43 7+35 0.9802 0.65 7+40 0.9859 0.82 7+45 0.9917 0.85 7+50 0.9991 1.07 7+55 1.0077 1.25 8+ 0 1.0165 1.27 PHSpad2C VQ VQ VQ Q Q Q Q Q Q Q Q Q VQ VQ VQ VQ Q Q Q' Q Q Q Q Q VQ Q Q Qv Qv QV QV QV QV Q QV QV QV QV QV QV Q Q QV QV QV QV QV QV QV QV QV Qv Q V Q Q Q IQ IQ IQ IQ IQ v v v V v v v v v v .0. out III I I I I I I I I I I I • PHSpad2410.out 8+ 5 1.0282 1.70 Q V 8+10 1.0422 2.03 Q V 8+15 1.0564 2.07 Q v l 8+20 1.0708 2.08 Q V 8+25 1.0853 2.10 Q V I 8+30 1.0998 2.12 Q V I 8+35 1.1159 2.34 Q v 8+40 1.1332 2.51 Q V 1 8+45 1.1507 2.54 Q V1 8+50 1.1697 2.76 1 Q VI 8+55 1.1899 2.93 1 Q VI 9+ 0 1.2103 2.96 1 Q VI 9+ 5 1.2336 3.39 Q VI . 9+10 1.2592 3.71 Q VI 9+15 1.2850 3.75 I Q V 9+20 1.3124 3.97 Q v 9+25 1.3409 4.14 Q v 9+30 1.3696 4.17 Q V 9+35 1.3999 4.39 Q IV 9+40 1.4313 4.56 QIV 9+45 1.4629 4.59 QIV 9+50 1.4960 4.81 QIV 9+55 1.5303 4.98 QI V 10+ 0 1.5648 5.01 Q V 10+ 5 1.5895 3.57 Q I V 10+10 1.6067 2.50 Q I V 10+15 1.6235 2.45 Q I V 10+20 1.6405 2.46 Q I V 10+25 1.6575 2.48 1 Q I V 10+30 1.6747 2,49 Q I V • 10+35 1.6991 3.54 Q I V 10+40 1.7290 4,34 Q I V 10+45 1.7593 4.40 Q I V 10+50 1.7897 4.41 Q I V 10+55 1.8202 4.43 Q I V 11+ 0 1.8508 4.44 Q I V 11+ 5 1.8801 4.25 Q V 11+10 1.9084 4.11 Q V 11+15 1.9367 4.12 Q V 11+20 1.9652 4.13 Q V 11+25 1.9937 4.14 Q V 11+30 2.0224 4.16 Q I V 11+35 2.0483 3.76 Q I V 11+40 2.0721 3.46 Q V 11+45 2.0959 3.46 Q V 11+50 2.1213 3.68 I Q V 11+55 2.1478 3.85 I Q V 12+ 0 2.1744 3.87 Q 12+ 5 2.2112 5.33 Q 12+10 2.2555 6.44 Q 12+15 2.3004 6.52 Q 12+20 2.3469 6.74 I Q 12+25 2.3945 6.91 Q 12+30 2.4422 6.93 Q 12+35 2.4929 7.36 Q 12+40 2.5459 7.69 Q 12+45 2.5991 7.72 Q 12+50 2.6538 7.94 Q 12+55 2.7096 8.11 I Q 13+ 0 2.7656 8.13 Q 13+ 5 2.8289 9.18 13+10 2.8975 9.97 I 13+15 2.9667 10.04 I Page 9 V I V 1 V 1 V V VI vl V1 V V V Iv IV Q V Q1 v Q V . PHSpad2410.out 13+20 3.0359 10.05 Q V 13+25 3.1052 10.06 Q V 13+30 3.1745 10.07 Q v 13+35 3.2284 7.81 Q v 13+40 3.2705 6.11 Q V 13+45 3.3119 6.02 Q I V 13+50 3.3535 6.03 Q V 13+55 3.3951 6.05 Q V 14+ 0 3.4368 6.06 Q V 14+ S 3.4843 6.90 Q V 14+10 3.5362 7.53 Q V 14+15 3.5884 7.59 I Q V 14+20 3.6393 7.39 Q V 14+25 3.6893 7.25 1 Q I VI 14+30 3.7392 7.25 1 Q I VI 14+35 3.7892 7.26 Q I VI 14+40 3.8393 7.28 1 Q I V 14+45 3.8895 7.29 Q I V 14+50 3.9384 7.09 Q I V 14+55 3.9862 6.95 1 Q I IV 15+ 0 4.0341 6.95 I Q I IV 15+ 5 4.0807 6.76 Q I I V 15+10 4.1262 6.61 I Q I I V 15+15 4.1718 6.62 I Q I I V 15+20 4.2160 6.42 I Q I I V 15+25 4.2592 6.28 Q I I V 15+30 4.3025 6.28 Q I I V 15+35 4.3401 5.46 I Q I I V 15+40 4.3735 4.85 QI I I V 15+45 4.4067 4.83 QI V 15+50 4.4400 4.84 Q1 V 15+55 4.4734 4.85 QI I V 16+ 0 4.5069 4.86 QI I V 16+ 5 4.5261 2.79 Q V 16+10 4.5346 1.23 Q V 16+15 4.5424 1.13 Q V 16+20 4.5502 1.13 Q V 16+25 4.5580 1.13 Q I V 16+30 4.5658 1.13 Q I V 16+35 4.5725 0.97 IQ v 16+40 4.5784 0.86 IQ I V 16+45 4.5842 0.85 IQ V 16+50 4.5901 0.85 IQ V 16+55 4.5959 0.85 IQ V 17+ 0 4.6017 0.85 IQ V 17+ 5 4.6098 1.16 Q I V 17+10 4.6194 1.40 I Q I V 17+15 4.6291 1.41 Q I I V 17+20 4.6389 1.41 Q I V 17+25 4.6486 1.41 Q V 17+30 4.6584 1.41 Q V 17+35 4.6681 1.41 Q V 17+40 4.6778 1.41 Q V 17+45 4.6876 1.41 Q V 17+50 4.6962 1.26 I Q I V 17+55 4.7041 1.14 Q I V 18+ 0 4.7119 1.13 Q I V 18+ 5 4.7197 1.13 I Q V 18+10 4.7275 1.13 I Q V 18+15 18+20 4.7353 4.7431 1.13 1.13 Q I Q V V 18+25 4.7509 1.13 Q I V 18+30 4.7586 1.13 I Q I I V Page 10 PHSpad2410.out Q Q Q Q Q Q Q Q Q Q Q Q Page 11 v v v v v v v v v v v v v v v� v v� v� v v v vl vl v' v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 18+35 4.7654 0.97 18+40 4.7713 0.86 18+45 4.7771 0.85 18+50 4.7819 0.69 18+55 4.7858 0.57 19+ 0 4.7897 0.57 19+ 5 4.7947 0.72 19+10 4.8005 0.84 19+15 4.8063 0.85 19+20 4.8133 1.01 19+25 4.8210 1.12 19+30 4.8288 1.13 19+35 4.8355 0.97 19+40 4.8414 0.86 19+4S 4.8472 0.85 19+50 4.8520 0.69 19+55 4.8559 0.57 20+ 0 4.8598 0.57 20+ S 4.8648 0.72 20+10 4.8706 0.84 20+15 4.8765 0.85 20+20 4.8823 0.8S 20+25 4.8882 0.85 20+30 4.8940 0.85 20+35 4.8998 0.85 20+40 4.9057 0.85 20+4S 4.9115 0.85 20+SO 4.9163 0.69 20+55 4.9202 0.57 21+ 0 4.9241 0.57 21+ 5 4.9291 0.72 21+10 4.9349 0.84 21+15 4.9408 0.85 21+20 4.9455 0.69 21+25 4.9495 0.57 21+30 4.9534 0.57 21+35 4.9583 0.72 21+40 4.9641 0.84 21+45 4.9700 0.85 21+50 4.9748 0.69 21+55 4.9787 0.57 22+ 0 4.9826 0.57 22+ 5 4.9876 0.72 22+10 4.9934 0.84 2.2+15 4.9992 0.85 22+20 5.0040 0.69 22+25 5.0079 0.57 22+30 5.0118 0.57 22+35 5.0157 0.57 22+40 5.0196 0.57 22+45 5.0235 0.57 22+50 S.0274 0.57 22+55 5.0313 0.57 23+ 0 5.0352 0.57 23+ 5 5.0391 0.57 23+10 5.0430 0.57 23+15 5.0469 0.57 23+20 5.0508 0.57 23+25 5.0547 0.57 23+30 23+35 5.0586 5.0625 0.57 0.57 23+40 5.0664 0.57 23+45 5.0703 0.57 PHSpad2410.out Q Q Q Q Q Q Q Q Q Q Q Q Page 11 v v v v v v v v v v v v v v v� v v� v� v v v vl vl v' v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v Page 12 PHSpad2410.out 23+50 5.0742 0.57 IQ I I v 23+55 5.0781 0.57 IQ I I v 24+ 0 5.0820 0.57 IQ I I I v 24+ 5 5.0837 0.25 Q I I v 24+10 ----------------------------------------------------------------------- 5.0838 0.01 Q I I v Page 12 0 phspad24100.out 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 - 1999, Version 6.0 Study date 06/07/07 File: phspad24100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic unit Hydrology Method RCFC & wCD Manual date - April 1978 SB&0, Inc., Rancho Cucamonga, California - S/N 714 --------------------------- ---- English (in -lb) Input Units Used English Rainfall Data (Inches) Input values used English units used in output format -------------------------------------------------------------- PHS Developed Pad & Por Rear Slope -------------------------------------------------------------------- Drainage Area = 29.67(Ac.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation.= 224.00(Ft.) Slope along watercourse = 716.8000 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.77 Min. 25% of lag time = 0.44 Min. 40% of lag time = 0.71 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] 29.67 2.00 59.34 100 YEAR Area rainfall data: Area(Ac.)[11 Rainfall(In)[2] Weighting[1*2] 29.67 4.70 139.45 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 2.000(In) • Area Averaged 100 -Year Rainfall = 4.700(In) Point rain (area averaged) = 4.700(In) Areal adjustment factor = 99.99 % Page 1 ph5pad24100.out Adjusted average point rain = 4.700(In) sub -Area Data Area(Ac.) Runoff Index Impervious % 28.150 69.00 0.820 1.520 88.00 0.000 Total Area Entered = 29.67(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 84.4 0.194 0.820 0.051 0.949 0.048 88.0 95.2 0.062 0.000 0.062 0.051 0.003 SUM (F) = O.OS1 Area averaged mean soil loss (F) (In/Hr) = 0.051 Minimum soil loss rate ((In/Hr)) = 0.026 (for 24 hour storm duration) soil --------------------------------------------------------------------- low loss rate (decimal) = 0.278 U n 1 t H y d r o g r a p h FOOTHILL S -Curve --------------------------------------------------- unit Hydrograph Data ------------- Unit time period --------------------- Time % of lag Distribution unit Hydrograph (hrs) Graph % (CFS) 1 0.083 282.596 55.556 16.612 2 0.167 565.191 41.860 12.517 • 3 0.250 847.787 2.585 0.773 ----------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max LOW (In/Hr) 1 0.08 0.07 0.038 0.091 0.010 0.03 2 0.17 0.07 0.038 0.091 0.010 0.03 3 0.25 0.07 0.038 0.090 0.010 0.03 4 0.33 0.10 0.056 0.090 0.016 0.04 5 0.42 0.10 0.056 0.090 0.016 0.04 6 0.50 0.10 0.056 0.089 0.016 0.04 7 0.58 0.10 0.056 0.089 0.016 0.04 8 0.67 0.10 0.056 0.089 0.016 0.04 9 0.75 0.10 0.056 0.088 0.016 0.04 10 0.83 0.13 0.075 0.088 0.021 0.05 11, 0.92 0.13 0.075 0.088 0.021 0.05 12 1.00 0.13 0.075 0.087 0.021 0.05 13 1.08 0.10 0.056 0.087 0.016 0.04 14 1.17 0.10 0.056 0.087 0.016 0.04 15 1.25 0.10 0.056 0.086 0.016 0.04 16 1.33 0.10 0.056 0.086 0.016 0.04 17 1.42 0.10 0.056 0.086 0.016 0.04 18 1.50 0.10 0.056 0.085 0.016 0.04 19 1.S8 0.10 0.056 0.085 0.016 0.04 20 1.67 0.10 0.056 0.085 0.016 0.04 21 1.75 0.10 0.056 0.084 0.016 0.04 22 1.83 0.13 0.075 0.084 0.021 0.05 • 23 24 1.92 2.00 0.13 0.13 0.075 0.075 0.083 0.083 0.021 0.021 0.05 0.05 25 2.08 0.13 0.075 0.083 0.021 0.05 26 2.17 0.13 0.075 0.082 0.021 0.05 Page 2 phspad24100.out 27 2.25 0.13 0.075 0.082 0.021 0.05 28 2.33 0.13 0.075 0.082 0.021 0.05 29 2.42 0.13 0.075 0.081 0.021 0.05 30 2.50 0.13 0.075 0.081 0.021 0.05 31 .2.58 0.17 0.094 0.081 --- 0.01 32 2.67 0.17 0.094 0.080 --- 0.01 33 2.75 0.17 0.094 0.080 --- 0.01 34 2.83 0.17 0.094 0.080 --- 0.01 35 2.92 0.17 0.094 0.079 --- 0.01 36 3.00 0.17 0.094 0.079 --- 0.01 37 3.08 0.17 0.094 0.079 --- 0.02 38 3.17 0.17 0.094 0.079 --- 0.02 39 3.25 0.17 0.094 0.078 --- 0.02 40 3.33 0.17 0.094 0.078 --- 0.02 41 3.42 0.7.7 0.094 0.078 --- 0.02 42 3.50 0.17 0.094 0.077 --- 0.02 43 3.58 0.17 0.094 0.077 --- 0.02 44 3.67 0.17 0.094 0.077 --- 0.02 45 3.75 0.17 0.094 0.076 --- 0.02 46 3.83 0.20 0.113 0.076 --- 0.04 47 3.92 0.20 0.113 0.076 --- 0.04 48 4.00 0.20 0.113 0.075 --- 0.04 49 4.08 0.20 0.113 0.075 --- 0.04 50 4.17 0.20 0.113 0.075 --- 0.04 51 4.25 0.20 0.113 0.074 --- 0.04 52 4.33 0.23 0.132 0.074 --- 0.06 53 4.42 0.23 0.132 0.074 --- 0.06 54 4.50 0.23 0.132 0.073 --- 0.06 55 4.58 0.23 0.132 0.073 --- 0.06 56 4.67 0.23 0.132 0.073 0.06 � 57 4.75 0.23 0.132 0.072 --- 0.06 58 4.83 0.27 0.150 0.072 0.08 59 4.92 0.27 0.150 0.072 --- 0.08 60 5.00 0.27 0.150 0.071 --- 0.08 61 5.08 0.20 0.113 0.071 --- 0.04 62 5.17 0.20 0.113 0.071 --- 0.04 63 5.25 0.20 0.113 0.071 --- 0.04 64 5.33 0.23 0.132 0.070 --- 0.06 65 5.42 0.23 0.132 0.070 --- 0.06 66 5.50 0.23 0.132 0.070 --- 0.06 67 5.58 0.27 0.150 0.069 --- 0.08 68 5.67 0.27 0.150 0.069 --- 0.08 69 5.75 0.27 0.150 0.069 --- 0.08 70 5.83 0.27 0.150 0.068 --- 0.08 71 5.92 0.27 0.150 0.068 --- 0.08 72 6.00 0.27 0.150 0.068 --- 0.08 73 6.08 0.30 0.169 0.068 --- 0.10 74 6.17 0.30 0.169 0.067 --- 0.10 75 6.25 0.30 0.169 0.067 --- 0.10 76 6.33 0.30 0.169 0.067 --- 0.10 77 6.42 0.30 0.169 0.066 --- 0.10 78 6.50 0.30 0.169 0.066 --- 0.10 79 6.58 0.33 0.188 0.066 --- 0.12 80 6.67 0.33 0.188 0.065 --- 0.12 81 6.75 0.33 0.188 0.065 --- 0.12 82 6.83 0.33 0.188 0.065 --- 0.12 83 6.92 0.33 0.188 0.065 --- 0.12 84 7.00 0.33 0.188 0.064 --- 0.12 85 7.08 0.33 0.188 0.064 --- 0.12 86 7.17 0.33 0.188 0.064 0.12 87 7.25 0.33 0.188 0.063 -- 0.12 \� 88 7.33 0.37 0.207 0.063 0.14 89 7.42 0.37 0.207 0.063 --- 0.14 Page 3 phspad24100.out 90 7.50 0.37 0.207 0.063 0.14 91 7.58 0.40 0.226 0.062 --- 0.16 92 7.67 0.40 0.226 0.062 --- 0.16 93 7.75 0.40 0.226 0.062 --- 0.16 94 7.83 0.43 0.244 0.061 --- 0.18 95 7.92 0.43 0.244 0.061 --- 0.18 96 8.00 0.43 0.244 0.061 --- 0.18 97 8.08 0.50 0.282 0.061 --- 0.22 98 8.17 0.50 0.282 0.060 --- 0.22 99 8.25 0.50 0.282 0.060 --- 0.22 100 8.33 0.50 0.282 0.060 --- 0.22 101 8.42 0.50 0.282 0.059 --- 0.22 102 8.50 0.50 0.282 0.059 --- 0.22 103 8.58 0.53 0.301 0.059 --- 0.24 104 8.67 0.53 0.301 0.059 --- 0.24 105 8.75 0.53 0.301 0.058 --- 0.24 106 8.83 0.57 0.320 0.058 --- 0.26 107 8.92 0.57 0.320 0.058 --- 0.26 108 9.00 0.57 0.320 0.057 --- 0.26 109 9.08 0.63 0.357 0.057 --- 0.30 110 9.17 0.63 0.357 0.057 --- 0.30 111 9.25 0.63 0.357 0.057 --- 0.30 112 9.33 0.67 0.376 0.056 --- 0.32 113 9.42 0.67 0.376 0.056 --- 0.32 114 9.50 0.67 0.376 0.056 --- 0.32 115 9.58 0.70 0.395 0.056 --- 0.34 116 9.67 0.70 0.395 0.055 --- 0.34 117 9.75 0.70 0.395 0.055 --- 0.34 118 9.83 0.73 0.414 0.055 --- 0.36 119 9.92 0.73 0.414 0.055 --- 0.36 120 • 10.00 0.73 0.414 0.054 0.36 121 10.08 0.50 0.282 0.054 0.23 122 10.17 0.50 0.282 0.054 --- 0.23 123 10.25 0.50 0.282 0.053 --- 0.23 124 10.33 0.50 0.282 0.053 --- 0.23 125 10.42 0.50 0.282 0.053 --- 0.23 126 10.50 0.50 0.282 0.053 --- 0.23 127 10.58 0.67 0.376 0.052 --- 0.32 128 10.67 0.67 0.376 0.052 --- 0.32 129 10.75 0.67 0.376 0.052 --- 0.32 130 10.83 0.67 0.376 0.052 --- 0.32 131 10.92 0.67 0.376 0.051 --- 0.32 132 11.00 0.67 0.376 0.051 --- 0.32 133 11.08 0.63 0.357 0.051 --- 0.31 134 11.17 0.63 0.357 0.051 --- 0.31 135 11.25 0.63 0.357 0.050 --- 0.31 136 11.33 0.63 0.357 0.050 --- 0.31 137 11.42 0.63 0.357 0.050 --- 0.31 138 11.50 0.63 0.357 0.050 --- 0.31 139 11.58 0.57 0.320 0.049 --- 0.27 140 11.67 0.57 0.320 0.049 --- 0.27 141 11.75 0.57 0.320 0.049 --- 0.27 142 11.83 0.60 0.338 0.049 --- 0.29 143 11.92 0.60 0.338 0.048 --- 0.29 144 12.00 0.60 0.338 0.048 --- 0.29 145 12.08 0.83 0.470 0.048 --- 0.42 146 12.17 0.83 0.470 0.048 --- 0.42 147 12.25 0.83 0.470 0.047 --- 0.42 148 12.33 0.87 0.489 0.047 --- 0.44 149 12.42 0.87 0.489 0.047 --- 0.44 150 12.50 0.87 0.489 0.047 0.44 • 151 12.58 0.93 0.526 0.047 ___ 0.48 152 12.67 0.93 0.526 0.046 --- 0.48 Page 4 phspad24100.out 1S3 12.75 0.93 0,526 0.046 0.48 154 12.83 0.97 0.545 0.046 ___ 0.50 155 12.92 0.97 0.545 0.046 --- 0.50 156 13.00 0.97 0.545 0.045 --- 0.50 157 13.08 1.13 0.639 0.045 --- 0.59 158 13.17 1.13 0.639 0.045 --- 0.59 159 13.25 1.13 0.639 0.045 --- 0.59 160 13.33 1.13 0.639 0.044 --- 0.59 161 13.42 1.13 0.639 0.044 --- 0.59 162 13.50 1.13 0.639 0.044 --- 0.60 163 13.58 0.77 0.432 0.044 --- 0.39 164 13.67 0.77 0.432 0.044 --- 0.39 165 13.75 0.77 0.432 0.043 --- 0.39 166 13.83 0.77 0.432 0.043 --- 0.39 167 13.92 0.77 0.432 0.043 --- 0.39 168 14.00 0.77 0.432 0.043 --- 0.39 169 14.08 0.90 0.508 0.042 --- 0.47 170 14.17 0.90 0.508 0.042 --- 0.47 171 14.25 0.90 0.508 0.042 --- 0.47 172 14.33 0.87 0.489 0.042 --- 0.45 173 14.42 0.87 0.489 0.042 --- 0.45 174 14.50 0.87 0.489 0.041 --- 0.45 175 14.58 0.87 0.489 0.041 --- 0.45 176 14.67 0.87 0.489 0.041 --- 0.45 177 14.75 0.87 0.489 0.041 --- 0.45 178 14.83 0.83 0.470 0.041 --- 0.43 179 14.92 0.83 0.470 0.040 --- 0.43 180 15.00 0.83 0.470 0.040 --- 0.43 181 15.08 0.80 0.451 0.040 --- 0.41 182 15.17 0.80 0.451 0.040 --- 0.41 • 183 184 15.25 15.33 0.80 0.77 0.451 0.432 0.040 0.039 --- 0.41 0.39 185 15.42 0.77 0.432 0.039 0.39 186 15.50 0.77 0.432 0.039 --- 0.39 187 15.58 0.63 0.357 0.039 --- 0.32 188 15.67 0.63 0.357 0.039 --- 0.32 189 15.75 0.63 0.357 0.038 --- 0.32 190 15.83 0.63 0.357 0.038 --- 0.32 191 15.92 0.63 0.357 0.038 --- 0.32 192 16.00 0.63 0.357 0.038 --- 0.32 193 16.08 0.13 0.075 0.038 --- 0.04 194 16.17 0.13 0.075 0.037 --- 0.04 195 16.25 0.13 0.075 0.037 --- 0.04 196 16.33 0.13 0.075 0.037 --- 0.04 197 16.42 0.13 0.075 0.037 --- 0.04 198 16.50 0.13 0.075 0.037 --- 0.04 199 16.58 0.10 0.056 0.036 --- 0.02 200 16.67 0.10. 0.056 0.036 --- 0.02 201 16.75 0.10 0.056 0.036 --- 0.02 202 16.83 0.10 0.056 0.036 --- 0.02 203 16.92 0.10 0.056 0.036 --- 0.02 204 17.00 0.10 0.056 0.035 --- 0.02 205 17.08 0.17 0.094 0.035 --- 0.06 206 17.17 0.17 0.094 0.035 --- 0.06 207 17.25 0.17 0.094 0.035 --- 0.06 208 17,33 0.17 0.094 0.035 --- 0.06 209 17.42 0.17 0.094 0.035 --- 0.06 210 17.50 0.17 0.094 0.034 --- 0.06 211 17.58 0.17 0.094 0.034 --- 0.06 212 17.67 0.17 0.094 0.034 --- 0.06 213 17.75 0.17 0.094 0.034 --- 0.06 214 17.83 0.13 0.075 0.034 0.04 . 215 17.92 0.13 0.075 0.034 ___ 0.04 Page 5 phspad24100.out 216 18.00 0.13 0.075 0.033 0.04 217 18.08 0.13 0.075 0.033 --- 0.04 218 18.17 0.13 0.075 0.033 --- 0.04 219 18.25 0.13 0.075 0.033 --- 0.04 220 18.33 0.13 0.075 0.033 --- 0.04 221 18.42 0.13 0.075 0.033 --- 0.04 222 18.50 0.13 0.075 0.032 --- 0.04 223 18.58 0.10 0.056 0.032 --- 0.02 224 18.67 0.10 0.056 0.032 --- 0.02 225 18.75 0.10 0.056 0.032 --- 0.02 226 18.83 0.07 0.038 0.032 --- 0.01 227 18.92 0.07 0.038 0.032 --- 0.01 228 19.00 0.07 0.038 0.032 --- 0.01 229 19.08 0.10 0.056 0.031 --- 0.03 230 19.17 0.10 0.056 0.031 --- 0.03 231 19.25 0.10 0.056 0.031 --- 0.03 232 19.33 0.13 0.075 0.031 --- 0.04 233 19.42 0.13 0.075 0.031 --- 0.04 234 19.50 0.13 0.075 0.031 --- 0.04 235 19.58 0.10 0.056 0.031 --- 0.03 236 19.67 0.10 0.056 0.030 --- 0.03 237 19.75 0.10 0.056 0.030 --- 0.03 238 19.83 0.07 0.038 0.030 --- 0.01 239 19.92 0.07 0.038 0.030 --- 0.01 240 20.00 0.07 0.038 0.030 --- 0.01 241 20.08 0.10 0.056 0.030 --- 0.03 242 20.17 0.10 0.056 0.030 --- 0.03 243 20.25 0.10 0.056 0.029 --- 0.03 244 20.33 0.10 0.056 0.029 --- 0.03 . 245 246 20.42 20.50 0.10 0.10 0.056 0.056 0.029 0.029 --- 0.03 0.03 247 20.58 0.10 0.056 0.029 0.03 248 20.67 0.10 0.056 0.029 --- 0.03 249 20.75 0.10 0.056 0.029 --- 0.03 250 20.83 0.07 0.038 0.029 --- 0.01 251 20.92 0.07 0.038 0.028 --- 0.01 252 21.00 0.07 0.038 0.028 --- 0.01 253 21.08 0.10 0.056 0.028 --- 0.03 254 21.17 0.10 0.056 0.028 --- 0.03 255 21.25 0.10 0.056 0.028 --- 0.03 256 21.33 0.07 0.038 0.028 --- 0.01 257 21.42 0.07 0.038_ 0.028 --- 0.01 258 21.50 0.07 0.038 0.028 --- 0.01 259 21.58 0.10 0.056 0.028 --- 0.03 260 21.67 0.10 0.056 0.028 --- 0.03 261 21.75 0.10 0.056 0.027 --- 0.03 262 21.83 0.07 0.038 0.027 --- 0.01 263 21.92 0.07 0.038 0.027 --- 0.01 264 22.00 0.07 0.038 0.027 --- 0.01 265 22.08 0.10 0.056 0.027 --- 0.03 266 22.17 0.10 0.056 0.027 --- 0.03 267 22.25 0.10 0.056 0.027 --- 0.03 268 22.33 0.07 0.038 0.027 --- 0.01 269 22.42 0.07 0.038 0.027 --- 0.01 270 22.50 0.07 0.038 0.027 --- 0.01 271 22.58 0.07 0.038 0.027 --- 0.01 272 22.67 0.07 0.038 0.026 --- 0.01 273 22.75 0.07 0.038 0.026 --- 0.01 274 22.83 0.07 0.038 0.026 --- 0.01 2.75 22.92 0.07 0.038 0.026 --- 0.01 276 23.00 0.07 0.038 0.026 --- 0.01 • 277 23.08 0.07 0.038 0.026 --- 0.01 278 23.17 0.07 0.038 0.026 --- 0.01 Page 6 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.802(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U phspad24100.out 279 23.25 0.07 0.038 -------------------------------- Hydrograph in 0.026 0.01 ---------------------------------------- Time(h+m) 280 23.33 0.07 0.038 ---------------Q---------f----- --0+-5 0.026 --- 0.01 281 23.42 0.07 0.038 VQ 0.026 --- 0.01 282 23.50 0.07 0.038 0.81 0.026 --- 0.01 283 23.58 0.07 0.038 0.0213 0.026 --- 0.01 284 23.67 0.07 0.038 0+25 0.026 --- 0.01 v Q 285 23.75 0.07 0.038 0.026 --- 0.01 1.22 286 23.83 0.07 0.038 0.026 --- 0.01 0.0464 287 23.92 0.07 0.038 0.026 --- 0.01 0+40 288 24.00 0.07 0.038 0.026 --- 0.01 0+45 Sum = 100.0 v Q Sum = 43.7 I Flood volume = Effective rainfall 3.64(In) I times area 29.7(Ac.)/[(In)/(Ft.)] 0.0842 _ 9.0(AC.Ft) v Q Total soil loss = 1.06(in) 0.0954 1.62 v Q Total soil loss = 2.625(Ac.Ft) 1+ 5 0.1050 1.40 v Q Total rainfall = 4.70(In) 1+10 0.1135 1.23 Flood volume = 391829.2 Cubic Feet 1+15 0.1219 Total soil loss = 114341.3 cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.802(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 --------------------- 5.0 10.0 15.0 20.0 ---------------Q---------f----- --0+-5 0.0031 0.45 ---------------I 0+10 0.0086 0.79 VQ 0+15 0.0141 0.81 VQ I 0+20 0.0213 1.04 v Q 0+25 0.0296 1.21 v Q 0+30 0.0380 1.22 v Q II 0+35 0.0464 1.22 v Q I 0+40 0.0548 1.22 v Q 0+45 0.0632 1.22 v Q I 0+50 0.0731 1.44 v Q I O+SS 0.0842 1.61 v Q 1+ 0 0.0954 1.62 v Q I I 1+ 5 0.1050 1.40 v Q I 1+10 0.1135 1.23 v Q 1 1+15 0.1219 1.22 v Q 1+20 0.1303 1.22 v Q 1+25 0.1387 1.22 v Q 1+30 0.1471 1.22 v Q 1+35 0.1555 1.22 v Q 1+40 0.1638 1.22 v Q 1+45 0.1722 1.22 v Q 1+50 0.1822 1.44 v Q I I 1 1+55 0.1933 1.61 v Q I 2+ 0 0.2045 1.62 v Q I, 2+ 5 0.2157 1.62 v Q 2+10 0.2269 1.62 Iv Q I 2+15 0.2380 1.62 Iv Q 2+20 0.2492 1.62 Iv Q 2+25 0.2604 1.62 Iv Q 2+30 0.2716 1.62 Iv Q I I I 2+35 0.2781 0.94 IQ I I I 2+40 0.2811 0.43 Qv 2+45 0.2839 0.41 Qv II I phspad24100.out 2+50 0.2868 0.42 Qv 2+55 0.2897 0.43 Qv 1 3+ 0 0.2927 0.44 Qv 1 3+ 5 0.2958 0.45 Qv 1 3+10 0.2990 0.46 Qv 1 3+15 0.3022 0.47 Qv 1 3+20 0.3055 0.48 Qv 3+25 0.3089 0.49 Qv 3+30 0.3123 0.50 Qv 3+35 0.3158 0.51 IQ 3+40 0.3193 0.52 IQ 3+45 0.3230 0.53 IQ 3+50 0.3288 0.85 IQ 1 3+55 0.3364 1.09 IVQ I 4+ 0 0.3441 1.12 1VQ 1 4+ 5 0.3518 1.13 IVQ 1 4+10 0.3596 1.14 IVQ 1 4+15 0.3675 1.15 IVQ 4+20 0.3777 1.47 IvQ 4+25 0.3895 1.71 IV Q 1 4+30 0.4014 1.74 IV Q 1 4+35 0.4134 1.75 IV Q I 4+40 0.4255 1.76 IV Q 4+45 0.4377 1.77 IV Q 1 4+50 0.4521 2.09 I V Q 1 4+55 0.4681 2.33 1 v Q 1 S+ 0 0.4844 2.36 V Q 5+ 5 0.4964 1.74 I vQ 1 5+10 0.5052 1.28 Q 5+15 0.5138 1.26 Q 5+20 0.5247 1.58 VQ 5+25 0.5373 1.83 VQ 5+30 0.5500 1.85 VQ 5+35 0.5650 2.17 V Q 5+40 0.5816 2.42 V Q 5+45 0.5984 2.44 1 v Q 1 5+50 0.6153 2.45 V Q 5+55 0.6322 2.46 V Q 6+ 0 0.6492 2.47 1 V Q 1 6+ 5 0.6684 2.79 v Q 6+10 0.6892 3.03 V Q 6+15 0.7103 3.06 1 v Q 1 6+20 0.7314 3.06 v Q' 1 6+25 0.7526 3.07 V Q I 6+30 0.7738 3.08 v Q 1 6+35 0.7972 3.40 V Q 6+40 0.8223 3.65 V Q 6+45 0.8476 3.67 V Q 6+50 0.8730 3.68 V Q I 6+55 0.8984 3.69 v Q I 7+ 0 0.9238 3.70 v Q l 7+ 5 0.9494 3.71 V Q I 7+10 0.9750 3.72 v Q I 7+15 1.0006 3.72 V Q 7+20 1.0285 4.04 V Q 7+25 1.0580 4.29 V Q 7+30 1.0877 4.31 v Q 7+35 1.1196 4.63 1 V Q1 • 7+40 1.1532 4.88 1 V QI 7+45, 1.1869 4.90 1 V Q1 7+50 1.2229 5.22 V Q . 7+55 1.2605 5.47 V Q 8+ 0 1.2983 5.49 V Q Page 8 . 8+ 5 1.3405 6.12 8+10 1.3859 6.60 8+15 1.4317 6.64 8+20 1.4774 6.65 8+25 1.5233 6.66 8+30 1.5692 6.66 8+35 1.6173 6.98 8+40 1.6670 7.23 8+45 1.7170 7.25 8+50 1.7691 7.57 8+55 1.8229 7.81 9+ 0 1.8769 7.84 9+ 5 1.9353 8.47 9+10 1.9969 8.95 9+15 2.0588 8.99 9+20 2.1229 9.31 9+25 2.1887 9.55 9+30 2.2546 9.57 9+35 2.3228 9.89 9+40 2.3926 10.14 9+45 2.4625 10.16 9+50 2.5347 10.48 9+55 2.6086 10.72 10+ 0 2.6826 10.75 10+ 5 2.7416 8.57 10+10 2.7893 6.93 10+15 2.8363 6.83 10+20 2.8835 6.84 10+25 2.9306 6.85 10+30 2.9778 6.86 • 10+35 3.0359 8.43 10+40 3.1021 9.61 10+45 3.1688 9.69 10+50 3.2356 9.70 10+55 3.3024 9.71 11+ 0 3.3693 9.71 11+ 5 3.4341 9.41 11+10 3.4974 9.18 11+15 3.5606 9.17 11+20 3.6238 9.18 11+25 3.6871 9.19 11+30 3.7504 9.20 11+35 3.8095 8.58 11+40 3.8654 8.12 11+45 3.9211 8.09 11+50 3.9791 8.41 11+55 4.0387 8.66 12+ 0 4.0984 8.68 12+ 5 4.1733 10.87 12+10 4.2596 12.53 12+15 4.3466 12.64 12+20 4.4359 12.96 12+25 4.5268 13.20 12+30 4.6178 13.22 12+35 4.7132 13.85 12+40 4.8119 14.33 12+45 4.9108 14.37 12+50 5.0120 14.69 12+55 5.1148 14.93 • 13+ 0 13+ 5 5.2177 5.3315 14.95 16.52 13+10 5.4534 17.70 13+15 5.5759 17.78 phspad24100.out vQ v Q v Q v Q v Q v Q I v Q v Q v Q v Q vl Q vl Q vl Q v I Q VI Q I VI Q I VI QI v QI v QI v Q V Q Page v VQ VQ VQ Q Q v V v V v v v V v M� V VQ VQ VQ QV QV QV Q QV v v v v v Q Q Q Q Q Q Q Q v Q v Q v Q v v v m I •13+20 phspad24100.out 5.6984 17.79 V I Q 13+25 5.8210 17.80 V Q 13+30 5.9436 17.80 V Q 13+35 6.0425 14.37 V Q 13+40 6.1237 11.79 I Q V 13+45 6.2039 11.64 I Q V 13+50 6.2840 11.64 Q V 13+55 6.3643 11.65 Q V 14+ 0 6.4445 11.66 Q V 14+ 5 6.5335 12.91 1 Q VI 14+10 6.6289 13.86 Q VI 14+15 6.7248 13.92 Q VI 14+20 6.8186 13.62 Q V 14+25 6.9108 13.39 I Q V 14+30 7.0030 13.38 I I Q IV 14+35 7.0952 13.39 Q IV 14+40 7.1874 13.39 1 Q IV 14+45 7.2797 13.40 Q I V 14+50 7.3699 13.09 Q I V 14+55 7.4585 12.87 Q I V 15+ 0 7.5471 12.86 Q I V 15+ 5 7.6335 12.55 I Q I V 15+10 7.7184 12.32 I Q I V 15+15 7.8032 12.31 Q I V 15+20 7.8858 12.01 Q I V 15+25 7.9670 11.78 Q I V 15+30 8.0480 11.77 Q I V 15+35 8.1205 10.52 IQ I V 15+40 8.1865 9.59 QI I V 15+45 8.2522 9.54 Q1 I V • 15+50 8.3179 9.54 QI I V 15+55 8.3837 9.55 1 QI I V 16+ 0 8.4495 9.55 1 QI I V 16+ 5 8.4831 4.87 QI I I V 16+10 8.4923 1.35 Q I I I V 16+15 8.5002 1.14 Q I I V 16+20 8.5080 1.14 Q I I V 16+25 8.5159 1.15 Q I I V 16+30 8.5238 1.15 Q I I V 16+35 8.5297 0.85 IQ I I V 16+40 8.5339 0.62 IQ I I V 16+45 8.5381 0.61 IQ I I V 16+50 8.5423 0.61 IQ I I V 16+55 8.5466 0.62 IQ I I V 17+ 0 8.5508 0.62 IQ I I I V 17+ 5 8.5595 1.25 Q I I V 17+10 8.5714 1.73 Q I I V 17+15 8.5835 1.76 Q V 17+20 8.5957 1.77 Q V 17+25 8.6079 1.77 Q V 17+30 8.6202 1.78 Q I V 17+35 8.6325 1.78 Q V' 17+40 8.6448 1.79 Q I V 17+45 8.6572 1.79 Q V 17+50 8.6674 1.49 Q I V 17+55 8.6761 1.26 I Q I V 18+ 0 8.6847 1.25 Q I I I V 18+ 5 8.6933 1.25 Q V 18+10 8.7019 1.26 Q I V 18+15 8.7106 1.26 Q V • 18+20 8.7194 1.27 Q I I I V 18+25 8.7281 1.27 Q I V 18+30 8.7369 1.28 Q I V Page 10 phspad24100.out 18+35 8.7436 0.97 IQ I I v 18+40 8.7487 0.74 IQ I I v 18+45 8.7537 0.73 IQ I I v 18+50 8.7566 0.42 Q I v 18+55 8.7579 0.19 Q I v 19+ 0 8.7591 0.18 Q v 19+ 5 8.7625 0.50 Q v 19+10 8.7676 0.74 IQ v 19+15 8.7728 0.76 IQ v 19+20 8.7802 1.07 Q v 19+25 8.7892 1.31 Q I v 19+30 8.7984 1.33 Q I v 19+35 8.8054 1.02 Q I v 19+40 8.8109 0.79 IQ I v 19+45 8.8162 0.78 IQ v 19+50 8.8195 0.47 Q v 19+55 8.8212 0.24 Q v 20+ 0 8.8227 0.23 Q I v 20+ 5 8.8265 0.55 IQ v 20+10 8.8319 0.79 IQ I v 20+15 8.8375 0.80 IQ I v 20+20 8.8430 0.81 IQ I I v 20+25 8.8486 0.81 IQ I v 20+30 8.8542 0.82 IQ I I v 20+35 8.8599 0.82 IQ I v 20+40 8.8656 0.82 IQ I v 20+45 8.8713 0.83 IQ I I v 20+50 8.8748 0.52 IQ I v 20+55 8.8768 0.29 Q v 21+ 0 21+ 5 8.8787 8.8827 0.27 0.59 Q IQ v v 21+10 8.8885 0.83 IQ v 21+15 8.8943 0.85 IQ v 21+20 8.8980 0.54 IQ v 21+25 8.9001 0.31 Q v 21+30 8.9021 0.29 Q v 21+35 8.9063 0.61 IQ I I I' v 21+40 8.9122 0.85 IQ I v 21+45 8.9181 0.87 IQ v 21+SO 8.9220 0.56 IQ v 21+S5 8.9242 0.32 Q v 22+ 0 8.9263 0.31 Q v 22+ 5 8.9307 0.63 IQ ( v 22+10 8.9366 0.87 IQ v 22+15 8.9427 0.88 IQ v 22+20 8.9466 0.57 IQ v 22+25 8.9490 0.34 Q I v 22+30 8.9512 0.33 Q v 22+35 8.9535 0.33 Q I v 22+40 8.9558 0.33 Q v 22+45 8.9581 0.33 Q v 22+50 8.9604 0.34 Q v 22+55 8.9627 0.34 Q v 23+ 0 8.9651 0.34 Q v 23+ 5 8.9674 0.34 Q v 23+10 8.9698 0.34 Q v 23+15 8.9722 0.35 Q I v 23+20 8.9746 0.35 Q I v 23+25 8.9770 0.35 Q v 23+30 8.9794 0.35 Q vl 23+35 8.9818 0.35 Q I v' 23+40 8.9842 0.35 Q I v 23+45 8.9867 0.35 Q I v'. Page 11 El Page 12 phspad24100.out 23+50 8.9891 0.35 Q I I ( V 23+55 8.9916 0.36 Q I V 24+ 0 8.9940 0.36 Q I V 24+ 5 8.9951 0.16 Q ( V 24+10 ----------------------------------------------------------------------- 8.9952 0.01 Q ( ( V El Page 12 Water Quality Management Plan (WQMP) PHS Warehouse EMPLOYEE EDUCATION LOG amen r Mame*�Oq` Dated ' W Iy1P (Pnntedj afore it i?roviied ..01, :,. o/DaylYr A-27 Water Quality Management Plan (WQMP) PHS Warehouse Appendix D Educational Materials 0 Stormwater runoff occurs when precipitation from rain or snowmelt flows over ehe-grocnd. lmpervious surfaces like driveways, sidewalks: o' and streetsre p ents[ormwaterfrom naturally soaking into the ground. eonnwater can pick up debris. chemicals, dirt, and other oilutants and flow into a storm sewer system or direct(y a lake, stream, river, wetland, or coastal water. Anything that -r<,..: voters a storm sewei system is discharged untreated.into ,e waterbodies we use for swimming, fishing, and providing rinking water. Pollutcd storm ater.runoff can have many adverse effects on Plants, fish, animals, and people. + Sediment can cloud the water and make it difficult or .impossible for aquatic plants to grow: Sediment also can destroy aquatic habitats Excess nutrients can cause algae blooms. When a!gae die,, they sinik to the bottom and decompose in a process that removes oxygen from the water. Fish and other aquatic organisms can't exist In waterwitll low dissolved oxygen levels. Bacteria and other pathogens can wash into swimming -areas and create health hazards, often making beach closures necessary cttY.�:Sd rfti • Deb: is—plastic bags, six-pack rings, bottles, and cigarette butts—washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, eurdes, and birds- • Household 'hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids Can pOi50n aouatic life. Land animals and people can become sic' or die from eating diseased Fish and shellfish or ingesting polluted water. Polluted Stormwater often affects drinking water sources. This, in turn, can affect human health and increase drinking water treatment COSLS. ('ecyc& at paope,-4 "as coatout d��e, drrlc u uur p�tcdrl, pout', u` ia6t , aid weed fir t- od mrd dye aat {Zirrds. rJo:c ,` potoL 71c�,o orr7o 7irc gacctud o'c oc�a s� uw dr�a:ia . Lawn Dire Excess fertilizers and pesticides a applied to lawns. and gardens wash off and pollute'�l streams, In et' addition, yard �` .•„� � �� clippings and':zk w leaves can wash into storm drains and contrbute nutrients and organic matter to streams. + Don't ovenvater your lawn. Consider using a soaker hose instead of a sprinkler. + Use pesticides and fertilizers sparingly When use is necessary, use these chemicals in the recommended amounts. Use organic mulch or safer pest control methods whenever possible. Compost or mulch yard waste. Don't leave it in the street or sweep it into storm drains or, streams. +, Cover piles of dirt or mulch being used in landscaping projects. ..yam 1, . ;1r,il g automotive fluids into storm drains has the same result as dumping the materials directly into a waterbody. Use a commercial car wash that treats or recycles its wastewater, or wash your car on your yard sc the water infiltrates into the ground. + Repair leaks and dispose of used auto fluids and, batteries at designated drop-oF or recycling -locations. Septic, systellis Leaking and poorly A maintained 4i septic systems release nutrients and pathogens (bacteria and viruses) that can be picked up by sto; mwaterand discharged into nearby waterbodies. Pztnoge s can cause public health problems and environmental concerns. + Inspect your system every - 3 years and pump your tank as necessary (every 3 to 5 years). + Don't dispose of household hazardous waste in sinks or tenets. Pet waste is �G�C Ca d�.�o-r3 pe�Pce .iC�ud mp�rd „ltd ;rear diduw dY.wtd ppwa-u (�G26 6otU✓lwcid GrLirrLv7 t� d-a"i u'i<.0 cG a�. Pet wastecanbe a major source of bacrens and t'7 excess nutrients v' s in local waters. 2t' + When walking your pet, remember to pickup the waste and dispose of it properly, Flushing pet waste is the best disposal method. Leaving ;pet waste on the ground increases public health risks by allowing harmful bacteria and<nutrients to wash into the storm drain and eventually into local waterbodies, Permeable Pavement—Traditional concrete and asphalt don't allow water to soakinto the ground. Instead these surfaces rely on storm drains to divert unwanted water. Permeable pavement systems allow rain and snowmet to soak through, decreasing stormwater runoff. Rain Barrels—You can collect rainwater from rooftops in mosquito- .proof containers. The water can be used later on lawn or garden areas. -Rain Gardens and Grassy Swales, Specially designed areas planted with native plants can Provide natural places for rainwater to collect and soak into the ground. Rain from rooftop areas or paved areas can be diverted Into these areasrathe: than into storm drains Vegetated ,Filter Strlps—Filter strips are areas o native grass or plants created along roadways or streams. They trap the pollutants stormwater picks up as it Flows across dr.veways and streets. paWng.lOCs alid piive0 areas can be washed into rhe storm sewer system and eventually enter local waterbodies. + Sweep up litter and debris from sidewalks, driveways -and parkins lots especially around sto, m drains. + Cover grease storage and dumpsters ar.dkeep them clean to avoid leaks. Report any chemical spill to the local hazardous waste cleanup team. They'll know the best way to keep spills from harming the environment. 0Cessive amounts of sediment and debris to oe arned into the stormlvater system. Construction vehicles can leak fuel, oil, and other harmful `luids 0ra' can be picked up by stormwater and depositedinro local waterbodies. Divert snc mwater away Erom disturbed or exposed areas of the construction site. + Install silt fences, vehicle mud removal areas, vegetative cover; and other sediment and e;oslon contrcls andproperlymaintain ,hem, especially anter rainstorms. + P, -event soil erosion by minimizing disturbed areas during construction projects, and seed ane" mulch bare areas as soon as possible. Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies Excess fertilizers and pesticides can poison.aquauc animals and lead to destructive algae blooms. Livestock in streams can contaminate watepvays,.with-bacteria, making them unsafe for human contact. Keep livestock away from streambanksand provide them a water sourcearvay from waterbodies. + Store and apply manure away from waterbodies and in accordance with nutrient management plan + VegetateYiparian areas along waterways. + Rotate'animal gral-ingtoprevent sell erosion in fields. + Apply fertilizers and pesticides according to label nsta:ctions to Save mercy and minimize polluren. Improperly managed loggingoperations can;esult in erosion and sedimentation. + Conduct preharv2st planning m prevent erosion and lower costs_ + Use logging methods 'and equipment that minim'¢e soil disturbance. +Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor. + Construct stream crossings so that they minimize erosion and physical changes to streams, + Expedite revegetation of cleared areas. Uncovered fueling stations allow spilis to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil, and other harmful Huids that canbe picked up by stormwater. + Clean up spills immediately and properly dispose of cleanup materials. + Provide cover over fueling stations and design or cetrotiitfacilities for spill containment. + Properly maintain fleet vehicles to prever oil, gas, and otnerdischarges from being washed into iocal waterbodies- + Install and maintain oil/water separators. • 0 Count}' of Riversidc Community Health Agency Departhnent of Environmenfat Health 71azard'ous MaterialsA9anagementDiNision ww�v.ri,vcoeh.erg Household I1'27,,ardous Waste Collection Programs July 2005;tnru June 2006 ATTENCI0,N RIVERSIDE,, COUNTY IW, SIDTNTS Hotline (800) 304-2226 Or Phone(951)358-5256 0 Mobile Iiouseltold Hazardous Waste Collec July 2005 Thru Jure 200 Hours of Operation 9:00 AM until 2:0( EASTERN. REGION CP'NTRAL R 'GION Blythe Area Oct. 29, 2005 Banning Area Nov.19, 2005 County Admin. Center Apr. 8, 2006Reppher: Park . May 6, 2006 260 N. Broadway St. 789 N. San Gorgonio Ave. Blyihe - 92225 Banning'- 92220 TB 5491 E6 (cross Murphy St) TB 722 62 (cross Witson 52) Cathedral City Area Nov. 4 & 5, 2005 Calimesa Area Mar. 25, 2006 68-700 Avenida Laic Guerrero Mar. 3 & 4, 2006 City Hall/Communrly Center (cross Van Fleet K Buddy Rogers) 908 Park Avenue Cathedral City - 92234 Calimesa-92320 TB 787 E7 TB 649117 (cross.Erwin St) Desert Hot Springs Area Jan. 7, 2006 Canyon Lake Area Apr 15, 2006 _ CDF Fire Station 1.37 City of,Canyon Lake 65958 Pierson Blvd. 31516 Railroad Canyon Rd Desert.HotSprings :-..92240 - - - -. CanyonLake -92507- TB 696 H4 (cross West Dr) - - - - TB 867 E4 (cross Canyon Lake Dr) Indio/Coachella Area Dec. 10, 2005 Hornet Area Nov. 18 & 19,-2005 Date f=estival Fairground County Road Yard June 23 & 24, 2006 46-350 Arabia Sl. (Gate 1/6) 595 N, Juanita St. Indio - 92201 Hemet - 92543 TB 5470 F2 (cross Dr. Carreon Blvd) TB 811 A6 (cross Oakland Ave) - La Qitinta AreaOct, - 1, 2005 Lake EISInore'Ama First'Saturday of " Parking Lot - -Side AD r. 6, 2006 City Mai61eaan6e F=aoility - the month except - South . of Ave. 57_ _ -� 521 N LangslaffSt._.• . it)Decemberand -. . -... La-Quinta-92253 - Lake Elsinore -'92b3o rY:-- Januar TB849 F7 (cross Desert Club Dr) _ TB 866 Eft (cross Sumner) _.. -. Palm Springs Area Oct. 28 & 29, 2005 ldyllwlld Area May 20, 2006 F=ire Dept. Training Cenlei Apr: 28 & 29, 2006 County Road Yard.. 3000 E. Ale jo Rd. 191W25780 Johnson Road Palin Spring - 92262 �n � Idyllwild - 92549 TB 786 H1 (cross Civic Dr) -TB 814 C6 (cross Highway 243) Rancho Mirage Area Apr. 1, 2006 Murrieta Area . Sept. 16 & 17, 2005 City Property _ - Count"Road Yard Jan. 27 & 28, 2006... 71550 San Jacinto Dr. .__.. _ 26315 Jefferson Ave:- --- May 12'-& 13, 2006 Rancho Mirage, 92270 MumatIi 92562 TB II10 85 (cross Sunrise CQ `" -. -- - ' "' TB 928 C6 (crows muixfeia not spring=ad) � - � r� Caution:. San Jacinto Area Feb. 25, 2006 • ONLY 5 gallons of recyclable liquid waste or total of 50 Old City Corporation Yard pounds max, per car trip .910 Industrial Way • ONLY secured and marked containers accepted San Jacinto CA 92583 TB 810 J2 (cross Grand Ave) - Household Hazardous Waste Information Hotline (800) 304-2226 or:(95I) 358-5256 / ....... .................................. ................... I — , ......................... Sharps Program Sharps containers are available, while supplies last, at HHW collection sites for Riverside County Residents. Residents m full sharps container to a collection site for proper disposal. Sharps Needles Safety Tips Put sharps to the proper disposal container immediately after use; Do not try to recycle your used needlelsyringe; • Do not bend or break needle/syringe after use. Do not put the cap back on (he needle; DO not dISpOSe Of Sharps it KEEP ALL SHARPS AND DISPOSAL CONTAINERS OUT OF REACH OF • • • • • • • • • • • • • • • • • • • • • See information information Bulletin #97-08 W .Fwc l .h.nrn W-Cfi for mora information on hnw in rlisnnse of need ne Schedule WESTERN REGION oinas Bros. Guido --TB 4 - S u Pion. Collection sites will close if rained out or excessive winds Absolutely NO business or non-profit waste: NO 30 or 55 gallon drurns t our Web Site nt wN ww,rivcoeh.org Ig Uieir r�� DREN .••••••••'•••••••••• viirv,ec alhnmP Vhat is household hazardous Waste? Now accepting Ns and computer monitors Aerosol cans, surninuan cleanenv/ acid, Ammo- nia -based cleaner, Drain opener w/ lye, Floor care products wl solvent, Furniture dish, Oven cleaner, and Rodent poison K I T C H E N i Artists' paints and mediums, Has powder, Household batleries, Kerosenelarnp oil, Lighter fluid, Moul balls/flakes, Pool/spa chemicals, Rug cleaner, Spol remover w/. solvent W O Il K 6 H O P Antifreeze, Auto bid eves, Transmission tiuid,, Brakefluid, Carburetor cleaner, Chmrne \o - polish, Gasoline, Diesel fuel, Engine de- r, greaser, Morrell G A R A G E -I Fertilizer, Fungicide. In pesticides Moss killer, Slug and snail poison. Weed killer/herbicides GARDENING til Chlorine bleach, Deodorizer/Air freshener, �� Disinledant, Mercury, Nail polish remover, Shoe dye, Toilet, lub and file cleaner, Sharps BATHROOM Chemistry set, Fiberglass & epoxy resins, Glue wl solvent, Gun cleaner, paint late)(/oil based, Paint - sinpperw/soNen(, Pain[ thinner/turpentine, Photographic chemicals, Varnish, Wood preservative, Caulking malerial,BBO propane MISCELLANEOUS larks -Sept. 23 &"24,-2005.- y Corporation Yard Dec. 2.& 3, 2005 0 corporalion- Yard Way Apr. 21,& 22, 20061.j. nana 92IIf 0 ;" June`16 & 17, 2006 1743 C4 (cross Cota St) )reno Valley Area Oct. 14 & 15, 2005 y Maintenance Facilily Feb. 3 & 4, 2006 670 Perris Blvd. Mar. 24 & 25, 2006 )reno Valley - 92551 .June 9 & 10, 2006 747 G2 (N of Iris Ave) ,rco Area , .. .__ _<- OcL22; 2005 rco_Communify Center. -. Mar. 18, 2006 OD Acacia Ave:'" rco-,92660 -- 713 E3 (cross Taft@ H:hn ncr Aye) dley Area Sept, 3, 2005 unty Road Yard Every Saturday it Van Buren Blvd- beginning E9w •erside.- 92509 Oct. 1, 2005 Qi 6B4 F6 (ta,clay Sl) (e Pthoiid yweekends) rerside Area `-.Sept .10, 2005 - y Corporation'Yerd -"Dec 10,2005 -- )5 Lincoln Ave-' �_- Mar 11 2006 le 92504= J ne3 2006 D5 Ic o s St, Lawrence S() -_ oinas Bros. Guido --TB 4 - S u Pion. Collection sites will close if rained out or excessive winds Absolutely NO business or non-profit waste: NO 30 or 55 gallon drurns t our Web Site nt wN ww,rivcoeh.org Ig Uieir r�� DREN .••••••••'•••••••••• viirv,ec alhnmP Vhat is household hazardous Waste? Now accepting Ns and computer monitors Aerosol cans, surninuan cleanenv/ acid, Ammo- nia -based cleaner, Drain opener w/ lye, Floor care products wl solvent, Furniture dish, Oven cleaner, and Rodent poison K I T C H E N i Artists' paints and mediums, Has powder, Household batleries, Kerosenelarnp oil, Lighter fluid, Moul balls/flakes, Pool/spa chemicals, Rug cleaner, Spol remover w/. solvent W O Il K 6 H O P Antifreeze, Auto bid eves, Transmission tiuid,, Brakefluid, Carburetor cleaner, Chmrne \o - polish, Gasoline, Diesel fuel, Engine de- r, greaser, Morrell G A R A G E -I Fertilizer, Fungicide. In pesticides Moss killer, Slug and snail poison. Weed killer/herbicides GARDENING til Chlorine bleach, Deodorizer/Air freshener, �� Disinledant, Mercury, Nail polish remover, Shoe dye, Toilet, lub and file cleaner, Sharps BATHROOM Chemistry set, Fiberglass & epoxy resins, Glue wl solvent, Gun cleaner, paint late)(/oil based, Paint - sinpperw/soNen(, Pain[ thinner/turpentine, Photographic chemicals, Varnish, Wood preservative, Caulking malerial,BBO propane MISCELLANEOUS larks What is (he 81 reason water bodies such as creeks, rivers, and lakes get dirty? It's from pollutants that now into storm drains then make their way to your favorite water recreational facility. The storm drain system is designed to prevent flooding and is not connected to a r iri treatment facility. "r y You can help prevent water pollution by. " Reporting a storm drain disposal sighting ' Picking up pet waste and disposing of it " Not over -watering your lawn ' Trashing all non -hazardous waste ' No( blowing debris in the street ' Properly disposing of all hazardous waste " Not hosing down: use a broom and shovel ' Using alternatives to chemical cleaners Call 1-800-506-2555 to report storm drain disposal or obtain more information. You can also E-mail us at flood.fcndes@co,riverside.ca.us or visit www.floodcontrol.co.riverside.ca.us HAZARDOUS MATERIALS MANAGEMENT DIVISION HOUSEHOLD HAZARDOUS WASTE / ABOP ABOP Sites Collect Antifreeze, Batteries, Oil, and Latex Paint R ABOP's are open Saturdays 9:00 AM to 2:00 PM AN -1 Palin Sprines is open from 7:00 AM ro 12:00 PM duYing June, July, Aug and SeptABOP's -are Closed Holiday Weekends + Pedley ABOP: 6851 Van Bureri.Blvd. -{-Riverside -{-92509 Palm Springs` ABOP: 3000 E. Alejo Rd. +Palm Springs 4-92262 Murrieta ABOP: 25315 Jefferson Ave. 4 -Murrieta -1-92562 Will accommodate multiple trips if storage capacity allows E ^a Conditionally Exempt Small Quantity Generator (CESQG) What is a CESQG 7 Businesses that generate up to 27 gallons or 220 lbs. of hazardous waste, or 2.2 )6s of extremely hazardous waste per month are called CESQG's. Businesses are required to use a licensed hazardous waste hauler to manifest and transport their waste. The most common CESQG's are painters, print shops, auto shops, builders, churches, schools, non-profit groups and property managers. What Is the CESQG Program? This Program is a hazardous waste pick-up disposal service for eligible businesses/non-profit organizations in the County of Riverside. This Program provides small quantity generators with a legal and affordable way to dispose of their waste with all legal documentation provided as part of the service. How do I get the service? To arrange an appointment for the CESQG Program, call 1 (000) 952-5566. A disposal fee will be charged based on the type and amount of waste. I For mrcrination on'cios pd -loop' s000i.ei and recycfrroloispo=_a! "2ndors, conted: Cou my of 41ver,; Aa ''ealih Servlers nrc.ncy Decarmenl of Envlronmenlal Health ,vt L909) 3L8 -DOSS_ SPILL RESPONSE AGENCY: I -.Z -MAT. (909) 358-1 A.FTaR 5:00 P.'d.: (909) 358-5245 OR HAZARDOUS WASTE DISPOSAL: (969).358-5 RECY UNG INFORMATION' 1-800-366-5, To REPORT ILLEGAL DUMPING OR A CLOGGEI STORM DRAIN: _ i -800-5c&2 iG cRlYt 1. l "11 Llect t ro t O '!Helm Into -On r.r rNIrTloP prr en,ion ivilia..�, l-09 ...l 11. The Ciees and County of Riverslda S'fomWater/CleanVYWer ProleCJon Prot 1-800-506-2555 LZ _r n a Peal Irl Pmgrn Nr [ryiu vr.r;nr R 11 inu 5. vnlY S. r 111, r na,iun I '•la,�a IZ� -Rrvorslde. County has nvo Goom<ge systems -Scall ry ,;ewers e no z,o.m Cruins. Th¢ slOrm cram, system is designed to halo prevent flooding by cam,mo excess ramwa:er av,a} tram sl cr>Is. swm o In(: cloTrfl c nn Sys':e:n ',ocs nail prow dr for urlil,r IrL- l l,f.,f tl=o a: rd3 ;'.1 '.n unmfcndoc'linctlon of ttN nsgoninn; nJlutents dlrrc:ly tc our :vatcnvays Ltvllka sani!ary sewers, sntm drains u . are not connected 10 a :reatment E00® SERVICE local — reay(Ow to our local streams, rivers and lakes. ersandlakes INDUSTRYAlasleof ashwatpr ffeneraledbytre foodservice � ! Intisityuf nCU falls 11 rMssurh lo' d _ w s s,oll or asc dmor9cr(s -Ind cgrrasm s. r Tliese iiaIenrafscandeg 1Ce IOcafwaters 1- en allowed to low flO a SL)rjn of Cin systell_ Sicr'n wager P olWtlon causes much uch as 60/ of cur water p011ulfon problem. It)eopardl es rhe nuality of our waterways and poses a thrsat to groundwater,-`�A--, > _ g resosrces if pollutants percolate through soil, PrIazi + as r " Since pr eve nting Collutlo n is'much ens ier,-; ld l ess rxt9!ly, .,hall clea fling C.p-aherthef' t ,LeCrjP', -&11a County oLkv;rsldo S[o-„6Ja tr-;r/Glnand, 11ri Prut,.c6r,l rro<ram lntorm shlcn:e earl 7USlnesee5 on Dol'ruGun pl'e';bntloi' ZCWities ;ur`1 aS 'Se nest Nf, a-ement `-ra r"IC_5 (vr:SPS} described in this p,amphleL, f J. "rile Cities and Ceun y of Rlvcrs!de novc altipfcd ordlnonces for stcrmwatcr n mrgemcr.l and d15cflaige coillful. In P.cccrdanza wi0151nte and fed9rsl law, these oG31 slorm',va!el ortirlances prohlplt no dlsrharg(; ofwtisnos Intotho storm drain WS rim or IGC, Il SUCGCQ Waters. -f `:Is indudr3s dlschar(g OS (rola tho lood snrvice Industry [OGtailmn bCd wostOS Olt, rroP.'Sc' delcrrcnls. and Ca gfeaSPB. - - _ PLEASE NOTE: A uLmmon stu mwater polluGwi plcblem associated rvi'fh the -our, service Industry Is the dlschnrmn of wnshwrror iWc nlleys and Ou"ors, [utd Ino hosing 'down of outdoor areas.- Often, thass activi;les flush oo!hhnts Into the storm Grain - system.'` The discharges Of. pollul ants is strictly prohibited by ioc:al ordinances and .- slelr ono Gdflml r egulnllors - - Cleanin' It Right ... Pour mop and w'ash'wnlar into Ino rnop sink or down floor drains . .not Into guhers; alleys. parking to s or a 510'nl C .Ir._ Wash greasy ecuipman I only In deslgna,ed Nash areas which al an rl, conn card to Ile, tiewel 'y-s'� rn with .an u,awoprlate olw,ller soporalor. Also, rivo!d r,dshin �' Yilch„n mala. ,artaUa ronlal,ners. and other Items w. areas where '.v rstzwaler is IikeD/ to flcro'olo a storn; drain- - Watch Out For Spills ... Use dry methods far spill cleanup. Don't hose down outside spills. Use rags or 'absorbents such as �I cat litter and Peen I, d' dispose of in Iiw ISI garbage, or handle ''in hnLz ldcus waste: 3 s 3 a roprl uo. If nor :sary, mo? the 'ilea :+itl: a n ro;lunt anuoanl of wator. Proper Storage and Disposal ... General cleaners, floor cleaners, solvents, and dnlo riga n is piton contain ox;subsvinruos. - Rend labels carefully and store snd diwoso or these proaucls properly., _ R-IdGM9CR. Don' brow � laxic wns[n into Iht bash or no a =tarn, drlln 10 �lr pore loxre spill call 91 l I or infurlria ern on halardous waste pick-up call (909)35&5055. I , Grease and Oil ... Handlo and dispose of grosso properly. Save used cooking grease and oil for recyclinq.In tallow bins or sealed containers. Neverpou, yreaso into a sink, floor drain, dumpster or storm drool Watch out for. - ;!nd -oport l0. maragerirent, ovorflov. nnG - art3asa — Irtercen tom. Call (909) 355 5171 - frr d spos,ll -� irlannallon. How,`Bout That ` Outdoor/Sidewalk Dumpster ... Areas . . Keeocturnpalerand loading doc'aareas clean •Swaop up food particles- cgareile bin's, and :bnlrol Lilar by swr3oplme - don t hose down -.. travh from "outdoor dining area=, h0o-c the aro d. Replaco rinsing ors cam -cleaning. leaky rumpsters Don t use toxic bleeches and rasp Ifds qrd laiyenls w,Ien C10son 0 ,trop of �� you pressijrn wesh ,(qtr" ralnw<ter I outdoor din!na (/' ^ 11 - :al L'Ati r'ra nCP.' orsur cund'mn �. ' sidewalk areas. t p\�q� Use Water -Friendly Products ... ' Whonover possible, purchase water-o:asod. cldaning products. Look for produc!s . labeled non-loxic' "non -pot olourn besoU' ' 'aplmonln rrc � ' - 'ohospnate free,': and 'par .ma FPA,. or'ro kbily. biodegrzcable.',: I Everyone contributes a little to the problem of stormwater pollution, Now it's time for all of us to become part.of the solution! You maybe ofroaoy irrplempn,ing n;;;,:y r,( thc; Bndl''Sproscribctd in rhes brpchcuet Howa�.er it you discover env pc7er,ilei omblerri areas, please ca,s,der using idle or ru n,.a oflhe rncaromenuud'3N,.�S. Also, ploesa nolo !hbf ('le P-ier.sioo Cunofy Environrnonfnl He9/!h DoparrnmW w,lf morn or oo qnh I so.. _es of s o,irwa!e, pollulion act, vi ,es burn rg regularly sched. led inspc`clior s o/load srr vier, loop lost !Moan, - Deroar,rlon, s!m`f cbsorvo rc ivi 21s wnlrn stay PO cart Ibulno to slornwa(e u!'ulien, sugges4onc wi l be DrunOor' .Icor use of prosGr,=f B.VPS hscod :n leis h a /hive viz beoHered. Please remember: ONLY RAIN 1N THE DRAIN 0 • Wi1ig1i ��l�� � � �eni�fjs and lids, RNERSIDE COUNTY WATER AGENCIES: C y o 5onnwg (95.1) �n Cil, of ( 7698520 - Cily of 31y➢12 (760) 922-6161 C:Iy al CDa (760) 392-2502 i:nBCJ1P.9 Valley N71Cf O i(til O6Q) 3982661City of Corona (9i I I 736-2259 Desen Center. GSA, '51 (760) 227-1203 E.astem klucicipal Waler Oslyd (951)920-7777 EIs note Valley I.PlrD (95 1) 674 8145 F1m Aluleal V,'ater Company (951)2Ya-419x' City of Healed. (951) 74537 12' Idyll•,vlld VVACer Dis Ida 195 I) 65'}21 d3 Juropa Con:mm"ify 5oracas Dislrva (95:1)360-6795 Lake Hemel MIND (451) 656-72: 1 lee Lake N ale'r Dlstrlal (951) 271 -IA I, March Air Fo,c Dare (951)5564000 L,Iesioa SpnnOs V,`1 e, Disb161 (760) 229-6146 .City of palm'SpLn9s (760)3215153 wramr oCs hial 111y Services District Inc Yucaipa 7895000 797-5117 CALL -800-506-2555 to: Repot tlo99ed s4iim aealns or (legal slam drain deposal Irpnr _m(12Ny1, rldLlSellf ColorrgUon ,re CCrn,,,GI Si;pi in10 pu_^frC streets, smrmd ms and'wrnlcr Dcd, An9 out aLVVI dui rarjo,u slam Oryn lcllulian ple'vcnlion m al'aials. Locam me dates eMl ldncs ol. I-Io.wt id H.,dus Plode c4; ec6O,, EMnl: RCgilesl iYloll; nf. hJpdVXI(L U.r dasS ,U'11 txCsenlat'}-s. - locale oin;x Gmniy emkormcn4�lsary :-es. Re.,ire grass EyCIng in IDu...,an and carnposllr•g rr,hn, fn),oCIi ra. - Oh isit carr (Riverside Coonly Flood Control Dish❑ vrensh ac yyvnv flo od c�nlr �O rlvmside ca=tif. - - Other links to udd11 onal. storm drain polNtion information: C 1y o R'Nc151cc Envbonmentzl Haa➢p: M--.Jvov—,6r3 Cnl wia Slate b7,e: R,e's?u,, Goncervzf ori Oom U: - 1vn1 fi ca .NL^_l C allfmnia'rYC1;,Cf :ci`Oyalily-TaSk Fnrce: v�nQfrebmdF�k&ggi Un11eU SFalc En vi mnmenl al Prole,1ian Agen_,y (EPA). '?'1:.•',5pa_79:.PIiLi_'P271o!?lf'PS__ ro't nnis4'rtS�r him {mmpl'ianco essiv�nce.lnlonnaUen) 0 R:vt rstd F. -C Du lift O,iv Rai, in the Storm Drain Pc{I,::oc Prole, l`on Program 9r.Idd lly a.znoaled9es the Day Area S:mfna•ai±`r Aln'all m^_nlAI'lcics All Dci,I Gan ,ISlhe C15aning Er, of pm o n; Trade As sy: imicn for Info.-:ra:4n;:: Daided in : h,.F.rnchurr. VAOt You should know . .. a. 5=FTi.,.............vcaao Do you know , . , where t water actually does? 0.1BYM B lST] 1�IS f1T'0') 7TH UDnf11UIDII 1D SS9In����' Ivefl))IMPINM W HIS! The primary purpose of storm drains is to cavy rain water away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries flow directly into rivers, lakes, and streams, Wastewater from residential swimming pools, jacuzzis, fishponds, and fountains often contain chemicals used for sanitizing or cleansing purposes. Toxic chemicals (such as chlorine or coppe. based algaecides) can damage the environment when wastewater is allovaed to flow into our local rivers, lakes, C streams by way of thestorm drain system. Each of us can do our part to help clean ourwater, and that acids up to a pollution solution. The Cities and Counly of Riverside have adopted ordinances for storm drain pollution management to maintain discharge control and prevent illegal stort-n drain discharge. In accordance �jith state and federal law, these local storm water ordinances prohibit the Gscharge of pollutants info the storm drain system or local surface waters. The Only Rain in the Storrn Drain Pollution Program informs residents and businesses of storm drain pollution prevention activities such as those described in this brochure. PLEASE NOTE: The discharge of pollufznts into the street, gutters; storm drain system, or waterways —without a Region:.) Water Quality Control board permit or waiver—is strictly prohibited by local ordinances and state and federal law. yodff'r Pahl ffo P#16 Use W heSP Gfflfleflno- S MV Popov BY&MW 05 �. Discharge Regulations Requirements for pool draining in a y differ fro rn city to city. r Check with your water agency to see if disposal to the sanitary sewer line is, aIIo,r4pd for poo I discharges (see reverse side for Riverside County water purveyors). If sewer discharge is allowed, a hose can be run from your swimming pool pump to file washing machine drain or a sink or bafhlub. If sewer discharge is not allowed, or if your house is served by a septic tank, review the options presented below. Refinishing Pool Surfaces If you are resurfacing your pool, or resurfacing the pool patio area, be sure to hose down mixers, tools and trailers In a dirt area where rinse water won't flow into the street, gutter or storm drain. Local storm waler ordinances strictly prohibit the discharge of pollutants into the storm drain system. Residues from acid washing and similar activities require special handling. Never discharge low or high pH wastewaler into the street, gulteror storm drain. > ischa;ge ")P.Jcfns If your local sewer agency will not accept pool water into their system, or ifyou are on a septic tank system follow these guidelines: 1. Reduce or eliminate solids (e.g.,debris, leaves or dirt) in the pool water. �fl 2. Allow the chemicals in the pool water to dissipate. This could take s�v up to seven (7) days depending orf the lime of year Create a co-op;,lct your ngighborshare your pool while theirs is being prepared for draining, then use their pool while yours is being dra;ned. Chlorinated water should nol be discharged into theslorm drain or surface waters. This includes large pools such as community swimming pools or spas. 3. When the pool wafer is free of alI chemicals (verify by a home pool water lest kil) drain pool water to landscaped areas, lawns, yards, or any areas that will absorb the water. 4. You may have to drain the pool water over a period of a few days to allow the landscape areas to absorb most of thewaler S. Control the flow of the draining pool water to prevent soil erosion. Do riot allow sediment to enter the street, gLitter ors [arm drain. 6. Avoid discharging pool water into the since: and storm drain system. Water runoff that enters the street can pick up motor oil, pet waste, trash and other pollutants, eventually carrying them into the storm drainsystem and local surface waters;. 0 0 1 u rj/V Inv AMMW PONY McRuN ang k1ORMOM Cleaning Filters Discharge of pool filler rinse water and backflush to a stream, ditch, or storm drain is prohibited. Backflush from pool filters must be discharged to the sanitary sewer, on-site septic tank and drain(ield system (if properly designed and adequately sized), or a seepage pit. Alternatively, pool filler rinse water and backwash may be diverted to dirt or landscaped areas. Filter media and other solids should be picked up and disposed of in the trash. Chem cat Storage ~~' Handling Use only the an indicated on prods labels. Store chlorine and other chemicals in a covered area to prevent runoff, Keep out of reach of children and pets. Chlorine kits, aver retail swimming pool equipment and supply stores, should be used to monitor the chlorine and pH levels. Algaecides Avoid using copper f —> / based algaecides i'` �t �! I fI '1 unless absolutely j necessary_ Control �! algae with chlorine, organic polymers or other alternatives to`'� copper -based pool �� chemicals, Copper is � a heavy metal that can be toxictoaquatic life Chlorine and other pool chemicals should never be allowed to flow into the gutter or the storm drain system. Proper Disposal o; Pool Chemicals If you need to dispose of unwanted Pool chemicals, fist try giving them to a neighbor with a pool. If that doesn't work, bring unwanted pool chemicals to a Household Hazardous Waste (HHW) Collection Event. Thece's no cost or bringing HHW items to collection ents - it's FREE! Call 1-800-506- ;5 for a schedule of HHW events in community. MENER put unused cnernicals into the trash, onto the ground or clown a storm drain. For additional information, please visit to following websi tes. 51cte Water Quality Resources �:. Control Board ht tp://wn (Y,svir(bca 9 Vstorm!+-tr/ in exl�trPl OR E-mail us at: (,(ood cppdes _to,�iv_erside.cays OR Call our TOLL FREE HOTline number of 1 -800-506-255.5,lo report illegal storm drain disposal, or visit our vebsite of hhltp_/-Iv co Lverside ta.us�d_9� L load/ YouCQrt0p-pAp RIVERSI-DE COUNIY ANIMAL SHELTE-R LOCATIONS: BLYTHF 16450 West Hobson Way Blythe, CA 92225 rr 'Z,,' •, 760-921-7857 HEMET 800 South Sanderson Hernet, CA 92545 909-925-8025 INDIC) 45-355 Vcn,Buren ILidio, CA :9.2201- 760-347-2319 RIVERSIDE 5950 Wilderness Avenue Riverside, CA 92504 909-358-7387 FOR ALL OTHER AREAS CALL 1-888-636-7387 � /o TI TPS FOR, 1 L_ \ 1. I i `i C f-''� 1 l, f i t_ I A 1— E'1\1Vt OOIN1� EN +_ 0 0 0 CREATE A HEALTHY ENVIRONMENT and around your home by followin� these simple pet practices. Your pet, fai;rily end neighbors will appreciate their clean cornfortablesurroundings. HOUSEHOLD PETS We all love our pets, but pet waste is a subject everyonelikes to avoid. Pet waste left on trails, sidewalks, streets, and grassy areas are immediately flushed into the nearest waterway when it rains. Even if you can't see water near you, the rain or waste water WASHES all that PET WASTE and BACTERIA INTO THE STORMDRAIN where if travels to your neighborhood creek or lake untreated. These animal droppings also contain nutrients that can promote the growth of algc'e, in our streams and lakes. The risk of ST0PMWATER CONTAMTNATION INCREASES, if pet waste is allowed to accumulote in anihial pen areas or left on sidewalks, streets, or driveways where runoff can carry them to storm sewers. Some of the DTE.=..5:=5 T HAT CAN SPREAD from pet waste are E, coli, a bacterium that can cause disease; and fecal coliform bacteria; which is spread through feces. bogs also carry salmonehn andig ardia. Orgahisrris causingthesP diseases move from the dog into the environment. They can be carried by flies and other insects, wind and dust. Flies and other pest inszcis can also increase when pet waste is disposed of improperly, becoming a nuisance and adding yet another vector far disease transmission, HAT CAN YOU DO? SCOOP up pet waste and flush it down the toilet. NEVER DUMP pet waste into a storm drain or catch basin. USE the. complimentary RAGS or mutt mitts offered in dispensers at local parks. CARRY EXTRA RAGS when walking your, dog and make them availoble to other pet owners who are without. TEACH CHILDREN how to properly clean up after a pet. TELL FRIENDS AND NEIGHBORS about the ill effects of animal waste on the environment Encourage them to clean up after pets, DID YOU KNOW ...Calling the TOLL FREE 1--800-506- 2555 can be your one-stop resource to report improper storm drain practices, locate dates and times of your nearest Household Hazardous Waste Collection Event, obtain an array of free printed material on storm voter pollution prevention, request classroom presentations, and free grosscycling infomation and composting workshops. 0 0 0 SCOOP THE POOP Many communities have."Scoop the Poop" `a lows that govern et waste b;ac 9 P cleanup. Some of these laws specifically require anyone who walks an animal off of their property to )s carry bag, shovel, J (� I or scooper: Any I I(l waste left by the f animal must be c l ea n d uli immediately. CALL YOUR LOCAL CODE ENFORCEMENT OFFICER to find out more about pet waste regulations. Pets are only one of the many fixtures of suburban America that add to water pollution. Lawn fertilizers; rinse water from driveways and motor oil also commonly end up in streams and lakes. CALL 1-800-506-2555 FOR HOUSE- H0LD HAZAP.DOU5 WA5 i E COLLECTION LOCAT7:6Ns AND DATES to dispose of your leftover hazardous materials. Maintain your automobile to avoid leaks, Dispose of used vehicle fluids properly. Your pets can be poisoned if they ingest gas, oil or antifreeze that drips onto the pavement or is stored in open containers. NEVER HOSE VEHTCLE FLUIDS into the street or gutter. USE ABSORBENT MATERIALS such as cot litter 1'0 clean- up spills. SWEEP UP used absorbent materials and place it in the trash. HORSES AND LIVESTOCK Fortunate enough to own a horse or livestock? You, loo, can play a port in protecting and cleaning up our water resources. The following are a few simple Best Management Practices (BMPs) specifically ✓, designed for horse,�1 owners and landowners Y,_y=> with horses. STORE your manure properly, Do not store unprotected piles of manure in places where runoff may enter, streoms, and wash the manure away, Place a cover or, tarp over the pile to keep roinwater out, CHECK with your local conservation district to design manure storage focilii'ies to protect water quality. These structures usually consist of a concrete pod Ia protect ground water and a short wall on one or two sides to make manure handling easier. 0 TR`/ composting - A vegetative cover placed around builulings or on steeper slopes can ,--� tG help minimize era ion�r s and absorb nutrients while improving the appearance of �'(l your property. fl T �A In addition, vegetative covers will Provide animals with better traction during wet or icy conditions. KEEP animals out of steams - Designed stream crossings provide a safe, easy way for horses and livestoc_ k to streams_ Fencing encourages the use of the crossing instead of the sfreambcd to navigate streams.- This will allow vegetation to s-tabilize noturol stream banks and reduce sediment pollution. PLOW pasturesY to proper height, six (6") inches is typically recommendec PAATERTAL STORAGE SAF / i Many of the chemicals found in barns require careful handling and proper, disposal. When using these chemicals, be certain to follow these common sense guidelines: Buy only what you need. Treat spills of hoof oils like a fuel spill. Use kitty Infer to soak up the oil and dispose of it in a tightly sealed plastic bog. Store pesticides in a locked, dry, well -ventilated area, Protect stored fertilizer and pesticides from rain and surface water. Call 1-800-500-2555 to locate ycur local conserve ion district io find out what to do with your, current backyard lure pile, hots to re-establish a healthy sture, what to do about weeds, and what grasses grow best in your, soils Thank you for doing your, part to protect your, watershed, the environment, and the equestrian way of life in your community! y .• • Extended Detention Basin Description Dry extended detention ponds (a.k.a. dry ponds, extended detention basins, detention ponds, extended detention ponds) are basins whose outlets have been designed to detain the stormwater runoff from a water quality design storm for some minimum time (e.g., 48 hours) to allow particles and associated pollutants to settle. Unlike wet ponds, these facilities do not have a large permanent pool. They can also be used to provide flood control by including additional flood detention storage. California Experience Caltrans constructed and monitored 5 extended detention basins in southern California with design drain times of 72 hours. Pour of the basins were earthen, less costly and had substantially better load reduction because of infiltration that occurred, than the concrete basin. The Caltrans study reaffirmed the flexibility and performance of this conventional technology. The small hendlos.s and few siting constraints suggest that these devices are one of the most applicable technologies for stormwater treatment. Advantages ■ Due to the simplicity of design, extended detention basins are relatively easy and inexpensive to construct and operate. TC -22 Design Considerations _.......__.._. __.__,......__.__...... ...,... ■ Tributary Area ■ Area Required ■ Hydraulic Head Targeted Constituents J Sediment ✓ Nutrients • J Trash u J Metals ✓ Bacteria ✓ Oil and Grease J Organics Legend (Removal Effectiveness) • Low ■ High Medium o Extended detention basins can provide substantial capture of sediment and the toxics fraction associated with particulates. ■ Widespread application with sufficient capture volume can u provide significant control of channel erosion and enlargement 4Californiacaused by changes to flow frequency relationships resulting stormwater m envious cover in a watershed. frothe increase of int P �o. Quality Association January 2003 California Stormwater BMP Handbook 1 of 10 New Development and Redevelopment www. cabmphandbook.com TC -22 Extended Detention Basin • Limitations ■ Limitation of the diameter of the orifice may not allow use of extended detention in watersheds of less than 5 acres (would require an orifice with a diameter of less than o.5 inches that would be prone to clogging). ■ Dry extended detention ponds have only moderate pollutant removal when compared to some other structural stormwater practices, and they are relatively ineffective at removing soluble pollutants. Although wet ponds can increase property values, dry ponds can actually detract from the value of a home due to the adverse aesthetics of dry, bare areas and inlet and outlet structures. Design and Sizing Guidelines ■ Capture volume determined by local requirements or sized to treat 85% of the annual runoff volume. ■ Outlet designed to discharge the capture volume over a period of hours. ■ Length to width ratio of at least 1.5:1 where feasible. ■ Basin depths optimally range from 2 to 5 feet. ■ Include energy dissipation in the inlet design to reduce resuspension of accumulated sediment. ■ A maintenance ramp and perimeter access should be included in the design to facilitate access to the basin for maintenance activities and for vector surveillance and control. ■ Use a draw down time of 48 hours in most areas of California. Draw down times in excess of 48 hours may result in vector breeding, and should be used only after coordination with local vectorcontrol authorities. Draw down times of less than 48 hours should be limited to BMP drainage areas with coarse soils that readily settle and to watersheds where warming may be determined to downstream fisheries. Construction/ Inspection Considerations ■ Inspect facility after fust large to storm to determine whether the desired residence time has been achieved. ■ When constructed with small tributary area, orifice sizing is critical and inspection should verify that flow through additional openings such as bolt holes does not occur. Performance One objective of stormwater management practices can be to reduce the flood hazard associated with large storm events by reducing the peak flow associated with these storms. Dry extended detention basins can easily be designed for flood control, and this is actually the primary purpose of most detention ponds. Dry extended detention basins provide moderate pollutant removal, provided that the recommended design features are incorporated. Although they can be effective at removing 2 of 10, California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Extended Detention Basin TC -22 some pollutants through settling, they are less effective at removing soluble pollutants because of the absence of a permanent pool. Several studies are available on the effectiveness of dry extended detention ponds including one recently concluded by Caltrans (2002). The load reduction is greater than the concentration reduction because of the substantial infiltration that occurs. Although the infiltration of stormwater is clearly beneficial to surface receiving waters, there is the potential for groundwater contamination. Previous research on the effects of incidental infiltration on groundwater quality indicated that the risk of contamination is minimal. There were substantial differences in the amount of infiltration that were observed in the earthen basins during the Caltrans study. On average, approximately 40 percent of the runoff entering the unlined basins infiltrated and was not discharged. The percentage ranged from a high of about 6o percent to a low of only about 8 percent for the different facilities. Climatic conditions and local water table elevation are likely the principal causes of this difference. The least infiltration occurred at a site located on the coast where humidity is higher and the basin invert is within a few meters of sea level. Conversely, the most infiltration occurred at a facility located well inland in Los Angeles County where the climate is much warmer and the humidity is less, resulting in lower soil moisture content in the basin floor at the beginning of storms. Vegetated detention basins appear to have greater pollutant removal than concrete basins. bn the Caltrans study, the concrete basin exported sediment and associated pollutants during a number of storms. Export was not as common in the earthen basins, where the vegetation appeared to help stabilize the retained sediment. Siting Criteria Dry extended detention ponds are among the most widely applicable stormwater management practices and are especially useful in retrofit situations where their low hydraulic head requirements allow them to be sited within the constraints of the existing storm drain system. In addition, many communities have detention basins designed for flood control. It is possible to modify these facilities to incorporate features that provide water quality treatment and/or channel protection. Although dry extended detention ponds can be applied rather broadly, designers need to ensure that they are feasible at the site in question. This section provides basic guidelines for siting dry extended detention ponds. In general, dry extended detention ponds should be used on sites with a minimum area of 5 acres. With this size catchment area, the orifice size can be on the order of o.6 inches. On smaller sites, it can be challenging to provide channel or water quality control because the orifice diameter at the outlet needed to control relatively small storms becomes very small and thus prone to clogging. In addition, it is generally more cost-effective to control larger drainage areas due to the economies of scale. Extended detention basins can be used with almost all soils and geology, with minor clesign adjustments for regions of rapidly percolating soils such as sand. In these areas, extended detention ponds may need an impermeable liner to prevent ground water contamination. The base of the extended detention facility should not intersect the water table. A permanently wet bottom may become a mosquito breeding ground. Research in Southwest Florida (Santana et al., 1994) demonstrated that intermittently flooded systems, such as dry extended detention January 2003 California Stormwater BMP Handbook 3 of 10 New Development and Redevelopment wwwcabmpha no book. corn TC -22 Extended Detention Basin ponds, produce more mosquitoes than other pond systems, particularly when the facilities remained wet for more than 3 days following heavy rainfall. A study in Prince George's County, Maryland, found that stormwater management practices can increase stream temperatures (Galli, 1990). Overall, dry extended detention ponds increased temperature by about 5°F. In cold water streams, dry ponds should be designed to detain stormwater for a relatively short time (i.e., 24 hours) to minimize the amount of warming that occurs in the basin. Additional Design Guidelines In order to enhance the effectiveness of extended detention basins, the dimensions of the basin must be sized appropriately. Merely providing the required storage volume will not ensure maximum constituent removal. By effectively configuring the basin, the designer will create a long flow path, promote the establishment of low velocities, and avoid having stagnant areas of the basin. To promote settling and to attain an appealing environment, the design of the basin should consider the length to width ratio, cross-sectional areas, basin slopes and pond configuration, and aesthetics (Young et al., 1996). Energy dissipation structures should be included for the basin inlet to prevent resuspension of accmnulated sediment. The use of stilling basins for this purpose should be avoided because the standing water provides a breeding area for mosquitoes. Extended detention facilities should be sized to completely capture the water quality volume. A micropool is often recommended for inclusion in the design and one is shown in the schematic diagram. These small permanent pools greatly increase the potential for mosquito breeding and complicate maintenance activities, consequently, they are not recommended for use in California. A large aspect ratio may improve the perfonuance of detention basins, consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of tlowpath length to width from the inlet to the outlet should be at least 1.5:1 (1-:W) where feasible. Basin depthsoptimally range from 2 to 5 feet.77 r?` _t a s The facility's drawdown time � j should be regulated by an orifice' i or weir. In general, the outflow structure should have a trash +r rack or other acceptable means of preventing clogging at the V t_ entrance to the outflow pipes. The outlet design implemented by Caltrans in the facilities " constructed in San Diego County used an outlet riser with orifices Figure 1 sized to discharge the water Example of Extended Detention Outlet Structure quality volume, and the riser overflow height was set to the design storm elevation. A stainless steel screen was placed 4 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www. ca bm phandbooks.com Extended Detention Basin TC -22 around the outlet riser to ensure that the orifices would not become clogged with debris. Sites either used a separate riser or broad crested weir for overflow of runoff for the 25 and greater year storms. A picture of a typical outlet is presented in Figure i. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than 50% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure can he fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed. Summary of Design Recommendations (1) Facility Sizing - The required water quality volume is determined by local regulations or the basin should be sized to capture and treat 85% of the annual runoff volume. See Section 5.5.3 of the handbook for a discussion of volume -based design. Basin Configuration — A high aspect ratio may improve the performance of detention basins, consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of flowpath length to width from the inlet to the outlet should be at least 1.5:1 (L:W). The flowpath length is defined as the distance from the inlet to the outlet as measured at the surface. The width is defined as the mean width of the basin. Basin depths optimally range from 2 to 5 feet. The basin may include a sediment forebay to provide the opportunity for larger particles to settle out. A micropool should not be incorporated in the design because of vector concerns. For online facilities, the principal and emergency spillways must be sized to provide t.o foot of freeboard during the 25 -year event and to safely pass the flow from loo -year storm. (2) Pond Side Slopes - Side slopes of the pond should be 3:1 (H:V) or flatter for grass stabilized slopes. Slopes steeper than 3:1 (H:V) most be stabilized with an appropriate slope stabilization practice. (3) Basin Lining — Basins must be constructed to prevent possible contamination of groundwater below the facility. (4) Basin Inlet — Energy dissipation is required at the basin inlet to reduce resuspension of accumulated sediment and to reduce the tendency for short-circuiting. (5) Outflow Structure - The facility's drawdown time should be regulated by a gate valve or orifice plate. In general, the outflow structure should have a trash rack or other acceptable means of preventing clogging at the entrance to the outflow pipes. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than 50% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure should be fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed. This same valve also can be used to regulate the rate of discharge from the basin. The discharge through a control orifice is calculated from: • January 2003 California Stormwater BMP Handbook 5 of 10 New Development and Redevelopment www.cabmphandbook.com TC -22 Extended Detention Basin • Q = CA(2gH-H,)0,5 where: Q = discharge (ft3/s) C = orifice coefficient A = area of the orifice (112) g = gravitational constant (32.2) H = water surface elevation (ft) Ho= orifice elevation (ft) Recommended values for C are o.66 for thin materials and o.8o when the material is thicker than the orifice diameter. This equation can be implemented in spreadsheet form with the pond stage/volume relationship to calculate drain time. To do this, use the initial height of the water above the orifice for the water quality volume. Calculate the discharge and assume that it remains constant for approximately 10 minutes. Based on that discharge, estimate the total discharge during that interval and the new elevation based on the stage volume relationship. Continue to iterate until H is approximately equal to H,,. When using multiple orifices the discharge from each is summed. (6) Splitter Sox - When the pond is designed as an offline facility, a splitter structure is used to isolate the water quality volume. The splitter box, or other flow diverting approach, should be designed to convey the 25 -year storm event while providing at least 1.o foot of freeboard along pond side slopes. (y) Erosion Protection at the Outfall - For online facilities, special consideration should be given to the facility's outfall location. Flared pipe end sections that discharge at or near the stream invert are preferred. The channel immediately below the pond outfall should be modified to conform to natural dimensions, and lined with large stone riprap placed over filter cloth. Energy dissipation may be required to reduce Flow velocities from the primary spillway to non-erosive velocities. (8) Safety Considerations - Safety is provided either by fencing of the facility or by managing the contours of the pond to eliminate dropoffs and other hazards. Earthen side slopes should not exceed 3:1 (H:V) and should terminate oil a flat safety bench area. Landscaping can be used to impede access to the facility. The primary .spillway opening must not permit access by small children. Outfall pipes above 48 inches in diameter should be fenced. Maintenance Routine maintenance activity is often thought to consist mostly of sediment and trash and debris removal; however, these activities often constitute only a small fraction of the maintenance hours. During a recent study by Caltrans, 72 hours of maintenance was performed annually, but only a little over 7 hours was spent on sediment and trash removal. The largest recurring activity was vegetation management, routine mowing. The largest absolute number of hours was associated with vector control because of mosquito breeding that occurred in the stilling hasins (example of standing water to be avoided) installed as energy dissipaters. In most cases, basic housekeeping practices such as removal of debris accumulations and vegetation management to ensure that the basin dewaters completely in 48-72 hours is sufficient to prevent 0 creating mosquito and other vector habitats 6 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.ca bmpha ndbooks.com 0 - Extended Detention Basin TC -22 Consequently, maintenance costs should be estimated based primarily on the mowing frequency and the time required. Mowing should he done at least annually to avoid establishment of woody vegetation, but may need to be performed much more frequently if aesthetics are an important consideration. Typical activities and frequencies include: ■ Schedule semiannual inspection for the beginning and end of the wet season for standing water, slope stability, sediment accumulation, trash and debris, and presence of burrows. ■ Remove accumulated trash and debris in the basin and around the riser pipe during the semiannual inspections. The frequency of this activity may be altered to meet specific site conditions. ■ Trim vegetation at the beginning and end of the wet season and inspect monthly to prevent establishment of woody vegetation and for aesthetic and vector reasons. ■ Remove accumulated sediment and regrade about every 10 years or when the accumulated sediment volume exceeds 10 percent of the basin volume. Inspect the basin each year for accumulated sediment volume. Cost Construction Cost The construction costs associated w th extended detention basins vary considerably. One recent study evaluated the cost of all pond systems (Brown and Schueler, 1997). Adjusting for inflation, the cost of dry extended detention ponds can be estimated with the equation: C = 12. 1 Vn 760 where: C = Construction, design, and permitting cost, and V = Volume (ft:'). Using this equation, typical construction costs are $ 41,600 for a 1 acre-foot pond $ 239,000 for a 10 acre-foot pond $ 1,380,00o for a too acre-foot pond Interestingly, these costs are generally slightly higher than the predicted cost of wet ponds (according to Brown and Schueler, 1997) on a cost per total volume basis, which highlights the difficulty of developing reasonably accurate construction estimates. In addition, a typical facility constructed by Caltrans cost about $16o,000 with a capture volume of only o.3 ac -ft. Ail economic concern associated with dry ponds is that they might detract slightly from the value of adjacent properties. One study found that dry ponds can actually detract from the perceived value of homes adjacent to a dry pond by between 3 and 10 percent (Lmmerling- Dinovo,1995) January 2003 California Stormwater BMP Handbook 7 of 10 New Development and Redevelopment www.cabmphandbook.com TC -22 Extended Detention Basin 0 Maintenance Cost For ponds, the annual Cost of routine maintenance is typically estimated at about 3 to 5 percent of the construction cost (EPA website). Alternatively, a community can estimate the cost of the maintenance activities outlined in the maintenance section. Table 1 presents the maintenance costs estimated by Caltrans based on their experience with five basins located in southern California. Again, it should be emphasized that the vast majority of hours are related to vegetation management (mowing). Table 1 Estimated Average Annual Maintenance Effort Activity Labor Hours Equipment & Cost Material ($) Inspections 4 y 183 Maintenance 19 126 2282 Vector control a 0 0 Administration 3 0 132 DIate Iials - 535 535 Total 56 $668 $3,t3'- • References and Sources of Additional Information Brown, W., and T. Schueler. 1997. The Economics of StornwaterBMPs in theMid-Atlantic Region. Prepared for Chesapeake Research Consortium. Edgewater, MD. Center for Watershed Protection. Ellicott City, IVID. Denier Urban Drainage and Flood Control District. 1992. Urban Storm Drainage Criteria MUN1101—Volunte3: BestManogement Practices. Denver, CO. Ennuerling-Dinovo, C. 1995 Stormwater Detention Basins and Residential Locational Decisions, Water Resources Bulletin 31(3): 515-521 Galli, I. 1990. 171ernal Impacts Associated toitIt Urbanization and StornxuaterMmungement Best Management Practices. Metropolitan Washington Council of Governments. Prepared for f laryland Department of the Environment, Baltimore, MD. GKY, 1989, Outlet Hydroulics of Extended Detention Pacilitie.s for the Northern Virginia Planning District Commission. MacRae, C. 1996. Experience from Morphological Research on Canadian Streams: Is Control of the Two -Year Frequency Runoff Event the Best Basis for Stream Channel Protection? lit Effects of Watershed Development and Management on Aquatic Ecosystems. American Society of Civil Engineers. Edited by L. Roesner. Snowbird, UT. pp. 144-162. Maryland Dept of the Environment, 2000, Maryland Stormwater Design Manual: Volumes 1 & 2, prepared by MDE and Center for Watershed Protection. littp://www.mde.slate.md.us/en viromnent/wma/stm mwatermanual/index lit ml • 8 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Extended Detention Basin TC -22 10 Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39 • Santana, F., J. Wood, R. Parsons, and S. Chamberlain. 1994. Control of Mosquito Breeding in Permitted Stormwater Systems. Prepared for Southwest Florida Water Management District, Brooksville, FL. Schueler, T. 1997. Influence of Ground Water on Performance of Stormwater Ponds in Florida. Watershed Protection Techniques 2(4)525-528. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC. Young, G.K., et al., t996, Evaluation and Management of Highway Runoff Water Quality, Publication No. FHWA-PD-96-032, U.S. Department of Transportation, Federal Highway Administration, Office of Environment and Planning. Information Resources Center for Watershed Protection (CWP), Environmental Quality Resources, and Loiederman Associates. 1997. Maryland Stormwater Design Manual. Draft. Prepared for Maryland Department of the Environment, Baltimore, MD. Center for Watershed Protection (CWP). 1997. Stormwater BMPDesign Supplementfor Cold Climates. Prepared for U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds. Washington, DC. U.S. Environmental Protection Agency (USEPA). 1993. Guidmtce Spec fyiag Management MeasuresforSources ofNonpoint Pollution in Coastal Waters. EPA -Soo -B-92-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC. January 2003 California Stormwater BMP Handbook 9 of 10 New Development and Redevelopment wwwcabmpha ndbook.com 0 • 0 TC -22 Extended Detention Basin OF SAFETY STORM � MAXIMUM ELEVATION-\ % F.�ii5 Fi _ OF ED POOL Vim/ -- _-_ EMERGENCY " 55��yygq,',��q..y EXISTING ® SPILLWAY VEGETATION RETAINED RIP -RAP PILOT CHANNEL AQUATIC INFLOW bE�C11 (� SEDIMENT n` -m RT'-.� �`j —0 FOREHAY yC L �ryJ2>•, OUTFALL MICROPOOL SAFETY BENCH * (YCX�/`/Q � (�•S�A �� Y "oR YDS% EMbANNM I ER �' 100 YEAR LEVEL _CZtO vEpR LEVEL CP, o,YEAR LEVEL - �-3T -_ o TI _ WO„ ED ELEVATIQ ! - IO f100D -�� JFLOW=1111 - In 1111=_IIII_III 111 1 I _ ITI III Ilnlll,. �-11I1i �IIIIII TIII II '__ml(JRII_ FDRERAYIII 11 MICROPOOL 9ARREL- ANTI SEEPCOLLAR or FILTER DIAPNRAGM Schematic of an Extended Detention Basin (MDE, 2000) PLAN VIEW EMERGENCY SPILLWAY OUTFALL FILE 10 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www. cabmphandbooks.com 0 0 r Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swaies can he natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwa lei, runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the emmnal rainfall was only about to inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages Design Considerations * Tributary Area ® Area Required * Slope w Water Availability Targeted Constituents I Sediment J Nutrients ✓ Trash J Metals ✓ Bacteria J Oil and Grease J Organics Legend (Removal Effectiveness) e Low M High A Mediurn .4 If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. T<f ' 'kali/OIIOiI >, Stonnwater 't. Quality /iS506iatiOfl January 2003 California Stormwater BMP Handbook t of 13 New Development and Redevelopment www.ca bmpha rid books.Com Vegetated ti%C nrd - y a a Roadside ditches should be. regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations in Carl be difficult to avoid chaunelization. m May not be appropriate for industrial sites or locations where spills may occur * Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple Swales. ® A thick vegetative cover is needed for these practices to function properly. m They are impractical in areas with steep topography. m They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. m fn some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. m Swales are mores susceptible to failure if not properly maintained than other treatment BNIps. Design and Sizing Guidelines m Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. a Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. ® Longitudinal slopes should not exceed 2.5% m Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. ® Swales constructed in cut are preferred, or in fill areas thatare far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. M A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for Swales that are not part of a regularly irrigated landscaped area. M The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www cabiripha ndbooks. corn Vegetated Swale 0 ConstructionlInsp),action Considerations i Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. o Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. ■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. A Use a roller on the sod to ensure that no air pockets form between the sod and the soil. ■ Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the Swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. however, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 5o percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check clams at approximately 17 meter (5o foot) increments along their length (See Figure r). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table t). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmnhandhnnkc rnm 0 TC -30 Vegetated Swale Table L Grassed swrale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TN NO, Metals Bacteria type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 45 - 31.4 42-62 -100 grassed channel Seattle Metro and Washington Department of Ecology 1992 6o 45 - -25 2-16 -25 grassed channel - Seattle Metro and Washington Department of Neology, 1992 83 29 _ -�5 46-73 -25 grassed channel Wang et al., 1981 8o - - - 70-80 - city Swale Dorman et al., 1989 98 18 - 45 37-81 - dry Swale Harper, 1988 87 83 84 80 88-90 - dry Swale Kercher et al., 1983 99 99 99 99 99 dry Swale Harper, 1988. 81 17 40 52 37-69 - wet Swale Koon, 1995 67 39 - 9 35 to 6 wet Swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (1-Iarper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm Swale soils. Siting Criteria 'rhe suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the Swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than to acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al,, 1996). Selection Criteria (NCTCOG, 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres s Availability of water during dry periods to maintain vegetation s Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmDhandbooks.com Vegetated Swale TC -30 The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. :Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary ofDestcgnn Recommendations 1) The Swale should have a length that provides a minimum hydraulic residence time of at least to minutes. The maximurn bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the Swale should be not less than 10o feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peals hydraulic flows of the loo -year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (14Y). 6) Roadside ditches should be regarded as significant potential swale/bufferstrip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales most be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close -growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com 0 TC -30 Vegetated Swab establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides Should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: r Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the Swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The Swale should be checked for debris and litter, and areas of sediment accumulation. 0 Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. e 'Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. ® Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. m Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Www , cabmpha ndbooks.com Vegetated Swale TC -30 • Cost Construction Cost 0 Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.5o per ft2, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com T*30 0 Vegetated SwA Table 2 Swale Cost Estimate (SEWRPC, 1991) Source: (SEWRPC, 1991) Note: Mobilization/demobilization refers to the organization and planning involved in establishing a vegetative svrle. ' Swale has a bottom width of 1.0 foot, a top width of 10 feet wO 1:3 side slopes, and a 1,000 -foot length. Area cleared = (top width + 10 feet) x swale length. `Area grubbed = (top width x swale length). `Volume excavated = (0.67 x top width x swale depth) x Swale length (parabolic cross-section). Area tilled = (top width + 6(swale deoth� x swale length (parabolic cross-section). 3(top width) `Area seeded = area cleared x 0.5. a Area ceded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabm' ndbooks.com Unit Cost Total Cost Low Moderate High Low Moderate High Component Unit Extent Mobilization I Swale 1 $107 $274 1 $441 $107 $274 $441 Demobilization -Light Site Preparation Ciearingb................ Acre 0.5 $2,200 $3,800 $5.400 $1,100 $1,900 $2.700 Gnibbing' ........... Acro 0.25 $3,800 $5,200 $6.600 $950 $1,300 $1,650 General .. ExcavatiorP......... . Yd' 372 $2.10 $3.70 $530 $7B1 $1,376 $1,972 Level and Tll°........ Yd' 1,210 $0.20 $0.35 $0.50 $242 $424 $605 Sites Development SalvagedTopsoil Seed, and Mulch Mulch.. Yd' 1,210 $040 $1,00 $1.60 $484 $1,210 $1,936 Sodg__....... - Yd' 1,210 $1.20 $2.40 $3.60 $1452 $2,904 $4,356 Subtotal -- — — — -- $5,116 $9,386 $13,660 Contingencies Swale 1 25% 25% 25% $1,279 $2,347 $30,415 Total $6,395 $11,735 $17,075 Source: (SEWRPC, 1991) Note: Mobilization/demobilization refers to the organization and planning involved in establishing a vegetative svrle. ' Swale has a bottom width of 1.0 foot, a top width of 10 feet wO 1:3 side slopes, and a 1,000 -foot length. Area cleared = (top width + 10 feet) x swale length. `Area grubbed = (top width x swale length). `Volume excavated = (0.67 x top width x swale depth) x Swale length (parabolic cross-section). Area tilled = (top width + 6(swale deoth� x swale length (parabolic cross-section). 3(top width) `Area seeded = area cleared x 0.5. a Area ceded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabm' ndbooks.com i • Vegetated Swale TC -30 Table 3 Estimated Maintenance Costs (SEWRPC. 1991; January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment Swale Size - (Depth and Top Width) Component Unit Cost 1.5 Foot Depth, One- 3 -Foot Depth, 3 -Foot Comment Foot Bottom Width, Bottom Width, 21 -Foot 10 -foot Top Width Top Width Lawn Mowing $0.85/1, 000 fF/moweng $0.14 llin ear foot $0.21 Ili near foot Lawn maintenance area=(top width + 10 feet) x length. Mew eight tames per year General Lawn Care $9-0011,000 ft l year $0.181 linearfoot $0.28 1' linear foot Lawn maintenance area = (toP width + 10 feat) x length Swale Debris and Litter $0.101 linear footl year $0.10 flinaarfoot $0.1016nearfoct — Removal Grass Reseeding with $0.30/yd2 $0.011 linearfoot $0.01/linearfoot Area reoegetated aq uals t% Mulch and Fertilimr - of lawn maintenanca ama per year Program Administration and $0.151 linear foot l year, $0.151 linearfoot $0.151 linear foot Inspect four times per year Swale Inspection plus $251 inspection Total -- $0.581 linear foot $ 0.751 linoar foot _ January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment TC -30 Vegetated Swale 0 Muintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in "Cable 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbencau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. 11, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Attontic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomon, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Eva Ilia tion of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Di6sion and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.], -'., J. Hartigan, R.P. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater, Runoff: Vol. 1. FI -I WARD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R. Massarelli. 1983. Grassy Swales prove cost-effective for water pollution control. Public Works, 16: 53-55 Koon, J. 1995, Evaluation of Water Quality Ponds and Swales in the Issaquah/EastLake Scnnmamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. P. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.0akland, P.H. 1983. An evaluation of storinwater pollutant removal. 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 through grassed Swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runof'Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swole Performance: Reconnnendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, Wl. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 83z-F-99-oo6 http_f/www.epa.gov/ownl/mtb/rswale.udf, Office of Water, Washington DC. Wang,'F., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport, Deposition and Control of Fleauy Metals in Highway Runoff. FFlWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Rwno.f in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal oj'Higllway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council,, Charlottesville, VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual. www.mde.state.md us/environment/­wma/stornlwatermantial. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. ]anuary 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabrnphandbooks.com TC -30 _ Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Stuale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993, Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters. EPA -840-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 1.2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com 0 `] 0 Vegetated Swale TC -30 7 , -- \\ x 1 _- r - r: . i Provide for scour (a) Creo s section of foal, with check dans. protection. Notation: L = Lonoth of Swale lmpoondment aroa per check done fit) (h) Dlnrensionni v leo oLS+vote hnpomdint.t an,., Dy = Depth of chock dam (ft) so = Donom Sipe of swaio (ftllQ W = Top MIMI of chock nam (it) Wo = Bottom width of chock dam (fl) 2111= Ratio of horizontal In vonlcsl chanpo In swaio side Slop. (nith January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment www.cabi-niphandbooks.com • 40 Media Filter MP-40 a,Iii0 Descrilp,tion Stornlwater media filters are usually two -chambered including a pretreatment settling basin and a filter bed filled with sand or other absorptive filtering media. As stormwater flows into the first chamber, large particles settle out, and then finer particles and other pollutants are removed as stormwater flows through [lie filtering media in the second chamber. There are currently three manufacturers of stormwater filter systems. Two are similar in that they use cartridges of a standard size. The cartridges are placed in vaults; the number of cartridges a function of the design flow rate. The water flows laterally (horizontally) into the cartridge to a centerwell, then downward to an underdrain system. The third product is a flashed filter, similar in appearance to sand filters. California Experience There are currently about 75 facilities in California that use manufactured filters. (Advantages ® Requires a sinaller area than standard flathed sand filters, wet ponds, and constructed wetlands. m There is no standing water in the units between storins, minimizing but does not entirely eliminate the opportunity for mosquito breeding. Design Considerations m Design Storm * Media Type ® Maintenance Requirement Targeted Constituents ✓ Sediment ✓ Nutrients ✓ Trash ✓ Metals Bacteria ✓ Oil and Grease ✓ Organics Removal Effectiveness See New Development and * Media capable of removing dissolved pollutants can be Redevelopment Handbook -Section 5. selected. \09gk v fop", One system utilizes media in layers, allowing for selective o' r removal of pollutants. 5 �� �I I M The modular concept allows the design engineer to more closely match the size of the facility to the design storm. �? Limitations PA Vida 0.4) As some of the manufactured filter systems function at higher flow rates and/or have larger media than found in flatbed filters, the former may not provide the same level of performance as standard sand filters. However, the level of n treatment may still be satisfactory. As with all filtration systems, use in catchments that have significant areas of non -stabilized soils can lead to premature CIOggl ng. January 2003 California Stonnwater EMP Handbook New Development and Redevelopment www.cabrnphandbooks.com Um stormwater Quality 60 Association 1 of MP -40 Media Filter Design and Sizing Guidelines There are currently three manufacturers of stormwater filter systems. Filter System A: This system is similar in appearance to as I ow -rate sand filter. However, the media is cellulose material treated to enhance its ability to remove hydrocarbons and other organic compounds. The media depth is 12 inches (30 em). It operates at a very high rate, 20 gpni/ft2 at peak flows. Normal operating rates are much lower assuming that the stormwater covers the entire bed at flows less than the peak rate. The system uses vortex separation for pretreatment. As the media is intended to remove sediments (with attached pollutants) and organic compounds, it would not be expected to remove dissolved pollutants such as nutrients and metals unless they are complexed with the organic compounds that are removed. Filter System B: It uses a simple vertical filter consisting of 3 inch diameter, 30 inch high slotted plastic pipe wrapped with fabric. The standard fabric has nominal openings of to microns. The stormwater flows into the vertical filter pipes and out through an under -drain system. Several units are placed vertically at i foot intervals to give the desired capacity. Pretreatment is typically a dry extended detention basin, with a detention time of about 30 hours. Stormwater is retained in the hasm by a bladder that is automatically inflated when rainfall begins. This action starts a timer which opens the bladder 30 hours later. The filter bay has an emptying time of 12 to 24 hours, or about i to 2 gpm/ft2 of filler arca. This provides a total elapsed time of 42 to 54 hours. Given that the media is fabric, the system does not remove dissolved pollutants. It does remove pollutants attached to the sediment that is removed. Filter System C: "Che system use vertical cartridges in which stormwater enters radially to a center well within the filter unit, flowing downward to an underdrain system. Flow is controlled by a passive float valve system, which prevents water from passing through the cartridge until the water level in the vault rises to the top of the cartridge. Full use of the entire filter surface area and the volume of the cartridge is assured by a passive siphon mechanism as the water surface recedes below the top of the cartridge. (.balance between hydrostatic forces assures a more or less equal flow potential across the vertical face of the filter surface. Hence, the filter surface receives suspended solids evenly. Absent the float valve and siphon systems, the amount of water treated over time per unit area in a vertical filter is not constant, decreasing with the filter height; furthermore, a filter would clog unevenly. Restriction of the flow using orifices ensures consistent hydraulic conductivity of the cartridge as a whole by allowing the orifice, rather than the media, whose hydraulic conductivity decreases over time, to control flow. The manufacturer offers several media used singly or in combination (dual- or multi -media). Total media thickness is about'7 inches. Some media, such as fabric and perlite, remove only suspended solids (with attached pollutants). Media that also remove dissolved include compost, zeolite, and iron -infused polymer. Pretreatment occurs in an upstream unit and/or the vault w thin which the cartridges are located. Nater quality volume or flow rate (depending on the particular product) is determined by local governments or sized so that 85°x6 of the annual runoff volume is treated. Construction/Inspection Considerations 0 Inspect one or, more times as necessary during the first inset season of operation to be certain that it is draining properly. 2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabrnp[iandbooks.coni 0 Media Filter MP -40 Performance The mechanisms of pollutant removal are essentially the same as with public domain filters (TC -40) if of a similar design. Whether removal of dissolved pollutants occurs depends on the media. Perlite and fabric do not remove dissolved pollutants, whereas for examples, zeolites, compost, activated carbon, and peat have this capability. As most manufactured filter systems function at higher flow rates and have larger media than found in flatbed filters, they may not provide the same level of performance as standard sand filters. However, the level of treatment may still be satisfactory. Siting Criteria There are no unique siting criteria. Additional Design Guidelines Follow guidelines provided by the manufacturer. Maintenance • Maintenance activities and frequencies are specific to each product. Annual maintenance is typical. u Manufactured filters, like standard filters (TC -40), require more frequent maintenance than most standard treatment systems like wet ponds and constructed wetlands, typically annually for most sites. ■ Pretreatment systems that may precede the filter unit should be maintained at a frequency specified for the particular process. Cost Manufacturers provide costs for the units including delivery. Installation costs are generally on the order of 50 to too % of the manufacturer's costs. Cost Considerations m Filters are generally more expensive to maintain than swales, ponds, and basins. ® The modularity of the manufactured systems allows the design engineer to closely match the capacity of the facility to the design storm, more so than with most other manufactured products. References and Sources of Additional Information Minton, G.R., 2002, Stormwater Treatment: Biological, Chemical, and Engineering Principles, RPA Press, 416 pages. January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbooks.com Jk I .kid ' • Description Drain inserts arc manufactured filters or fabric placed in a drop inlet to remove sediment and debris. 'There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box, that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays of- mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. California Experience f i , Ill Consideratlions w Use with other BMPs a Fit and Seal Capacity within Inlet Targeted Constituents The number of installations is unknown but likely exceeds a ✓ Sediment thousand. Some users have reported that these systems require Nutrients considerable maintenance to prevent plugging and bypass. V Trash V Metals Advantages Bacteria RO Does not require additional space as inserts as the drain ✓ 011 and Grease inlets are already a component of the standard drainage V Organics systems. Removal Effectiveness w Rasy access for inspection and maintenance. See New Development and Redevelopment HandbooR Section J. n As there is no standing water, there is little concern for mosquito breeding. ® A relatively inexpensive retrofit option. Limitations ®� Performance is likely significantly less than treatment systems that are located at die end of the drainage system such as ponds and vaults. Usually not suitable for large areas or areas with trash or leaves than can plug the insert. Design and Sizing Guidelines Refer to manufacturer's guidelines. Drain inserts come any many configurations but can be placed into three general groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire eaoot®rnia mesh. Typically a polypropylene "bag" is placed in the wire mesh wase, stmnmwat�r box. The bag takes the form of the box. Most box products are`�� _Ino11cea9ety r�1. As,aeiatian January 2003 California Stonnwater 3MP Handbook 1. of 3 New Development and Redevelopment www. cat)rnphandbooks. corn i 0 -5 one box, that is, the setting area and filtration through media occurs in the same box. One manufacturer has a double -box. Stormwater enters the first box where setting occurs. The stormwater flows into the second box where the filter ntedia is located. Some products consist of one or more frays or mesh grates. The trays can hold different types of media. Filtration media vary with the manufacturer. types include polypropylene, porous polymer, treated cellulose, and activated carbon. Constr uctioralinspection Considerations Ile certain that installation is done in a manner that makes certain that the stormwater enters the unit and does not leak around the perimeter. Leakage between the frame of the insert and the frame of the drain inlet can easily occur with vertical (drop) inlets. Performance Few products have performance data collected under field conditions. Siting Criteria It is recommended that inserts be used only for retrofit situations or as prctreatmenl: where other treatment BMPs presented in this section area used. Additional Design Guidelines Follow guidelines provided by individual manufacturers. Maintenance Likely require frequent maintenance, on the order of several times per year. Cost ® The initial cost of individual inserts ranges from less than $too to about $2,000. The cost of using multiple units in curb inlet drains varies with the size of the inlet. The low cost of inserts may tend to favor the use of these systems over other, more effective treatment MMPs. I lowever, the low cost of each unit may be offset by the number of units that are required, more frequent maintenance, and the shorter structural life (and therefore replacement). References and Sources of Additional Information Ilrachovec, R., and G. Minton, 2001, Field testing of a sock -type catch basin insert, Planet CPR, Scat Ile, Washington Interagency Catch Basin Insert Committee, Evaluation of Commercially -Available Catch Basin Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998, NDMP Inlet/In-Line Control Measure Study Report Manufacturers literature Santa Monica (City), Santa Monica Bay Municipal Stormwater/Urban Runoff Project - Gvaluation of Potential Catch basin Retrofits, Woodward Clyde, September 24, 1998 7 of 3 California Stormwater BMP Handbook January 2003 New Development: and Redevelopment www,cabmphandt)ooks.coni Water Quality Management Plan (WQM'P) PHS Warehouse Appendix E Soils Report �J 0 0 0 LIMITED PERCOLATION STUDY FOR TEMECULA 32 — PIIS BUILDING SITE CITY OF TEMECULA, RIVERSIDE COUNTY Geotechnical Environmental INCo Materials ARIZONA CALIFORNIA IDAHO , ,r I z„ o NEVADA • LIMITED PERCOLATION STUDY FOR TEMECULA 32 - PFIS BUILDING SITE CITY OF TEMECULA, RIVERSIDE COUNTY PREPARED FOR THE GARRETT GROUP, LLC ONE BETTER WORLD CIRCLE, SUITE 300 TEMECULA, CALIFORNIA 92560 PREPARED BY GL'OTEK, INC. 4130 FLAT ROCK DRIvE, SUITE 140 RIVERSIDE, CALIFORNIA 92505 0 PROJECT' No. 0292-CR3 OCTOBER 13, 2006 0 • v 4130 Flatrock, Suite 140 Riverside, CA 92505 (951) 710-1160 FAX (951) 710-1167 EKo INCo The Garrett Group, LLC One Better World Circle, Suite 300 Temecula, California 92560 Attention: Ms. Nancy Daniels Subject: Limited Percolation Study Temecula 32 — PAS Building Site City of Temecula, Riverside County, California Dear Ms. Daniels: Geotechnical Environmental Materials October 13, 2006 Project No. 0292-CR3 As requested and authorized, GeoTek, Inc. (GeoTek) has performed a limited percolation study for the proposed commercial/industrial property located in the City of Temecula, Riverside County, California. Our services have been completed in accordance with our proposal P3-0901906, dated September 20, 2006. This report presents the results of our investigation and discussion of our findings. In our opinion, the disposal of storm water onsite in leach fields and/or pits is not recommended from a geotechnical perspective. Affects of onsite water disposal could adversely impact structural site improvements, and the stability of site engineered fills and slopes. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. 6 Na. 56992 Exp, 'k iF W No. 1892 a i 'o �0rttfiede� Edward H. LaMont 9� °Oryn9 De OQ? Edmond Vardeh CEG 1892, Exp. 7/31 F CA> \F RCE 08167, Exp. 6/30/07 Project Manager Project Engineer (5) Addressee G:IGeoTeklprojects10251 to 030010292CR3 The Garrett Group Temecula 3210292CR3 Percolation Report.doc ARIZONA CALIFORNIA InAHO NF\/ADA is 0 THF GARRETT GROUP, LLC Project No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 — PHS Building Site, City of Temecula Page i TABLE OF CONTENTS 1. INTENT .................................................................................................................................................................1 2. PURPOSE AND SCOPE OF SERVICES ................. ......................1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT..........................................................................2 3,1 SrrrDESCRIPTION..........................................................................................................................................2 3.2 PROPOSED DEVELOPMENT—..........................................................................................................................2 4. FIELD EXPLORATION AND LABORATORY TESTING............................................................................2 4.1 FIELD EXPLORATION ........... ........................... .—............. .................... ,.............. ,-......................................... 2 6. CONCLUSIONS AND RECOMMENDATIONS..............................................................................................4 6.2 1 OS T CONSTRUCTION CONSIDERATIONS..........................................................................................4 ' S 6,2.1 Landscape Maintenance and Planting............................._............,............_.......................................5 6.2.2 Drainage.............................................................................................................................................5 7. LIMITATIONS.....................................................................................................................................................6 8. SELECTED REFERENCE.................................................................................................................................7 ENCLOSURES Faure 1 — Site Location Map Plate 1 — Boring Location Plan Appendix A — Logs of Exploratory Borings Appendix B — Results of Percolation Testing O a'; ." EK, INC. 0 Tnr GARRETT GROOM, LLC Prgiect No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 — PHS Building Site Page 1 1. INTENT It is the intent of this report to aid in the design and constriction of the proposed development. The professional opinions and geotechnical information contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our study is limited to the area explored, which is shown on Plate 1 (Boring Location Plan). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. 0 2. PURPOSE AND SCOPE OF SERVICES • The purpose of this study was to evaluate the percolation rates in the area of the possible infiltration swales at the subject site. Services provided for this study included the following: ➢ Research and review of available published data, including the referenced preliminary geoteclulical report for a portion of the subject site (GeoTek, 2006), and other data regarding geologic and soil conditions at the site, ➢ Site exploration consisting of the excavation and logging of 5 exploratory borings, ➢ Limited percolation study, consisting of drilling and percolating 5 test holes, ➢ Compilation of this report which presents our findings and recommendations. JfEK, INC. 0 THE GARRETT GRour, LLC Project No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 — PHS Building Site Paae 2 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The site consists of approximately 90 acres, and is located in the City of Temecula, Riverside County, California. The site is located adjacent to, northerly and westerly of Winchester Road. The site area can be characterized as having hillside ter -rain. The northern portion of the site (roughly 30 acres) has recently been graded. Both cut and fill slopes are present in the graded portion of the property. The remaining site areas are essentially in a natural condition. 3.2 PROPOSED DEVELOPMENT It is our understanding that a large commercial/industrial building is proposed for the site. The building is understood to be planned to be Located near the center of the site, on a sheet -graded pad. Perimeter parking areas and slopes are also anticipated. It is our understanding that most of the perimeter slopes are planned to have gradients of up to 1.5:1 (horizontal to vertical). A schematic site plan has been used for the base for our Boring Location Plan (Plate 1). 4. FIELD EXPLORATION AND LABORATORY TES'T'ING 4.1 FIELD EXPLORATION The field exploration was conducted on October 4, 2006. Five exploratory borings were excavated with a hollow -stem drill rig to depths ranging from 5 to 30 feet. The diameters of the exploratory borings were each 8± inches. The locations of the borings are shown on Plate 1, Boring Location Plan. A geologist from our firm logged the borings (see Appendix A). The locations of our percolation test holes were chosen based on our understanding of proposed site development plans. The boring locations were chosen where engineered fill is anticipated to be shallowest (where not graded yet), and structural improvements are anticipated to be as "minimal' as possible. THL, GARRETT GROUP, LLC Project No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 —PHS Buitdin¢ Site Paae 3 5. GEOLOGIC AND SOILS CONDITIONS 5.1 SUBSURFACE SOIL CONDITIONS A brief description of the earth materials encountered on this site is presented in the following sections. A more detailed description of these materials is provided on the exploratory boring logs included in Appendix A. Based on our site knowledge, subsurface excavations, and review of published geologic maps, the site is underlain to the depths explored by engineered fill, colluvium, alluvium and bedrock materials. 5.1.1 Engineered Fill Engineered fill was encountered in our borings B-4 and B-5. The fill encountered generally consisted of silty fine sand with some gravel. 5.1.2 Colluvium Colluvial soils were encountered near the natural surface elevations across the site, as described in borings B-1, B-2 and B-3 (see Appendix A). These materials are generally comprised of clayey fine to medium sand with some gravel. 5.1.3 Pauba Formation Quaternary age Pauba Formation sediments were locally encountered below the artificial fill and colluvium described above. The Pauba sediments encountered generally consisted of silty fine sandstone to sandy siltstone with interbedded coarser silty sand, clayey sand and gravels. 5.2 SURFACE AND GROUNDWATER No surface water was encountered at the site during our study. Surface water on this site would be the result of direct precipitation or surface run-off from surrounding sites. All site drainage should be reviewed and designed by the project civil engineer. Groundwater was not encountered in our exploratory excavations. No natural groundwater condition is known to be present which would impact site development. However, groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this evaluation. x. A v EK, INC. • • THE GARRETT GROUP, LLC Project No, 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32—PHS Building Site Page 4 5.3 LIMITED PERCOLATION STUDY As part of the current scope of services, GeoTek performed a limited percolation evaluation of the onsite materials. The testing was performed in site areas which are believed to be most plausible (from a planning perspective) to be used for onsite disposal of "first flush" water. Percolation testing was not performed in general accordance with any ASTM or County of Riverside guidelines. Instead, the holes were first filled with water subsequent to drilling, and then again filled with water before monitoring. No water was added once measurements were started. The method could be described as a "draw -down" procedure. Based on the results of this testing, the soil conditions on this property generally displayed percolation rates on the order of approximately 25 minutes per inch for the borings excavated to a total depth of 5 feet. The soil conditions on this property generally displayed percolation rates on the order of approximately 10 minutes per inch for the boring excavated to a total depth of 30 feet. The test results are provided in Appendix B. 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 GENERAL Although the percolation rates in the borings excavated on the subject property percolated at varying rates, it is our conclusion and recommendation that onsite disposal of storm water not be planned for the subject development for the following reasons: 1. Site development is anticipated to include a very large commercial building, with perimeter parking areas. The parking areas will likely have relatively high cut and/or fill slopes constructed adjacent to them. In addition, it is our understanding that these slope areas will likely need to be constructed at gradients of up to 1.5:1 (horizontal to vertical). Possible seepage from any onsite disposal areas migrating to site slopes would likely create stability concerns, and possibly health and safety Issues. 2. Since the project site is on a hillside, with existing and proposed deep fills, cuts and overexcavation areas likely to exist subsequent to completion of earthwork construction, "most plausible" onsite disposal areas will likely be underlain by compacted fills to depths of between 5 and 30 feet. Attempting to percolate storm water into site engineered fills will be difficult due to the level to which these materials will have been compacted and overall material types, compacted fills are likely to be a mix of site bedrock and surficial materials and a blend of clay, silt, sand ta EIC, INC. THE GARRETT GROUP, LLC - Project No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 — PHS Builduig Site Page 5 and gravel. This would likely result in a fill that has relatively little porosity and permeability. Underlying bedrock is comprised of sufficient amounts of clay and silt, in our opinion, that percolation of storm water into this material is not a suitable long-term practice either. In addition, if these engineered fills are inundated with water, structural improvements (including pavement, concrete flatwork, foundations, etc.) could easily be compromised. 6.2 POST CONSTRUCTION CONSIDERATIONS 6.2.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can reduce erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. 6.2.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s). Positive .drainage should not be blocked by other improvements. Even apparently minor changes or modifications can cause problems. It is the owner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. h+ 0 EK, INC. 0 • 0 THE GARRETT GROo11, LLC Project No. 0292-CR3 Limited Percolation Study October 13, 2006 Temecula 32 — PHS Building Sita Page 6 7. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our recommendations are based the site conditions observed and encountered, our conclusion and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. Wr=� • O 'Sr:.• 1 INC. r Tur GARRe'rr GROUP, LLC Project No. 0292-CR3 Limited Percolation Shady October 13, 2006 Temecula 32 —PHS Building, Site Page 7 SELECTED REFERENCE GeoTek, Inc., 2006, "Preliminary Geotechnical Evaluation, Temecula 32 — APN 909-370-032, Temecula, California," by GeoTek, Inc., Project No. 3060SD3, dated July 13, 2006. • S4 s of n+ i4" \ P 4s +iH/rr6ro°Y., SS /`F''w ;8. `lf � I I Sd V xY 4 Q R'0.-, - y� 6 i / Fi vroa. / \ � \ �Ys ; ,� \hyB ..... 3i :,/ .,LGf 4,..'!¢/ Y �uls� o'yv�'j`/(� �4r � •, �� ,'zsgN F,c�, rhX\�� '.. `-� 40 /'� 9orypr,YT i'n,g o. j. / \''- �➢ \ 4th,' 4sa st/w ls �P MU Al ETA - �s'M \[ •.\� _RB ��... x♦ �\�P Y 9 y'•. •k�;� tc v 'W'ld o-�` �n�i ail fA,' onicquiry �W? l p;y' , j 4 �i �\ \ �_ l ♦,./tea' n V L �Br'6iV 6i, / �.J!l16JILS[ 13"/ ! 1URKEr g�.° rain {y�']g�� 5♦��i'. ,�y�` , r/N�c♦+/i irBS'�Q- ���' %4p � ao111114 \ '8'�4, t— t' •a,.� , e xt w.�u ➢niu - � Site Area `rtA „ nA e CIVEB 10 ;G V C , S lVn ti;u � 1 Nfj (/ S / / wthzfi 4 � ,W9C $ \ rf O[5r 1s :� �i 0/ � --�', l pfNItIG�UP� OF:-�y % i RIIPN \ �i 'W�xN 5� t u♦, �,�a�Gt �dti3 nu P Qv � s'` �l '('Vf a lar ro a \ a uTEMECU Y vl ln_ z G/CB . r•••• ♦, / MV / � A�ya {,f�'�y{rf`j�IJ, Po`t� � / r ��1 h�/ APJUM ��' \ V14� W✓ CIIP`F 4T`i ;166, NIOA g `\ �'4 its' S�ei6n`_Ud ➢ �170 RANCHO:'' ALIFORNIA , p �" s;ue a zxnn tuv, � AYB I M�[ a`v iso - T' o\ OU \h�H EY1"/8 0.♦�v6'./ The Garrett Group Temecula 32 " F1fure IItEK, City of Temecula Site Location INC. Riverside County, California Modified from The Thomas Guide, Map 4130 Flat Rock Drive, Suite 140 GeoTekProject No.. 0292-CR3 Riverside County, Riverside, California 92505 Scale: t" = 2,400' 0 LI E APPENDIX A LOGS Or EXPLORATORY BORINGS (Borings B -I through B-5) Temecula 32 — PHS Building Site City of Temecula, Riverside County Project No. 0292-CR3 F1,05Ip, • • • 0 GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: The Garrett Group DRILLER: 2R Dniling LOGGED BY: PROJECT NAME: Temecda 32 DRILL METHOD:_ 8" Hollow Stem OPERATOR: PROJECT NO.: 0292-CR3 HAMMER: Auto 140#130" RIG TYPE. LOCATION: See Boring Localion Plan DATE: CME 75 101412006 Laborao Testing NBORING NO.: P -1U WSAMPLES— °i o `vO' 03 MATERIAL DESCRIPTION AND COMMENTS o uvmm: Brown, damp, loose, clayey f-rn SAND with some gravel Pauha Formation: Brown, damp, loose, clayey f -m SAND; with some gravel 10 Light brown, damp, medium dense, sandy SILT Red brown, damp, medium dense, sandy SILT 20 Gray, moist, dense, clayey (to silty) f -m SAND with trace of coarse 30 BORING TERMINATED AT 30 FEET No groundwater encountered Boring backfilled with soil cuttings no 50 60 wSam DIB tVDe: —Ring ®—SPT Z—Small Bulk Yom --Large Bulk --No Recovery � —water Table w AL = Attemwg Limits EI = Expansion Index SA = Sieve Analysis RV = R -Value Test Lab lestinp; - SR = SulfamilResisitivity Test SH = Shear Test HC= Hydrocollasped test MO = Maximum Density GeoTei Inc. LOG OF EXPLORATORY BORING . CLIENT: The Garrelt Group DRILLER: 2R Calling LOGGED BY: BSS PROJECT NAME Temecula 32 DRILL METHOD: B" Hallow Stem OPERATOR: Miguel v PROJECT NO.: 0292 DR3 HAMMER: Auto 140#130• RIG TYPE: CME 75 ; _ I nCCTIOM. See Boring Location Plan DATE: 1014/2006 11 SAMPLES o La ratoryTesting rv v v' � v� v N BORING NG.: P-2 n o m ; E E U E c to r p N a °' 0MATERIAL ° DESCRIPTION ANO COMMENTS o uvlurn: Orange brown, damp, loose to medium dense, silly f-m'SAND with trace coarse and gravel In the upper 3 feel, to sandy SILT.in the lower2 feel 5 BORING TERMINATED AT 5 FEET _ No groundwater encountered Boring backfilled with soil cuttings 10 15 20 25 30 = Sample type. --Ring ®...SPT z ---Small Bulk ®—Large Bulk u —NO Recovery --Water Table W WAL = Atterbar9 Limits EI = Expansion Index SA = Sieve Analysis RV = R -Value Test Lab testingg_: SR = SulfasuResisitivily Test SH =Shear Tesl HC= Hydrocoltaspetl lest MD =Maximum Density 40 0 GelaTek, Inc. LOG OF EXPLORATORY BORING CLIENT: The Garrett Group PROJECT NAME'. Temecula 32 PROJECT NO.: 0292-CR3 LOCATION: See Boring Localion Plan DRILLER: 211 Drilling DRILL METHOD: 8' Hollow Stem HAMMER: Auto 1404130' LOGGED BY: OPERATOR: BSS RIG TYPE: CME 75 DATE: 1014/2006 SAMPLES — Lab orat0 Testi❑ n F v v N BORING NO.: P-3 a 3 E Ec U 3 u O n = p m z ' MATERIAL DESCRIPTION AND COMMENTS o uvmm: Brown, dry to damp, loose, silty f -m SAND Pauba Formation: Light brown, damp to moist, loose to medium dense, sandy SILT 10 Dark brawn, damp, dense, clayey SILT to sandy SILT 20 Dark gray, damp, dense, f -m SAND with trace coarse and some silt Dark gray, damp, dense, sandy SILT 30 BORING TERMINATED AT 30 FEET No groundwater encountered - Boring backfilled with soil cuttings 40 50 60 Z w Sample TYPO: --Ring ®--SPT Z --Small Bulk ®—Large Bulk --No Recovery ZZ ---water 1"able w J Lab SeSSlng: AL=Aderberg Limits EI=Expansion Index - SA=Sieve Analysis RV=R-Value Test SR = Sulfate/Resisitivity, Test SH = Shear Test HC= Hydrocollasped test MD = Maximmn Density 0 0 GeoTek, Inc. La orate Testin SAMPLES LOG OF EXPLORATORY BORING v r CLIENT: The Garret Group DRILLER: 211 Doling LOGGED BY: BSS e v PROJECT NAME: Temecula 32 DRILL METHOD: WHollow Seern OPERATOR: Miguel PROJECT ki 0292-CR3 HAMMER'. Auto 1400130" RIG TYPE: CME 75 m LOCATION' Sea Boring Location Plan u DATE: 1 01412 0 0 6 0 0 La orate Testin SAMPLES o v r v E N BORING NO.: P-4 o r e v 3 E E m u MATERIAL DESCRIPTION AND COMMENTS w En( ineered Fill: Brown, dry to damp, medium dense, silty f -in SAND with some gravel 10 Pauba Formation: Brown to gray, damp, medium dense, silty f -m SAND; with trace coarse Dark gray, damp, medium dense, sandy SILT with some clay 20 Dark gray, damp, dense, clayey SAND with some gravel 30 BORING TERMINATED AT 30 FEET No groundwater encountered Boring backfilled with sail cuttings 40 so GO ZSample type: --Ring ®--SPT ---Small Bulk ®—Largo Bulk --No Recovery -.water Table W �AL = Alloibarg Limits EI =Expansion Index - SA = Siova Analysis RV = R -Value Test W Lab testing: SR=Sulfate/RmaIaIivlry Test SH=Shear Test HC= Hydrocollaspetl test MU =Manlrnum Density • • 0 GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: The Garrett Group PROJECT NAME Temecula 32 PROJECT NO.: 0292-CR3 LOCATION' See Bourn Location Plan DRILLER: 2R Drilling DRILL METHOD: 8" Hollow Stem HAMMER: Auto 140#130' LOGGED BY: BSS OPERATOR: Miguel RIG TYPE: CME -75 DATE: 1 01412 0 0 6 SAMPLES - Lab rate Testln $ g v v y BORING NO.: P-5 m E E U c O n t o vO E N _ m 0 z or, Z MATERIAL DESCRIPTION AND COMMENTS Enginoere i :: Brown to gray, damp, medium dense, silly f -m SAND with some gravel 5 BORING TERMINATED AT 5 FEET No groundwater encountered Boring backfilled with soil cuttings 10 15 20 25 30 2 w $ample tVDe: ME -Ring ®---SPT 0 -Small Bulk ®--Large Bulk --No Recovery --Water Table AL = Altenburg Limits EI = Expansion Index SA = Sieve Analysis RV = R -Value Test Lab to5tlng: SIR SulfotieResisitivity Test SH = Shear Test HC= Hydrocollasped test MD = Maximum Density APPENDIX B RESULTS OF PERCOLATION TESTING Temecula 32 - PHS Building Site City of Temecula, Riverside County Project No. 0292-CR3 Wto 0 . Percolation Test Data Project: j,w Q� 3 G I ) /ti 6 ---t- e< , Location: Job No.: �2- c Q Boring Dia.: Boring i No.: B� y Date: t; (Min) tf (Min) ^t (Min) db (ft) d; (ft) df (ft) F= df - d Lave= db (di+do/2 Q= 9FDILave* t Pit mpi = 180/Q 11 = n S l 5 3 o D G_- lc L'95 iL 5 2 7 0 30 2-7 0" Z 0 3c 7 7 !� i 0 i � ! Percolation Test Data Project: Location: Job No.: z 2 Boring Dia.: Boring 2 No.: By: '9s Date: a °� ti (Min) tf(Min) At (Min) db (ft) d; (ft) df (ft) F= df - di Lave= db (di+dfl/2 Q= 9FD/Lave*^ t Pit = 180/0/ Q l(:0 3Z 30 U 32 :02 a �f :D l: L r. 2 2 2 OLv 07 3 Percolation Test Data Project: Tz G 3z / Gu C� CT Location: ` y2 -Gx°3 Job No,: o Boring Dia.: Boring 3 No.: By: �iS� Date: t; (Min) tf (Min) At (Min) db (ft) d; (ft) df (ft) F= df d; Lave= db (di+df)/2 Q= 9FD/Lave'^t Pit mpi = 180/Q 11:30 :JO o 7Z fl 12=D9 17 J 30 `7 12;0 Z r00 v 2 7 o 0 2 7 Ja S O 7 3,< 0 0 Percolation Test Data Project: -I L 3 Z C— tt C ro Location: T Job No.: o L � 2-G,< Boring Dia.: Boring l� By: Date: O G t; (Min) tf(Min) At (Min) db (ft) d; (ft) df (ft) F= df - di Lave= db (di+do/2 Q= 9FD/Lave' t Pit mpi = 180/Q 11"2 0 1 5a Sa n 32 6 G b (' o L2 0 Z� a 7,9 2-S Percolation Test Data Project:;2 vo rZf t. C Location: c Job No.: C - Dia. Borin 9 Boring G_ No.: By: Date: 9� 9 t; (Min) tf (Min) At (Min) db (ft) d; (ft) df (ft) F= df - d; Lave= db (di+df)/2 Q= 9FD/Lave*At Pit mpi = 180/Q 61 0Lim 11.5 0 Z,'l 3'z) 2" z (2 7 2-1 15Z 14.11 z 3v s' " FK9INC. W 4130 Flat Rock Drive, Suite 140 - - Riverside, California 92505 - GwTek Project No, 0282CN3 Oatetl 10M3103 i i. 1. i r �L i r. i I s i i I V i " FK9INC. W 4130 Flat Rock Drive, Suite 140 - - Riverside, California 92505 - GwTek Project No, 0282CN3 Oatetl 10M3103 • 0 0 Water Quality Management Plan (WQMP) PHS Warehouse Appendix F Treatment Control BMP Sizing Calculations and Design Details C� 0 • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Fiow Designer Company: Date: Project'tt5 Location: 1. Determine Impervious Percentage a. Determine total tributary area acres (1) b. Determine Impervious % _ / > , 74p 1510 % — S� (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Cd = (3) b. B Soil Runoff Coefficient Co = (4) c. C Soil Runoff Coefficient C, _ (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ad = (8) c. Area of C Soil / (1) = Ad = l (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)X(7) + (4)X(8)' (5)X(9) + (6)X(10) = C = ¢ri, e-3 . 011 5. Determine BMP Design flow a. QBMP=CXIXA= (11)X O.2 X(1) QBMP- 3 (12) s �G 10 0 Table 4. Runoff Coefficients for an Intensitv = 0 2 in/., fnr I JrhAn .0,nd Twn,=Q* 0 0 W- A' rvi mpeous. .. ... rgq" 111,"_ RI -32``"OP 6i AD Soil` RV-:�695V'� 0 (Natural) 0.06 014 0,23 0,28 5 0.10 0 18 026 0.31 10 0,14 0.22 0.29 -o 34 15 0.19 026 0-33 0-37 20 (1 -Acre) 0.23 0.30 0 36 036 0.40 25 0.27 0,33 0 39 0.39 0.43 30 0.31 0.37 0 43 0.43 0.47 35 0.35 0.41 - 0 46 050 40 (1/2 -Acre) 0.40 0.45 0 50 50 0-53 45 0.44 0.48 0.53 0-56 50 (114 -Acre) 0.48 0.52 0-56 - 059 55 0.52 0,56 0-60 0-62 60 056 0.60 0-63 0-65 65 (Condominiums) 0.61 0.64 0-66 0-68 70 0.65 0.67 0.70 0-71 75 (Mobilehomes) 0.699 0,71 0 73 0-74 W (Apartments) 0.73 0.75 0.77 0.78 85 0.77 0.79 0.80 0.81 90 (Commercial) 0,82 0,82 r -83 0.84 9i-5 0,86 0-86 0.87 087 100 090 090 0.90 0.90 Cc mpiete Districts standards Can be found in the Riverside County Flood Control Hydrology Manual 27.6 Note: Cartridge requirements based upon 15 gpm Storm Filter (Media Filtration) by Contech WQMP Appendix F Cartridges PHS Warehouse Required Water Quality - Treatment Flow Rates 8'x 16' 36 • Storm Filter (Media Filtration) by Contech 24 8'x 16' Capacity 5. Remington - S 1.20 1=0.2"/hr Location Area C Qwq Qwq 0.98 (ac) 0.17 (cfs) (gpm) 1.SE'ly+Roof 6.12 0.87 1.06 478 2. NE'Iy + Roof 6.71 0.87 1.17 524 3.N'Iy+Roof 10.29 0.87 1.79 804 4. Rear/ Loading 4.48 0.87 0.78 350 27.6 Note: Cartridge requirements based upon 15 gpm Storm Filter (Media Filtration) by Contech WQMP Appendix F Cartridges Model Required Qwq 33 8'x 16' 36 8'x 20' 55 11' x 24' 24 8'x 16' Location Area C Qwq Qwq (ac) (cfs) (gpm) Capacity 5. Remington - S 1.20 0.87 0.21 94 105 6. Remington - N 0.98 0.87 0.17 77 90 7. Dendy Entry (W) 1.50 0.90 0.27 121 135 3.68 Comments 7 Cartridges @ 15 gpm 6 Cartridges @ 15 gpm 9 Cartridges @ 15 gpm 0 • 0 Worksheet 9 Design Procedure Form for Grassed Swale Designer: A-tt�_,J �tJL62 Company: �4�0 J,r Date: lam/ o '1 Project: -pHs -Pi,a L Location: U �yyp+i-mss PFlrztc- c &jG/�t-or- 1. Determine Design Flow (Use Worksheet 2) QB p = L� bte- cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = I z = 2 : I s = O.S {o z. 5 ft 3. Design Flow velocity (Manning n = 0.2)� v = o,l 40 0.3z fUs 4. Depth of flow (D) D = 0. t +- , 22_ ft 5. Design Length (L) L = (7 mp) x (flow velocity, ft/sec) x 60 L = SD 4, -1-Sza ft 6. Vegetation (describe) - 8. Outflow Collection (check type used or describe "other') Grated Inlet' Infiltration Trench Underdrain �C Other C-*`rO tK Notes: i hd.,w fd�a( �=E'OWv�e✓�FS 55 PHS Warehouse • Grass Swale Calculations Max Depth = 4" WCMP Appendix F n=0.2 Target Residence = 7 mins Bottom East (Front) Side of PHS Building Depth Velocity Residence Location Area C 0 (fps) (min) (ac) 0.50% (cfs) 0.16 5 0.38 2 0.50% 53 a 0.19 0.87 0.03 0.50% b 0.19 0.87 0.03 2 6 1.27 0.11 0.17 16.5 a 0.65 0.9 0.12 0.21 b 0.31 0.87 0.05 0.13 c 0.31 0.87 0.05 95 7 0.64 0.83 0.11 1.10% 8 0.30 0.8 0.05 2 9 0.36 0.85 0.06 10.1 10 0.83 0.8 0.13 0.19 11 0.43 0.8 0.07 0.17 South Side of PHS Building 13.2 2 2.30% 237 Location Area C 0 0.50% 80.00 (ac) 0.14 (cis) 2 1 0.31 0.87 0.05 9.5 2 0.16 0.87 0.03 3 0.19 0.87 0.03 0.16 4 0.21 0.87 0.04 80 North Side of PHS Building 0.14 9.5 2 0.50% Location Area C 0 (ac) (cfs) 17 0.10 0.77 0.02 18 0.31 0.77 0.05 19 0.60 a 0.30 0.8 0.048 b 0.30 0.8 0.048 20 0.58 a 0.29 0.85 0.049 b 0.29 0.85 0.049 21 0.58 a 0.29 0.85 0.049 b 0.29 0.85 0.049 • 22 0.32 0.85 0.05 WCMP Appendix F n=0.2 Target Residence = 7 mins Bottom Slope Length Depth Velocity Residence Width (ft) (ft) (fps) (min) 2 0.50% 106 0.16 0.14 7.5 2 0.50% 53 0.12 0.12 7.4 2 0.50% 53 0.33 0.12 7.4 2 0.80% 240 0.11 0.17 16.5 2 0.80% 50 0.22 0.21 4.0 2 0.80°/ 95 0.13 0.16 9.9 2 0.80% 95 0.13 0.16 9.9 2 1.10% 144 0.2 0.24 10.0 2 0.50% 85 0.16 0.14 10.1 2 1.00% 165 0.15 0.19 14.5 2 2.50% 254 0.17 0.32 13.2 2 2.30% 237 0.13 0.26 15.2 Bottom Slope Length Depth Velocity Residence Width (ft) (fps) (min) 2 0.50% 63 0.16 0.14 7.5 2 0.50% 88 0.12 0.12 12.2 2 0.90% 103 0.1 0.14 12.3 2 1.100". 168 0.11 0.17 16.5 Bottom Slope Length Depth Velocity Residence Width (ft) (fps) (min) 2 0.50% 60 0.1 0.1 10.0 2 0.50% 160 0.16 0.14 19.0 175 2 0.50% 87.50 0.16 0.14 10.4 2 0.50% 87.5 0.16 0.14 10.4 160 2 0.50% 80.00 0.16 0.14 9.5 2 0.50% 80 0.16 0.14 9.5 160 2 0.50% 80.00 0.16 0.14 9.5 2 0.50% 80 0.16 0.14 9.5 2 0.50% 125 0.16 0.14 14.9 0 PHS Warehouse WQMP Appendix F • Grass Swale Calculations Max Depth = 4'' n=0.2 Target Residence = 7 mins Rear (West) of PHS Building Location Area C Q Bottom Slope Length Depth Velocity Residence (ac) (cfs) Width (ft) (fps) (min) 12 1.25 297 a 0.24 0.74 0.036 0 0.50% 72 0.13 0.123 9.8 b 0.34 0.74 0.050 0 0.50% 75 0.16 0.14 8.9 c 0.34 0.74 0.050 0 0.50% 75 0.16 0.14 8.9 d 0.34 0.74 0.050 0 0.50% 75 0.16 0.14 8.9 13 0.94 225 a 0.31 0.76 0.047 0 0.50% 75 0.15 0.14 8.9 b 0.32 0.76 0.048 0 0.50% 75 0.15 0.14 8.9 c 0.31 0.76 0.047 0 0.50% 75 0.15 0.14 8.9 14 0.89 229 a 0.25 0.77 0.039 0 0.50% 73 0.135 0.143 8.5 b 0.32 0.77 0.050 0 0.50% 78 0.15 0.14 9.3 c 0.31 0.77 0.048 0 0.50% 78 0.15 0.14 9.3 15 0.90 251 • a b 0.23 0.34 0.82 0.82 0.038 0.055 0 0 0.6001. 0.60% 81 85 0.13 0.16 0.13 0.15 10.4 9.4 c 0.33 0.82 0.054 0 0.60% 85 0.16 0.15 9.4 16 0.25 0.87 0.04 0 0.60% 99 0.13 0.14 11.8 0 Water Quality Management Plan (WQMP) PHS Warehouse Attachment to Section IV Stormwater Impacts The development of the PHS site (Phase 1) will increase the peak runoff rate from the site. Two detention basins will be constructed to attenuate peak runoff rates. These basins are not designed to mitigate the impacts of any of the other lots in later phases. In order to design the detention basins, a variety of storms were analyzed including the 100 -year storms of 3 & 6 hour duration. These two storms provide the greatest combination of runoff volume and peak flow rates, and will dictate the maximum storage capacity for the detention basins. A comparison of the predevelopment and post development conditions is provided on the next page. A review of the peak flow rates indicates that the detention basins will attenuate the peak flow rates to at or below pre -development levels, and will not impact the downstream storm drain system (60" storm drain in Dendy Parkway). • '0 • I • Basin_-��- Worksheet 3 Design Procedure Form fof.,E-ztended Detention Basin Designer: ALLVii✓ R'In i55rL Company: �9 O ff Date: /Z10-7 Project: PH -s — PA'Ase Location: NE B>4slnl 1. Determine Design Volume (Use Worksheet 1) Total Tributary Area 5 A,o,ai = �8 �� a. (minimum acres ac.) VBMP = N / ft3 b. Design Volume, VBMP 2. Basin Length to Width Ratio (2:1 min.) Ratio = 2: f L 3. Two -Stage Design a. Overall Design 1) Depth (3.5' min.) Depth = ft 2) Width (30' min.) Width = ft 3) Length (60' min.) Length = ft 4) Volume (must be ? VBMP) Volume = ft3 b. Upper Sta 1) �pth 2' min.) Depth = ft 2) Both Slope (2% to low flow Slope = cha el recommended) c. Bottom St ape 1) D pth ( 5' to 3') 2) ;ngth Depth = Length = ft ft 3) Volume (1X to 25% of VBMP) Volume = ft3 4. Forebay sign a. Foreba Vol me (5 to 10% of VBMP) Volume = ft3 b. Outlet pip drainage time (? 45 Drain time = minutes min)z 5. Low-flowvxharel a. Depth K minimum) Depth = ft b. Flow eapBc ity (2 " Forebay QouT) Qr°wFi°V,= cfs 6. Trash Rack or Gr Cell (check one) Trash Rack Gravel Pack S U t3Dl?A r,J V Nvf 19 0 0 7. Basin Outlet a. Outlet type (check one) Single orifice Multi-orifice;oato� 4G Perforated Pipe Other b. Orifice Area Area = ft2 c. Orifice Type Type d. Maximum Depth of water above i Depth = ft bottom orifice e. Length of time for 50% Vemp Time 50% = hrs drainage (24 hour minimum) f. Length of time for 100% B P Time 100% = hrs drainage (between 48,and 72 hours) g. Attached Docume t (ail required) Attached Documents (check) 1) Stage vs/.Discharge 1) 2) Stage vs Volume 2) � 4 e 3) Intl W Hydrograph 4) BF�n Routing 3) 4) 8. Increased Runoff (optional) Is this basin Me mitigating increased Yes ✓ No runoff? (if No, skip to #9) Attached Documents (all required) for 2, , & 10 -year storms: i (00 Attached Documents (check) 1) Stage vs. Discharge 1) 2) Stage vs. Volume' 2) 3) Inflow Hydrograph :� i 3) 4) Basin Routing Aeec 4) 9. Vegetation (check type) _ Native Grasses _ Irrigated Turf Other _ 10. Embankment l a. Interior slope (4:1 max.) Interior Slope = 3 .l % b. Exterior slope (3:1 max.) Exterior Slope = a .l % 11. Access a. Slope (10% max.) Slope = % b. Width (16 feet min.) Width = 7L ft 20 Gel PHS Pad - NE - Basin 01 Storage 0 VFreedoard Basin Storage Volumes DEPTH ELEVATION AREA SF Raw Storage CF IDBS 0001/6 Water Quality CF STORAGE CF 0 110,60] dT=5 25/dT CFS c1 2SIaT a0 CPS IF= 2S/dT CFS O.W 15 2S/OT.O CFS 0.00 OUTFLOW CFS 0.00 41 CFS 0.00 Grate a2 43 CFS CFS OUTFLOW CFS Inlet Control 0.00 HoWme Out Outlet Dia Outlet Control 1050 36 Head (h) 5.50 HW/DIA Scale 1 1.83 Opening 41 Car (WEIR) Cd(ORIFICE) HEIGHT OF WIDTH OF BOX DEPTH WEIR 0.00 BOX 0104167 0104157 000 2.7 06 Q 1.25 1,25 x 1 0.00 Opening Cd (WEIR) Cd (ORIFICE) HEIGHT WIDTH DEPTH 0.00 42 OF BOX OF BOX WEIR 0.00 27 0.6 0.5 1.25 6 1500 Ox 1 000 Opening Cd (WEIR) Cal (ORIFICE) HEIGHTOFBOX WIDTH OF DEPTH 0.00 03 BOX WEIR 000 27 0.6 0333333 7 ORIFICE 4 84.00 O c I 000 Grated Opening Go(WEIR) DO(ORIFICE) Area Pedmefer DEPTH 0.00 WEIR 000 50.00% 34'.4' 537 85.37AH^1.5 9.5 ORIFICE Clear O 0.00 .00 01055.50 500 0 0 0 000 0.110 • 0.10 020 1055.60 1055.]0 1.170 1.840 83 234 0 0 83 234 0.56 1.56 0.57 1.58 0.19 0.52 0.19 054 0.01 0.02 0.01 0.02 0.01 0.02 5.60 520 1.87 1.90 0.10 020 0.01 003 0.02 001 002 0.10 0.20 Oil 0.30 Oil 030 010 020 0 60 1.69 060 1.69 010 020 0.91 2.58 0.91 2.58 0.30 1055.80 2.510 451 0 451 3.01 3.04 1.00 1.03 0.03 0.03 0.03 5.80 1.93 0.30 005 0.03 003 0.30 0.55 055 030 3.11 3.11 0.30 473 4.73 040 1055.90 3.160 736 0 736 4.91 4.94 1.6,1 1.67 0.03 0.03 0.03 5.90 1.97 0.40 007 0.03 0.03 040 0.85 0.65 040 478 478 0.40 729 MIR 7.29 0.50 1056.00 3,850 1,087 0 1,007 7.25 728 242 2.45 0.03 0.03 0.03 6.00 2.00 0S 0.10 0.03 003 0.50 1.19 1.19 0.50 668 668 050 10.18 15.19 10. TO 0.60 1056.10 4,035 1482 0 LAW 9.88 9.92 3.29 3.33 ON 0.01 0.04 6.10 2.03 0.60 0.13 004 004 0.60 1.57 1.78 1,57 0.60 876 876 060 1339 1997. 13.39 0.70 1056.20 4,220 11894 0 1,894 12.63 12.67 4.21 4.25 0.04 0.04 004 6.20 2.07 0.70 016 0.04 0.04 070 7.98 2.02 1.98 070 11.07 8.20 820 070 1687 25.16 1687 0.80 1056.30 4405 2,326 0 2.326 15.50 15.55 5.17 5.21 0.05 0.05 005 6.30 2.10 0.80 0.20 0.05 0.05 0.80 2.41 2.23 2.23 080 13.52 8.94 894 080 2061. 30.74 2061. 0.90 105640 4,589 2,775 0 2,775 18.50 18.55 6.17 6.22 005 O.OS 005 640 2.13 0.90 0.24 0.05 005 0.90 2.88 243 2.43 0.90 16.14 9.62 962 0.90 24.59 36.68 24.59 1.00 1056.50 4,774 3.244 0 3.244 21.62 21.67 7.21 726 005 0.05 0.05 6.50 2.17 1.97 0.28 0.05 0.05 1.00 3.37 2.60 2.60 1.00 18.90 1025 1025 1.00 28.80 42.96 28.60 1.10 1056.60 4,959 3.730 0 3,730 24.87 24.92 8.29 8.34 0.05 0.05 0.05 6.60 2.20 1.10 0.32 0.05 0.05 1.10 3.89 277 2.77 1.10 21.80 1085 1085 1.10 33.23 49.56 3323 1.20 105670 5,144 4,235 0 4,235 28.24 2829 941 947 046 0.06 0.06 670 2.23 1.20 0.37 0.06 006 1.20 444 2.93 2.93 1.20 24.64 1142 11.42 1.20 37.86 5647 37.86 1.30 1056.80 5,329 4]59 0 4,759 3173 31.79 10.58 10.63 0.06 0.06 006 6.80 2.27 1.30 0.42 006 0.06 1.30 5.00 3.08 308 1.30 28.01 11,95 1.95 1.30 42.69 63.68 42.69 140 105690 5,514 5.301 0 5,301 35.34 3540 1128 11.84 0.06 0.06 0.06 6.90 2.30 1.40 0.47 0.06 0.06 1.40 5.59 3.23 3.23 1.40 31.31 12.47 12.47 1.40 4771 71.16 4771 1.50 105700 5.699 5,862 0 5862 39.08 39.14 13D3 1309 0.06 0.06 0.06 78.53 TOO 2.33 L50 0.52 0.06 0.06 1.50 6.20 3.36 3.36 1.50 34.72 12.97 12.97 LW 52.91 78.92 52.97 In 1057.10 5,883 6,441 0 6.441 42.94 43.00 14.31 14.38 0.06 0.06 O 06 79.24 7.10 2.37 160 057 0 W 006 1.60 683 349 3.49 1.60 38.25 1344 1344 1.60 58.29 86.94 51129 1.70 1057.20 6,W8 7,039 0 7,039 46.92 4699 15.64 1571 007 0.07 0.07 7995 7.20 240 170 062 0.07 0.07 170 746 3.62 3.62 170 41.89 1391 1391 170 63.64 9522 6384 1.80 10990 6,253 7,655 0 7.655 51.03 51.10 17.01 17.08 0.07 0.07 0.07 80.65 7.30 243 1.80 0.68 007 0.07 1.60 8.15 374 3.74 1.80 45.64 14.35 14.35 1.80 69.55 10375 69.55 1.90 1057,40 6,438 8.289 0 8.289 55.26 55.33 1842 1849 0.07 0.07 0.07 81.34 7.40 247 1.90 074 007 0.07 7.90 8.84 3.86 386 1.90 49.97 1478 1478 1.90 7543 112.51 7543 200 1057.50 6,623 8.942 0 8,942 59.61 59.69 19.87 19.94 0.07 0.07 0.07 82.02 7.50 2.50 2.00 0.80 0.07 0.07 2.00 9.55 3.98 398 200 53.46 1521 1521 2.00 81.46 121.51 81.46 2.10 105].60 Swill 9,614 0 9,614 64.09 64.17 21.36 21.44 0.07 0.07 0.07 82.71 760 2.9 2. 10 0.86 007 007 2.10 1027 4.09 4.09 2.10 57.52 15.61 1561 2.10 8764 130.74 87.64 2.20 105720 6.993 10,304 0 10,304 68.69 6877 22.90 22.97 0.08 0.08 0.08 83.38 770 2.57 2.20 0.92 0.09 008 2.20 11.01 4.20 420 2.20 61.67 16.01 16.01 2.20 93.98 140.18 9398 2.30 1057.80 7,178 11,012 0 11,012 7342 73.49 2447 24.55 0.08 0.08 U.08 84.05 7.80 2.60 2.30 0.98 0.08 0.06 2.30 11.77 4.31 4.31 2.30 65.93 1640 1640 2.30 10046 149.85 10046 240 1057.90 7,362 11,739 0 11.739 78.26 78.34 2609 26.17 009 0.08 0.08 8421 7.90 2.63 2.40 1.05 0.08 008 240 12.55 441 4.41 2.40 70.27 1678 16.78 2.40 10708 15933 107.08 2.50 1058.00 7,547 12,485 0 12,485 83.23 83.31 27.74 27.89 0.08 0.08 0.08 85.37- 8.00 2.67 2.50 7.11 009 008 2.50 13.34 4.51 4.51 2.50 7471 1715 1715 2.50 113.84 16981 113.84 2.60 1058.10 7732 13,249 0 13,249 88.32 W41 2944 29.52 OM 0.08 008 86.03 8.10 220 2.60 Ila 008 0.08 2.60 14.15 4.61 461 260 79.24 17.52 17.52 2.60 12074 in 10 120.74 2.70 1058.20 7,917 14031 0 14,031 93.54 93.63 31.18 31,27 006 0.08 0.00 86.68 8.20 233 2.70 1.25 0.08 0.08 2.70 14.97 421 471 2.70 63.85 17.87 17.87 270 12777 190.59 127.77 2.80 1058.30 8,102 14,832 0 14,832 98.88 98.97 32.96 33.05 0.09 0.09 0.09 8792 8.30 2.77 2.80 1.32 0.09 0.09 2.80 15.81 4.80 4.80 2.80 88.55 18.22 18.22 280 734.94 201.28 134.94 2.90 105840 8.287 15,652 0 15,652 104.34 10x.43 3478 34.8] 009 0.09 009 BT96 840 2.00 2.90 1.39 009 009 2.90 16.67 490 490 2.90 9334 18.57 18.57 2.90 142.23 212.16 142.23 3.00 1058.50 0.472 16,489 0 16,489 109.93 110.02 36.64 3623 0.09 0.09 0.09 88.60 8.50 2.83 300 1.46 0.09 009 300 17.54 4.99 4.99 3.00 9821 18.90 18.90 3.00 149.65 22323 149.65 3.10 1058.60 8.656 17.346 0 17,3x6 11564 11573 38.55 38.64 009 0.09 049 8923 8.60 2.87 3.10 1.54 0.09 009 3.10 1842 5.08 508 310 103.16 1923. 1923 3.10 15719 23448 15719 3.20 105820 8,841 16,221 0 18.221 12147 121.56 4049 40.58 0.09 0.09 0.09 8985 8.70 2.90 3.20 1.61 009 009 320 1932. 5.17 5.17 3.20 108.19 1956. 1956 3.20 164.86 245.92 164.86 3.30 1058.90 9,026 19.114 0 19,114 12743 127.52 4248 42.57 0.09 0.09 0.09 90.47 8.80 2.93 3.30 1.69 0.09 009 3.30 2023. 5.25 525 330 13.30 1988 79.88 330 172.65 257.53 172.65 340 1058.90 9,211 20,026 0 20,026 133.51 133.60 44.50 44.60 0.10 0.10 0.10 91.09 8.90 2.97 340 176 0.t0 0.10 3.40 21.16 5.34 534 3.40 11649 20.19 2079. 340 180.56 269.33 780.56 3.50 1059.00 9,396 20.956 0 20.956 139,71 139.81 46.57 46.67 0.10 0.10 0.10 9121 9.00 3.00 3.50 1.84 0.10 010 3.50 22.10 542 542 3.50 12376 2050. 20 50 3 SO 188.58 281.30 16856 3.60 105910 9,581 21905 0 21,905 146.03 146.13 48.68 48,78 0.10 0.10 0.10 92.32 9.10 3.03 3.50 7.92 0.10 Oto 360 2.05 5.51 551 360 129.10 2081. 10.61 3.60 19672 29344 196.72 370 1059.20 9.766 22,872 0 22,872 15248 152.58 50.83 50.93 0.10 0.10 0.10 92.92 920 3.07 3.70 2.00 0.10 0.10 3.70 24.02 5.59 559 320 134.57 21.11 21.11 370 204.97 305.75 204.97 3.80 1059.30 9,950 23,858 0 23,858 159.06 159.16 53.02 53.12 0.10 0.10 0.10 9352 9.30 3.10 380 2.09 0.10 010 3.60 2500 567 567 3.60 140.00 2141 2141 3.80 213.34 318.23 213.34 3.90 105940 10,135 24,863 0 24.853 16525 165.85 5525 55.35 0.10 0.10 0.10 94.12 940 3.13 3.90 2.17 0.10 010 3.90 25.99 575 575 3.90 14557 2120 2170 390 221.61 330.87 221.81 4W 1059.50 10,320 25,885 0 25.885 172.57 172.67 57.52 57.63 0.10 0.10 0.10 9x.71 9.50 3.17 4.00 2.25 0.10 010 400 27.00 5.82 582 400 75TW 2199 21.99 4.00 23040 113.68 230.40 4.10 1979.60 10,505 26,927 0 26.927 179.51 179.62 59.84 59.94 0.11 0.11 0.11 9530 9.60 3.20 4.10 2.33 0.11 0.11 4.10 28.02 5.90 590 4.10 156.91 22.27 2227 410 23909 356.65 23909 4.20 105970 10690 27.986 0 27,986 186.58 186.68 62.19 62.30 0.11 0.11 0.11 95.89 9.70 3.23 4.20 242 0.11 0.11 4.20 29.05 5.98 598 4.20 162.68 22.55 22.55 4.20 247.89 369.78 24769 4.30 1059.80 10,875 29,065 0 29,065 19376 193.87 64.59 170 0.11 0.11 0.11 96.47 9.80 3.27 430 2.51 0.11 0.11 4.30 30.09 6.05 605 4.30 16853 22.83 22.93 4.30 25680 383.06 256.60 440 1059.90 11,060 30,161 0 30.161 20108 201.18 67.03 6].13 0.11 0.11 0.11 97.05 9.90 3.30 440 2.60 D.tl 0.11 4.40 37.15 6.13 613 4.40 17444 23.11 23.11 440 265.81 396.50 265.61 • 4.50 1On DO 11,245 31,277 0 31 277 208.51 208.62 69.50 69.61 0.11 0.11 D.tt 97.63 IO.W 3.33 450 2.68 Oil 071 450 32.22 6.20 620 450 18042 23.38 2.J8 4.50 274.92 41009 274.92 4.60 1060.10 11,429 32410 0 32,410 216.07 216.18 72.02 72.13 0.11 0.11 0.11 98.20 10.10 3.37 4.60 2.77 0.11 0.11 460 33.30 6.27 627 4.60 18647 2364 2364 4,60 264.14 423.84 28414 470 low 20 11,614 33,562 0 33,562 223.75 223.86 74.58 7470 0.11 0.11 0.1 9877 10.20 340 4.70 2.97 011 0.11 470 34.39 6.35 635 470 192.58 23.91 23.91 470 29345 43713 293.45 4.80 1060.30 11)99 3x733 0 34,733 231.55 231.67 77.18 77.30 0.11 0.11 011 99.34 10.30 343 4.80 2.96 0.11 0.11 4.80 35.49 642 642 4.80 19876 24.17 24.17 4.80 302.87 451.]8 302.87 4.90 1060.40 11,984 35,922 0 35.922 23948 239.60 79.83 79.94 0.11 0.11 0.1 99.90 IOaO 347 4.90 305 0.11 0.11 4.90 36.61 649 649 4.90 20500 2443 2443 4.90 31238 465.97 312.38 5.97 1060.50 12.169 37,130 0 37,130 247.53 247.65 82.51 82.63 0.12 0.12 0.12 100.46 10.50 3.50 597 3.14 0.12 0.12 5.97 3773 6.56 656 597 211.31 24.69 24.69 597 321.99 an 31 321.99 5.10 1060.80 12,354 38,356 0 38.356 255.71 255.82 85.24 85.35 0.12 0.12 0.12 101.02 10.60 3.53 510 3.24 0.12 012 510 38.87 6.62 562 510 217.68 24 9,1 24,94 510 331.70 49479 33170 5.20 1 On 70 12,539 39,601 0 39,601 264.97 264.12 88.00 88.12 0.12 0.12 0.12 101.57 1020 3.57 520 3.34 0.12 0.12 520 40.02 6.69 669 520 224.11 25.19 25 19 520 341.51 509.41 341.51 5.30 1060.80 12.723 40864 0 40,864 27242 272.54 W81 90.93 0.12 0.12 0.12 102.12 10.80 3.60 530 343 0.12 0.12 530 41.16 6.76 676 5.30 230.67 2544 2544 530 351.40 524.18 351.40 Sao 1060.90 12.908 42.145 0 42,145 280.9] 281.09 93.66 93.78 0.12 0.12 0.12 102.67 t0.90 3.63 540 3.53 0.12 0.12 540 42.35 683 683 540 23717 2569 2569 540 361,40 53908 361.40 5.50 1061.00 13.093 43.445 0 43,445 289.64 28976 96.55 96.6) 0,12 0.12 012 10321 11.00 3.67 5.50 3.63 0.12 0 12 5 50 43.53 689 689 5 50 24378 2593 2593 5 50 37148 554.13 37148 5.60 1061.10 13278 44,764 0 44,764 298.43 298.55 99.48 99.60 0.12 0.12 0.12 10375 11.10 3.70 560 3.73 0.12 012 5.60 4473 6.96 696 5.60 250.46 26.18 2618 5.70 1WI.20 13,463 46,101 0 46,101 307.34 30746 10245 102.57 0.12 0.12 0.12 104.29 11.20 373 5.70 3.83 0.12 0.12 5.70 45.93 7.02 7.02 5.70 25720 26.42 26.42 5.80 1061.30 13,648 47,457 0 47,457 31698 316.50 10546 105.58 0.13 0.13 0.13 104.83 1130 377 5.90 3.93 0.13 0.13 - 580 47.14 7.09 7.09 580 26400 26.65 26.55 5.90 106140 13,833 48.831 0 48.831 32551 325.66 108.51 108.60 0.13 0.13 0.13 105.36 1140 3.97 5.90 403 0.13 0.13 590 4837 ].15 715 590 270.86 26.89 2689 6.o0 IMI.50 14,017 50,223 0 50.223 33482 33495 111.61 11123 0.13 0.11 0.13 105.89 11.50 3.83 600 413 0.13 0.13 600 49.60 7.21 121 697 27777 27.12 2772 6.10 1061.60 14,202 51,634 0 511634 344.23 3x4.36 11474 114.87 0.13 0.13 0.13 106.42 11.60 3.87 610 424 0.13 013 610 50.85 7.28 7.28 610 28475 27.35 2735 6.20 106120 14,387 53,064 0 53,064 35326 353.89 117,92 11805 0.13 0.11 0.13 106.95 11.70 3.90 6.20 4.34 0.13 0.13 6.20 52.10 7.34 T34 6.20 291.78 27.58 27.50 6.30 1061.97 14,572 54,511 0 54,511 36341 363.54 121.14 121.27 0.13 0.13 0.13 10747 11.80 3.93 630 4.45 0.13 0.13 6.30 $3.37 7.40 7.40 630 298.86 27.81 27.81 640 106190 14,757 55.978 0 55,978 373.19 373.32 12440 124.53 0.13 0.13 0.13 107.99 11.90 3.97 640 4.55 0.13 0.13 6.40 54.64 746 746 6.40 306.01 2804 2804 6.50 1062.97 14,942 57,463 0 57.463 383.09 38322 12770 127.83 0.13 0.13 0.13 108.51 12.00 4.97 650 4.66 0.13 013 6.50 55.93 7.52 752 650 313.21 28.26 28.26 6.60 1062.10 15,127 58.966 0 58.966 393.11 39324 131N 131.17 0.13 0.13 0.13 109.02 12.10 4.03 6.60 477 0.13 013 660 57.23 7.58 7,58 6.60 320.46 2846 2848 620 1062.20 15,312 wan 0 60,488 403.25 403.39 134.42 134.55 0.13 0.13 0.13 109.54 12.20 4.07 6.70 4.88 0.13 013 670 58.53 7.64 764 670 32777 2820 28.70 6.80 106290 15.4% 62,029 0 62.029 413.52 413.66 13].84 137.98 0.14 0.14 0.14 110.05 12.30 4.10 6.80 499 0.14 014 660 59.85 710 770 680 335.14 28.92 26.92 6.90 1062.40 15,681 63,587 0 63,587 42392 424.05 141.31 14144 0.14 0.14 0.14 110.56 1240 4.13 6.90 5.10 0.14 0.14 690 61.17 7.76 776 6.90 342.56 29.14 29.14 700 1062.50 15,866 65,165 0 65,165 43443 43x.5] 144.81 14495 0.14 0.14 0D 0.14 111.06 12.50 4.17 7.97 5.21 014 0.14 7.00 62.51 781 7.81 797 35003 2936 2936 7.10 1062.60 16,051 66,761 0 66,761 445.07 445.32 148.36 148.60 D.25 0.14 0.11 0.25 111.57 12.60 4.20 7.10 532 0.14 0.14 710 63.85 7.87 7.87 710 35756 29.57 2957 7.20 106270 16,236 68.375 0 68,375 455.83 456.28 151.94 152.39 0.44 0.14 0.30 0.44 112.07 1220 4.23 720 543 OAA 0.14 7.20 65.20 7.93 793 7.20 365.14 29,78 29.78 7.30 1062.80 16,421 70,008 0 70.008 466.72 467.41 155.57 156.27 0.70 0.14 0.55 070 112.57 12.80 4.27 7.30 555 0.14 0.14 730 66.57 7.99 7.99 7.30 37277 29.99 29.99 7.40 1062.90 161606 71.659 0 71,659 47723 47872 159.24 160.24 1.97 0.14 0.85 LW 113.06 12.90 4.30 740 566 0.14 0.14 140 67.94 004 804 7.40 38046 30.20 3020 7.50 1063.97 16,790 73.329 0 73,329 488.86 490.20 162.95 160.29 1.34 0.14 1.19 L31 113.% 13.00 4.33 750 578 0.14 0.14 7.50 6932 8.10 810 750 388.20 3041 3041 7.W 1063.10 16,975 75.017 0 75.017 _ 500.12 501.83 166.]1 168.42 171 0.14 1.57 171 114.05 13.10 4.37 7.60 5.89 0.14 014 Told 7071 8.15 9.15 750 395.99 30.62 30 fit 770 1063.20 17.160 76.724 0 76.724 51149 513.61 170.50 17262 2.12 0.14 1.98 2.12 114.54 1320 440 770 6.01 0.1a 0.14 770 72.11 8.21 821 770 403.83 30.82 30.82 7.80 1063.30 17,345 78,449 0 78.449 523.97 525.37 1]4.33 17671 2.38 0.15 2.23 2.38 115.03 13.30 443 780 6.13 0.15 0.15 7.80 7352 8.27 827 7.80 41172 3403 31.03 7.90 106340 17,530 80,193 0 90,193 534.62 537.19 178.21 18078 2.9 SAS 243 2.9 115.52 1340 447 7.90 625 0.15 0.15 790 74.94 8.32 8.32 7.90 41966 31.23 31.23 8.97 1063.50 17,715 81,955 0 81,955 5,16 37 549.12 182.12 181.87 225 OAS 2.60 225 16.00 13.50 4.50 8.97 6.36 0.15 015 8.97 76.37 897 837 897 427.66 3143 31,43 8.10 1063.60 17,900 83,736 0 83236 558.24 561.16 186.08 189.00 2.92 OAS 277 2.92 11648 13.0 4.53 8.10 6.48 0.15 015 8.10 77.80 843 843 9.10 43570 31.63 37.63 8.20 1063.70 10,084 85.535 0 85.535 9023 573.32 190.08 193.16 3.08 0.15 2.93 3.08 116.96 1370 4.57 8.20 660 OAS 0.15 8.20 79.25 848 846 820 443.80 31.83 31.83 8.30 1063.80 18,269 87,353 0 87,353 562.35 585.58 190.12 197.35 3.23 0.15 308 313 11704 13.97 4.60 830 673 0.15 0.15 8.30 6070 853 95.7 830 451.94 32.03 3203. 840 1063.90 19,454 89,189 0 89,189 594.59 597.97 19820 201.57 3.38 D.15 3.23 3.38 117.92 13.90 4.63 840 685 0.15 0.15 8.40 62.17 8.59 859 840 460.13 32.22 3222 8.50 1011 18,639 91,044 0 91,044 60696 610.47 202.32 205.83 3.51 0.15 3.36 0.00 3.51 118.39 14.00 4.67 6 So 697 0.15 015 8.50 6364 8.64 8.64 850 46B 37 3242 3242 8.60 IN'Llo 18,824 92,917 0 92,917 61945 624.00 206.48 211.00 4.56 0.15 349 091 4.56 118.86 14.10 420 8.60 709 0.15 0.15 8.60 8512 8.69 8.69 8.60 476.66 32.61 32.61 . 870 8.80 1064 20 6x 10.30 19,009 19,194 94,808 96,719 0 0 80 948 96,719 632.97 64429 63841 65342 210.69 214.93 217 00 223.56 6.35 8.63 0.15 0.15 3.62 2.58 374 423 6.35 8.63 11934 . 119.80 14.20 14.30 473 4.77 8.70 6.60 7.22 7.34 0.15 0.15 015 0.15 870 880 8661 88.10 8.74 8.80 674 8.80 8.70 8.80 48500 49338 32.80 33.W 32.80 33.00 9.90 INA 40 19,379 98.647 0 98,647 657.65 66895 219.22 230.52 11.31 0.16 386 7.29 11.31 120.27 1440 4.80 8.90 747 0.16 0.16 8.90 89.61 8.85 885 890 501.82 3319 3319 9 00 106,1.50 19,563 100,594 0 100,594 670.63 684.95 223.54 237.86 14.32 0.16 3.98 10.18 14.32 12074 14.50 4.83 9. W 7.59 0.16 0.16 9. W 91.12 8.90 890 9. W 510.30 3338 33.38 9.10 1ON60 19,748 102,560 0 102,560 683.73 701.37 227.91 245.54 17.63 0.16 4.03 13.39 17.63 121.20 14.60 4.87 9.10 772 0.16 016 9.10 92.65 8.95 895 9.10 51983 33.56 33.56 9.20 1974.70 19,933 104,544 0 104504 696.96 718.19 232.32 253.55 2123 0.16 4.20 16.87 21.23 121.66 -14.]0 4.90 9.20 7.85 0.16 016 9.20 94.18 9.00 9.00 9.20 527.40 33.75 3375 9.30 1061.80 20.118 106,547 0 106.547 710.31 735.38 23677 261.84 25.07 0.16 4.31 2061. 25.07 122.12 14.90 4.93 9.30 796 0.16 016 930 9572 9.05 9.05 9.30 536.03 33.91 33.94 940 1064.90 20,303 108,568 0 108,568 723.78 752.94 24126 27042 29.46 0.16 441 24.59 29.16 12258 14.90 4.97 940 811 0.16 0.76 9.40 9727 910 9.10 9.40 54470 34.12 34.12 9.50 106597 20,488 110,607 0 110,607 73738 770.85 24579 27927 3347 0.16 4.51 28.80 3347 123.Oa 15.97 597 9.50 824 0.16 016 9.97 98.82 9.15 9.15 9.50 55341 34.31 34.31 • f0 Worksheet 3 Design Procedure Form for Extended Detention Basin Designer: 00/-,7_,fY6n� Company: 56 $v X= -c Date: 12 -to -7 Project:p� (s PR -0--S6 -L- Location: SI.Y R✓AS6 � "."tNGTo Location: F"TZL`f 1. Determine Design Volume (Use Worksheet 1) a. Total Tributary Area (minimum 5 A,o,a, = Q" 4 $ acres ac.) VBMP ft3 b. Design Volume, VBMP 2. Basin Length to Width Ratio (2:1 min.) II Ratio = i - t L 3. Two -Stage Design a. Overall Design 1) Depth (3.5' min.) Depth = ft 2) Width (30' min.) Width = ft 3) Length (60' min.) Length = it 4) Volume (must be ? Vamp) Volume = ft3 b. Upper Stage / 1) )Depth (2 jmin.) Depth = ft 2) agqttom/Slope (2% to low flow Slope = chi el recommended) c. Bottom ge 1XD to 3') Depth = pth9.5' 2ngth a Length = ft ft 3ume (1 to 25% of Vamp) Volume = ft3 4. Foreba Desig a. Foreb %ume (5 to 10% Of VBMP) Volume = ft3 b. Outlet � pt-cj`rainage time (? 45 Drain time = minutes min) 5. Low -flow Ctlann� a. Depth (9" mmum) Depth = ft b. Flow C�pacit (2' Forebay QOUT) QLOwFlow= cfs 6. Trash Rack or Gr�r ( gl Pack (check one) Trash Rack Gravel Pack 19 Ll • to 7. Basin Outlet a. Outlet type (check one) Single orifice Multi -orifice plate Perforated Pipe Other OvAjr7wL 577wcm b. Orifice Area Area = ftZ c. Orifice TypeType water d. Maximum Depth of above / Depth = ft bottom orifice i e. Length of time for 50% BMP % Time 50% = hrs drainage (24 hour minim m) / f. Length of time for 100% V YP Time 100% = hrs drainage (between 48 and'712 hours) g. Attached Documents'(all required) Attached Documents (check) 1) Stage vs. Discharge 1) 2) Stage vs. Yplume 2) 3) Inflow Hydrograph 3) 4) Basin F uting 4) �� e- 8. Increased Runoff (optional) / Is this basin etse mitigating increased Yes t/ No runoff? (if No, skip to #9) Attached Documents (all required) for 2, 5, & 10 -year storms: Attached Documents (check) 1) Stage vs. Discharge 1) 2) Stage vs. Volume 2) 3) Inflow_Hydrograph 3) 4) Basin Routing 4) 9. Vegetation (check type) _ Native Grasses Irrigated Turf Other 3ofk� �, Do�S l%eay.�lee� 10. Embankment a. Interior slope (4:1 max.) Interior Slope = 3 b. Exterior slope (3:1 max.) Exterior Slope = Z 11. Access a. Slope (10% max.) Slope = tiJ�A b. Width (166 feet min.) Width = /A ft 20 PHS Basin 2 Water Quality Volume 0 Warehouse Site Only Opening 41 Opening 42 Opening M3 Grated Opening 5sOO Clear Storage ® 1 Freeocard 1119 2],630 cl Cd (WEIR) 27 Cd (WEIR) 27 Cd (WEIR) 2.7 Cd (WEIR) 3 2' x2 Basin Storage Volumes 000% tlT= 5 dT- 15 Flowline Out 1110 Cd (ORIFICE) 0.6 Cd (ORIFICE) 0.6 Cd (ORIFICE) 0.6 Cd (ORIFICE) 5.37 Grate Outlet Dia 12 HEIGHT OF BOX 0083333 1 HEIGHT OF BOX 0.25 '3 HEIGHT OF BOX 0 0 Area 25.37AW15 • DEPTH FT ELEVATION AREA SF Raw Storage CF Water Quality CF STORAGE CF 2S/dT 2S/dTa0 CES CFS 2S/dT CFS 2SIdT.O CFS OUTFLOW CFS 41 CFS 42 CFS p3 CFS OUTFLOW CFS Inlet Control Outlet Control Head (It) HW/DIA Scale 1 WIDTH OF BOX DEPTH WEIR 0.083333 1.00 0 x I WIDTH OF BOX DEPTH WEIR 0.5 6.00 0, 1 WIDTH OF BOX DEPTH WEIR 0 ORIFICE O 0.00 x 1 Perimeter DEPTH WEIR 4 ORIFICE O 0.00 1112.60 100 0 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.170 2.60 2.60 0.00 000 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 000 0.00 0.10 111270 340 22 0 22 0.15 0.15 0.05 006 0.01 0.01 001 270 2.70 0.10 0.01 0.01 0.10 0.04 004 0.10 0.00 0.00 0.10 0.38 0.38 0.20 1112.80 580 68 0 68 0.45 0.47 0.15 0.16 0.01 0.01 0.01 2.80 2.80 0.20 0.02 0.01 0.01 0.20 0.12 0.12 0.20 000 000 0.20 1.07 1.07 0.30 1112.90 820 138 0 138 0.92 0.94 0.31 032 0.02 0.02 002 2.90 2.% 0.30 0.04 0.02 002 0.30 0.22 0.22 0.30 000 000 0.30 1.97 1.97 0.40 1113.00 1060 232 0 232 1.55 1.57 0.52 0.54 0.02 0.02 002 3.00 3.00 0.40 0.06 0.02 002 0.40 0.34 0.32 0.32 0.40 0.00 0.00 0.40 3.04 2.72 272 0.50 4113.10 1.300 350 0 350 2.33 2.36 078 0.80 0.02 0.02 0.02 3.10 3.10 0.50 0.08 0.02 002 0.50 0.48 0.37 037 0.50 000 0.00 0.50 4.24 3.80 3.80 0.60 1113.20 1,540 492 0 492 328 3.30 1.09 1.12 0.02 0.02 0.02 3.20 3.20 0.60 0.10 0.02 002 0.60 0.63 0.41 0.41 0.60 000 0.00 0.60 556 4.99 4.99 070 1113.30 1,780 658 0 658 4.39 441 146 149 0.03 0.03 0.03 3.30 3.30 070 0.13 0.03 0.03 070 0.79 046 046 070 0.00 0.00 0.00 070 7.03 6.29 6.29 0.80 1113.40 2,020 848 0 848 5.65 5.68 188 1.91 0.03 0.03 0.03 340 340 0.80 0.16 0.03 0.03 0.80 0.97 049 049 0.80 0.00 0.00 0.00 0.80 8.59 - 7.68 7.68 0.90 1113.50 2,2W 1,062 O 1062 7.08 7.11 2.36 239 0.03 0.03 0.03 3.50 3.50 0.90 0.19 0.03 0.03 0.90 1.15 0.53 0.53 0.90 0.00 0.00 0.00 0.90 10.25 9.17 9.17 1.00 1113.60 2,500 1,300 0 1,300 8.67 870 2.89 292 0.03 0.03 0.03 3.60 3.60 1.00 0.23 0.03 0.03 1.00 1.35 0.56 0.56 100 0.00 0.00 0.00 1.00 1200. 1074 1074 1.10 1113.70 2.588 1,554 0 1,554 10.36 1040 345 349 0.03 0.03 0.03 3.70 370 1.10 0.26 0.03 0.03 1.10 1.56 0.59 0.59 1.10 0.00 0.00 0.00 1.10 13.84 12.39 12.39 1.20 1113.80 2,676 1,818 0 1,818 12.12 12.15 4.04 4.08 0.04 0.04 0.04 3.80 3.80 1.20 0.30 0.04 0.04 1.20 177 0.62 062 1.20 0.00 000 0.00 1.20 1577 14.12 14.12 1.30 1113.90 2,764 2,090 0 2,090 13.93 13.97 4.64 4.68 ON 0.04 0.04 3.90 3.90 1.30 0.33 0.04 0.04 130 2.00 0.65 0.65 1.30 0.00 0.00 0.00 1.30 1779 15.92 15.92 140 1114.00 2,852 2,370 0 2,370 15.80 15.84 5.27 5.31 0.04 0.04 0.04 4.00 4.00 1.40 037 0.04 0.04 1.40 2.24 0.68 0.68 1.40 000 0.00 0.00 1.40 1966. 1779 1779 1.50 1114.10 2.940 2,660 0 2660 17.73 17.77 5.91 5.95 0.04 0.04 0-04 7.06 4.10 4.10 1.50 041 0.04 0.04 1.50 2.48 0.71 0 71 1.50 0.00 0.00 0.00 1.50 2205. 1973. 1973. 1.60 1114.20 3.028 2,958 0 2,958 19.72 1976. 657 6.62 004 Mal 0.04 7.16 4.20 420 1.60 0.46 0A4 0.04 1.60 273 0.73 073 1.60 0.00 0.00 0.00 1.60 24.29 21.74 2174 1.70 1114.30 3.116 3.266 0 3.2% 21.77 21.81 726 730 0.04 004 0.04 7.25 4.30 4.30 170 0.50 004 0.04 170 2.99 075 075 170 000 0.00 0.00 170 26.60 23.81 23.81 1.80 111440 3.204 3,582 0 3,582 23.88 2392 7.96 8.00 0.04 0.04 0.09 7.35 440 440 1.60 0.54 0.04 0.04 1.80 3.26 078 078 1.80 0.00 0.00 0.00 1.80 28.98 25.94 2594 1.90 1114.50 3,292 3.906 0 3.906 26.04 26.09 8.68 8.73 0.05 0.05 0.05 7.44 4.50 4.50 1.90 0.59 0.05 0.05 1.90 3.54 0.80 0.80 1.90 0.00 0.00 0.00 1.90 31.43 28.13 2813 2.00 1114.60 3,380 4240 0 4,240 28.27 28.31 942 947 0.05 0.05 0.05 7.53 4.60 460 2.00 0.64 0.05 0.05 2.00 3.82 0.82 0.82 2.00 0.00 0.00 0.00 200 33.94 30.38 30.38 2.10 1114.70 3968 4,582 0 4,582 W55 30.60 10.18 10.23 0.05 0.05 0.05 763 470 470 2.10 0.68 0.05 0.05 2.10 4.11 0.85 0.85 2.10 0.00 0.00 0.00 2.10 36.52 32.68 32.68 2.20 1114.80 3.556 4,934 0 4,934 32.89 32.94 10.96 11.01 0.05 0.05 0.05 7.72 4.80 4.80 2.20 073 0.05 0.05 2.20 441 0.87 0.87 2.20 0.00 0.00 0.00 2.20 39.16 35.05 35.05 2.30 1114.90 3.644 5,294 0 5,294 35.29 35.34 11.76 1181 0.05 0.05 0.05 7.80 4.% 4.90 2.30 0.78 0.05 005 2.30 471 189 0.89 2.30 0.00 0.00 0.00 2.30 41.86 37.46 3746 240 1115.00 3.732 5,662 0 5.662 3715 37.80 1258 12.63 005 0.05 0.05 7.89 5.00 5.00 2.40 0.84 0.05 0.05 2.40 5.02 0.91 0.91 2.40 0.00 0.00 0.00 2.40 44.62 39.93 39.93 2.50 1115.10 3,820 6,090 0 6.040 40.27 40.32 1342 1347 0.05 0.05 0.05 7.98 5.10 5.10 2.50 0.89 0.05 0.05 2.50 534 0.93 0.93 2.50 0.00 0.00 0.00 2.50 4743 4245 4245 260 111520 3,908 6,426 0 6,426 42.84 42.90 14.28 14.33 0.05 0.05 0.05 8.07 5.20 5.20 2.60 0.94 0.05 005 2.60 5.66 0.95 0.95 2.60 0.00 0.00 000 2.60 50.31 45.03 4503 270 1115.30 3,996 6.822 0 6,822 45.48 45.53 15.16 15.21 0.05 0.05 0.05 8.15 5.30 5.30 270 1.00 0.05 0.05 270 5.99 0.97 0.97 270 0.00 '0.00 000 2.70 53.24 47.65 47,65 2.80 111540 4,064 7.226 0 1226 48.17 48.23 16.06 16.11 0.06 0.06 0.06 8.24 5 40 5.40 2.80 1.05 0.06 0.06 2.60 6.33 0.98 0.98 2.80 0.00 0.00 0.00 2.80 56.22 50.32 50.32 2.90 1115.50 4,172 7,638 0 7,638 50.92 50.98 16.97 17.03 0.06 0.06 0.06 8.32 5.50 5.50 2.90 1.11 0.06 0.06 2.90 6.67 1.00 1.00 2.90 000 0.00 000 2.90 59.26 53.04 53.04 3.00 111560 4,260 8,060 0 8.060 53.73 53.79 17.91 17.97 0.06 0.06 0.06 840 5.60 5.60 3.00 1.17 0.06 0.06 3.00 7.01 1.02 1.02 3.00 000 0.00 0.00 3.00 62.35 5581 55.81 3.10 1115.70 4,348 8,490 0 8,490 56.60 56.66 18.87 18.93 0.06 0.06 0.06 BAB 570 5.70 3.10 1.23 0.06 0.06 3.10 7.37 1.04 1.04 3.10 0.00 0.00 0.00 3.10 6550 58.62 58.62 - 3.20 1115.80 4,436 8,930 0 8,930 59.53 59.59 19.84 19.90 0.00 0.06 0.06 8.57 5.80 5.80 3.20 1.29 0.06 0.06 3.20 7.73 1.05 1.05 3.20 0.00 0.00 0.00 3.20 68.69 61.48 61.48 3.30 1115.90 4,524 9,378 0 9,378 62.52 62.58 20.84 20.% 0A6 0.06 0 8.65 5.90 5.90 3.30 1.35 0.06 0.06 3.30 8.09 1.07 1.07 330 0.00 0.00 0.00 3.30 71.94 69.38 64.36 340 1116.00 4,612 9,834 0 9,834 65.56 65.62 21.85 21.92 0.06 0.06 0.00 873 6.00 6.00 3.40 1.41 ON 0.06 3.40 8.46 1.09 1.09 3.40 0.00 000 0.00 340 75.23 67.33 67,33 3.50 1116.10 4,700 10,300 0 10.300 68.67 68.73 22.89 22.95 0.06 0.06 ON 8.80 6.10 6.10 350 1.47 0.06 0.06 3.50 8.84 1.11 1.11 3.50 0.00 0.00 0.00 3.50 76.9 70.32 70.32 3.60 1116.20 4,788 10,774 0 10.774 TIM 71.89 23.94 24.01 0.06 0.06 0.06 8.88 6.20 6.20 3.60 1.54 0x 0.06 3.60 9.22 1.12 1.12 3.60 0.00 0.00 0.00 360 81.97 73.36 73.36 - 370 1116.30 4,876 11,258 0 11,258 75.05 75.11 25.02 25.08 0.00 0.06 0.06 8.96 6.30 6.30 370 1.60 0.06 0.06 370 9.61 1.14 1.14 370 0.00 0.00 0.00 370 85.41 7644 76.44 3.80 111640 4,964 11,750 0 11,750 78.33 7840 26.11 26.18 0.06 0.06 0.06 9.04 640 640 3.80 1.67 0.06 0.06 3.80 10.00 1.15 1.15 3.60 0.00 0.00 0.00 3.80 88.89 79.56 79.56 3.90 1116.50 5.052 12,250 0 12250 81.67 8173 27.22 27.29 0.07 0.07 007 9.11 6.50 6.50 3.90 1.73 0.07 0.07 390 10.40 1.17 1.17 3.90 0.00 0.00 0.00 3.90 92.42 82.72 82.72 4.00 1116.60 5,140 12,760 0 12760 8507 85.13 28.36 28,42 007 0.07 0.07 9.19 6.60 6.60 4.00 1.80 007 0.07 4.00 10.80 1.18 1.18 4.00 0.00 0.00 0.00 4.00 96.00 85.92 6592 • 4.10 1116,70 5,228 13,278 0 13,278 88.52 88.59 29.51 29.57 0.07 0.07 0.07 9.26 6.70 670 4.10 187 0.07 0.07 4.10 11.21 1.20 1.20 4.10 0.00 0.00 000 4.10 99.62 89.16 6916 4.20 1116.80 5.316 13.806 0 13,806 92.04 92.11 30.68 3075 0.07 0.07 0.00 0.07 9.34 680 6.80 4.20 1.94 0.07 0.07 4.20 11.62 1.21 121 4.20 0.00 000 0.00 4.20 103.29 92.44 92.44 4.30 1116.90 5,404 14,342 0 14,342 95.61 95.72 31.87 31.98 0.11 0.07 0.04 0.11 941 6.90 6.90 4.30 2.01 0.07 007 4.30 1204. 1.23 1.23 4.30 0,00 0.00 000 4.30 10700 95.77 9577 440 1117.00 5.492 14886 0 14,886 99.24 99.43 33.08 3327 0.19 0.07 0.12 0.19 949 7.W 7.00 4.40 2.08 0.07 007 440 12,46 1.24 1.24 4.40 0.00 TAO 0.00 4.40 11075 99.13 99.13 4.50 1117.10 5,580 15,440 0 15,440 102.93 10323 34.31 34.60 029 0.07 022 0.29 9.56 7.10 7.10 4.50 2.15 007 007 4.50 12.89 1.26 1.26 4.50 0.00 0.00 0.00 4.50 114.55 102.52 102.52 4.60 1117.20 5668 16,002 0 16,002 106.68 107.07 35.56 35.95 0.39 0.07 0.32 0.39 9.63 7.20 7.20 4.60 2.22 0.07 0.07 4.60 13.32 1.27 1.27 4.60 0.00 000 0.00 4.60 118.39 105.96 10596 470 1117.30 5,756 16,574 0 16.574 11049 110.93 36.83 37.27 044 0.07 0.37 0.44 9.70 7.30 7.30 4.70 2.29 007 0.07 470 1376 1.29 1.29 470 0.00 0.00 0.00 470 122.27 TOO 43 109.43 4.80 1117.40 5844 17,154 0 17,154 114.36 114.84 30.12 38.61 049 0.07 041 OAS 977 7.40 7.40 4.80 2.37 0.07 0.07 4.80 14.20 1.30 1.30 4.80 0.00 0.00 0.00 4.80 126.20 112.94 112.94 4.90 1117.50 5.932 17,742 0 17,742 118.28 118.81 39.43 39.96 0.53 0.07 0.46 0.53 9.64 750 7.50 4.90 2.44 0.07 0.07 490 14.64 1.31 1.31 4.90 0.00 0.00 0.00 4.90 130.16 11649 11649 5.00 1117.60 6.020 18.340 0 48,340 122.27 122.84 40.76 41.32 0.57 0.07 0.49 0.57 9.91 7.60 7.60 5.00 2.52 0.07 0.07 5.00 15.09 1.33 1.33 500 0.00 0.04) 0.00 5.00 134.16 120.08 120.08 5.10 1117.70 6,108 18,946 0 18,946 126.31 12691 42.10 4271 060 0.08 0.53 0.60 9.98 770 770 5.10 2.59 0.08 0.08 5.10 1555 1.34 1.34 5.10 0.00 0.00 0.00 5.10 138.21 12370 123.70 5.20 1417.80 6,196 19,562 0 19,562 130.41 13105 4347 44.11 0.64 0.08 0.56 0.64 10.05 7.80 7.80 5.20 2.67 0.08 0.08 5.20 1601 1.36 1.36 5.20 0.00 0.00 0.00 5.20 142.29 127.35 127.35 5.30 1117.90 6,284 20.186 0 20186 134.57 13524 44.86 45.53 0.67 0.08 0.59 0.67 10.12 7.90 TOO 530 275 0.08 0.08 5.30 1647 1.37 1.37 5.30 0.00 0.00 0.00 5.30 146.42 131.04 131.04 5.40 1118.00 - 6,372 20.818 0 20.818 13879 13949 46.26 46.96 070 0.08 0.62 0.70 10.19 8.00 8.00 5.40 282 0.08 0.06 5.40 16.94 TM 1.38 540 0.00 0.00 0.00 5.40 150.58 134.77 13477 5.50 1118.10 6,460 21,460 0 21,460 143.07 143.80 47.69 48.42 073 0.08 0.65 073 1026 SAO 8.10 550 2.90 0.08 0.08 5.50 1741 1.39 1.39 5.50 0.00 0.00 0.00 550 154.78 138.53 136.53 5.60 111820 6.548 22,110 0 22.110 14740 148.16 49.13 49.89 076 0.08 068 076 10.32 820 8.20 5.60 2.96 0.08 008 560 1789 141 1.41 5.60 0.00 0.00 0.00 5.70 1118.30 6.636 22,770 0 22,770 151,80 152.58 50.60 51.38 078 0.08 071 070 10.39 8.30 8.30 570 3.06 0.08 0.08 570 18.37 1.42 1.42 570 0.00 0.00 000 5.80 1118.40 6,724 23438 0 23438 156.25 157.06 52.08 5289 081 0.08 073 000 0.81 10.46 840 840 5.60 3.14 0.08 0.08 580 16.86 1.43 1.43 5.80 0.00 0.00 0.00 5.90 1118.50 6,812 24,114 0 24,114 160.76 161.98 53.59 54.80 122 0.08 075 038 122 10.52 8.50 8.50 5.90 3.22 0.08 008 590 1935. 1.45 145 5.90 000 0.00 0.00 6.00 1118.60 6,900 24,800 0 24,800 165.33 167.27 55.11 57.04 1.93 0.08 078 1.07 1.93 10.59 8.60 8.60 6.00 3.31 0.08 0.08 600 19.84 146 1.46 6.00 000 0.00 0.00 6.10 1118.70 6,988 25,494 0 25.494 169.% 172.82 56.65 59.51 2.86 0.08 0.80 1.00 2.86 10.65 870 8.70 6.10 3.39 0.08 0.08 6.10 2034. 1.47 1.47 6.10 0.00 0.00 0.00 6.20 1118.80 7,076 26,198 0 26,198 174.65 178.27 58.22 61.84 3.62 0.08 0.82 272 3.62 10.72 880 8.80 620 3.47 0.08 0.08 6.20 2084. 1.48 1.48 6.20 0.00 O.01) 0.00 6.30 1118.90 7.164 26,910 0 26,910 179.40 184.12 59.80 64.53 433 0.08 0.85 3.80 4.73 10.78 8.90 8.90 6.30 3.56 ON 0.08 6.30 21.35 1.49 1.49 6.30 0.00 0.00 0.00 640 1119.00 7.252 27,630 0 27,630 184.20 190.15 6140 67.34 5.94 0.08 0.87 4.99 5.94 10.85 9.00 9.00 640 3.64 0.09 0.08 6.40 21.86 1.51 1.51 640 0.00 0.00 0.00 • • PHS Pad - NE - Basin ; DETENTION BASIN ROUTING 5 Min Interval T (HRS) 100 YEAR EVENT - 3 Hour STORM 32.33 0 I 2S/dT+O 2S/dT-0 O (CFS) (CFS) (CFS) 1 0.08 2.564 0.00 0.00 0.00 2 0.17 4.499 7.06 7.00 0.03 3 0.25 4.138 15.64 15.55 0.05 4 0.33 4.730 24.42 24.31 0.05 5 0.42 5.426 34.47 34.35 0.06 6 0.50 6.183 45.96 45.83 0.06 7 0.58 6.006 58.02 57.88 0.07 8 0.67 6.214 70.10 69.95 0.08 9 0.75 6.720 82.88 82.72 0.08 10 0.83 6.043 95.48 95.31 0.08 11 0.92 5.744 107.10 106.93 0.09 12 1.00 6.360 119.03 118.85 0.09 13 1.08 7.679 132.89 132.70 0.09 14 1.17 8.417 148.79 148.60 0.10 15 1.25 8.460 165.47 165.27 0.10 16 1.33 7.984 181.71 181.50 0.11 17 1.42 9.052 198.54 198.32 0.11 18 1.50 10.340 217.72 217.49 0.11 19 1.58 9.876 237.71 237.48 0.11 20 1.67 10.059 257.42 257.18 0.12 21 1.75 11.988 279.23 278.99 0.12 22 1.83 12.623 303.60 303.35 0.12 23 1.92 11.854 327.83 327.58 0.13 24 2.00 11.713 351.15 350.89 0.13 25 2.08 12.104 374.71 374.44 0.13 26 2.17 14.906 401.45 401.18 0.13 27 2.25 18.781 434.87 434.60 0.14 28 2.33 16.773 470.15 468.76 0.70 29 2.42 22.016 507.55 504.13 1.71 30 2.50. 28.938 555.08 549.58 2.75 31 2.58 32.332 610.85 603.82 3.51 32 2.67 28.535 664.68 647.42 8.63 33 2.75 15.266 691.22 662.59 14.32 34 2.83 7.563 685.41 656.78 14.32 35 2.92 6.775 671.12 648.51 11.31 36 3.00 3.906 659.19 641.93 8.63 37 3.08 0.855 646.69 633.98 6.35 38 3.17 0.043 634.88 625.76 4.56 39 3.25 0.000 625.81 616.69 4.56 40 3.33 0.000 616.69 609.66 3.51 41 3.42 0.000 609.66 602.91 3.38 42 3.50 0.000 602.91 596.15 3.38 43 3.58 0.000 596.15 589.69 3.23 44 3.67 0.000 589.69 583.23 3.23 45 3.75 0.000 583.23 577.06 3.08 46 3.83 0.000 577.06 570.90 3.08 32.96 14.32 1064.5 • • LJ PHS Pad - NE - Basin DETENTION BASIN ROUTING 5 Min Interval T (HRS) 100 YEAR EVENT - 3 Hour STORM 32.33 Q IN 2S/dT+O 2S/dT-0 0 (CFS) (CFS) (CFS) 47 3.92 0.000 570.90 565.06 2.92 48 4.00 0.000 565.06 559.22 2.92 49 4.08 0.000 559.22 553.71 2.75 50 4.17 0.000 553.71 548.21 2.75 51 4.25 0.000 548.21 543.06 2.57 52 4.33 0.000 543.06 537.92 2.57 53 4.42 0.000 537.92 532.78 2.57 54 4.50 0.000 532.78 528.03 2.38 55 4.58 0.000 528.03 523.27 2.38 56 4.67 0.000 523.27 519.03 2.12 57 4.75 0.000 519.03 514.79 2.12 58 4.83 0.000 514.79 510.55 2.12 59 4.92 0.000 510.55 507.12 1.71 60 5.00 0.000 507.12 503.70 1.71 61 5.08 0.000 503.70 500.28 1.71 62 5.17 0.000 500.28 497.60 1.34 63 5.25 0.000 497.60 494.93 1.34 64 5.33 0.000 494.93 492.26 1.34 65 5.42 0.000 492.26 489.59 1.34 66 5.50 0.000 489.59 487.60 1.00 67 5.58 0.000 487.60 485.61 1.00 68 5.67 0.000 485.61 483.62 1.00 69 5.75 0.000 483.62 481.63 1.00 70 5.83 0.000 481.63 479.64 1.00 71 5.92 0.000 479.64 477.65 1.00 72 6.00 0.000 477.65 476.26 0.70 32.96 14.32 1064.5 PHS Pad - NE - Basin #1 DETENTION BASIN ROUTING 27.70 •` 27.47 100 YEAR EVENT 21.23 - 6 Hour STORM 5 Min 1064.70 Interval T OIN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 1 0.08 1.001 0.00 0.00 0.00 2 0.17 2.057 3.06 3.01 0.03 3 0.25 2.332 7.39 7.32 0.03 4 0.33 2.350 12.01 11.93 0.04 5 0.42 2.350 16.63 16.54 0.05 6 0.50 2.655 21.54 21.45 0.05 7 0.58 2.881 26.98 26.88 0.05 8 0.67 2.893 32.65 32.53 0.06 9 0.75 2.893 38.32 38.20 0.06 10 0.83 2.893 43.99 43.86 0.06 11 0.92 2.893 49.64 49.51 0.07 12 1.00 3.198 55.60 55.46 0.07 13 1.08 3.430 62.09 61.94 0.07 14 1.17 3.443 68.81 68.66 0.08 15 1.25 3.443 75.55 75.39 0.08 16 1.33 3.443 82.27 82.11 0.08 17 1.42 3.443 89.00 88.83 0.08 18 1.50 3.443 95.72 95.55 0.08 19 1.58 3.443 102.43 102.26 0.09 • 20 1.67 3.443 109.14 108.97 0.09 21 1.75 3.443 115.85 115.67 0.09 22 1.83 3.443 122.56 122.37 0.09 23 1.92 3.443 129.26 129.07 0.09 24 2.00 3.748 136.26 136.07 0.10 25 2.08 3.674 143.49 143.30 0.10 26 2.17 3.760 150.73 150.53 0.10 27 2.25 3.980 158.27 158.07 0.10 28 2.33 3.992 166.04 165.84 0.10 29 2.42 3.992 173.82 173.62 0.10 30 2.50 3.992 181.60 181.39 0.11 31 2.58 3.992 189.37 189.16 0.11 32 2.67 3.992 197.14 196.93 0.11 33 2.75 4.297 205.22 205.00 0.11 34 2.83 4.523 213.82 213.60 0.11 35 2.92 4.541 222.66 222.44 0.11 36 3.00 4.541 231.52 231.30 0.11 37 3.08 4.541 240.38 240.15 0.11 38 3.17 4.846 249.54 249.31 0.12 39 3.25 5.072 259.23 258.99 0.12 40 3.33 5.084 269.15 268.91 0.12 41 3.42 5.390 279.38 279.15 0.12 42 3.50 5.927 290.46 290.22 0.12 43 3.58 6.470 302.62 302.37 0.12 44 3.67 6.714 315.55 315.31 0.12 • 45 3.75 7.038 329.06 328.80 0.13 46 3.83 7.264 343.11 342.85 0.13 47 3.92 7.581 357.70 357.44 0.13 48 4.00 7.813 372.83 372.57 0.13 PHS Pad - NE - Basin #1 DETENTION BASIN ROUTING 27.70 • 27.47 100 YEAR EVENT 21.23 - 6 Hour STORM 5 Min 1064.70 Interval T 0 I 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 49 4.08 8.130 388.51 388.25 0.13 50 4.17 8.661 405.04 404.77 0.13 51 4.25 9.211 422.64 422.37 0.14 52 4.33 9.760 441.34 441.07 0.14 53 4.42 10.309 461.13 460.25 0.44 54 4.50 10.553 481.11 479.12 1.00 55 4.58 10.871 500.55 497.88 1.34 56 4.67 11.402 520.15 515.91 2.12 57 4.75 11.951 539.26 534.12 2.57 58 4.83 12.195 558.26 552.76 2.75 59 4.92 12.513 577.47 571.31 3.08 60 5.00 13.044 596.86 590.40 3.23 61 5.08 14.814 618.26 611.23 3.51 62 5.17 17.494 643.53 630.83 6.35 63 5.25 19.624 667.95 650.69 8.63 64 5.33 21.296 691.61 662.97 14.32 65 5.42 23.548 707.81 672.55 17.63 66 5.50 27.473 723.57 681.12 21.23 67 5.58 18.348 726.94 684.49 21.23 • 68 5.67 6.952 709.79 674.52 17.63 69 5.75 3.223 684.70 662.09 11.31 70 5.83 2.088 667.40 650.13 8.63 71 5.92 1.209 653.43 636.17 8.63 72 6.00 0.427 637.80 628.69 4.56 73 6.08 0.085 629.20 620.08 4.56 74 6.17 0.006 620.17 613.14 3.51 75 6.25 0.000 613.15 606.12 3.51 76 6.33 0.000 606.12 599.37 3.38 77 6.42 0.000 599.37 592.62 3.38 78 6.50 0.000 592.62 586.15 3.23 79 6.58 0.000 586.15 579.69 3.23 80 6.67 0.000 579.69 573.52 3.08 81 6.75 0.000 573.52 567.36 3.08 82 6.83 0.000 567.36 561.52 2.92 83 6.92 0.000 561.52 555.68 2.92 84 7.00 0.000 555.68 550.17 2.75 85 7.08 0.000 550.17 544.67 2.75 86 7.17 0.000 544.67 539.53 2.57 87 7.25 0.000 539.53 534.38 2.57 88 7.33 0.000 534.38 529.63 2.38 89 7.42 0.000 529.63 524.88 2.38 90 7.50 0.000 524.88 520.64 2.12 91 7.58 0.000 520.64 516.39 2.12 92 7.67 0.000 516.39 512.15 2.12 93 7.75 0.000 512.15 508.73 1.71 94 7.83 0.000 508.73 505.30 1.71 95 7.92 0.000 505.30 501.88 1.71 96 8.00 0.000 501.88 498.46 1.71 PHS Basin 2 DETENTION BASIN ROUTING 0 1.93 100 YEAR EVENT - 3 Hour STORM 5 Min 8.00 1118.6 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 1 0.08 0.634 0.00 0.00 0,00 2 0.17 1.113 1.75 1.71 0.02 3 0.25 1.024 3.84 3.79 0.02 4 0.33 1,170 5.99 5.93 0.03 5 0.42 1.342 8.44 8.38 0.03 6 0.50 1.530 11.25 11.18 0.03 7 0.58 1.486 14.20 14.12 0.04 8 0.67 1.537 17.15 17.07 0.04 9 0.75 1.662 20.27 20.18 0,04 10 0.83 1.495 23.34 23.26 0.04 11 0.92 1.421 26.17 26.08 0.05 12 1.00 1.573 29.07 28.98 0.05 13 1.08 1.900 32.45 32.36 0.05 14 1.17 2.082 36.34 36.24 0.05 15 1.25 2.093 40.41 40.31 0.05 16 1.33 1.975 44.38 44.27 0.05 17 1.42 2.239 48.48 48.37 0.06 18 1.50 2.558 53.17 53.06 0.06 19 1.58 2.443 58.06 57.94 0.06 • 20 21 1.67 1.75 2.488 2.966 62.87 68.21 62.75 68.08 0.06 0.06 22 1.83 3.123 74.17 74.05 0.06 23 1.92 2.932 80.10 79,97 0.06 24 2,00 2.898 85.80 85.67 0.07 25 2.08 2.994 91.56 91.43 0.07 26 2.17 3.687 98.11 97.88 0.11 27 2.25 4.646 106.22 105.63 0.29 28 2.33 4,149 114.43 113.55 0.44 29 2.42 5.446 123.14 122.00 0.57 30 2.50 7.159 134.61 133.33 0.64 31 2.58 7.998 148.49 146.97 0.76 32 2.67 7.059 162.03 159.60 1.22 33 2.75 3.776 170.43 166.57 1.93 34 2.83 1.871 172.22 168.35 1.93 35 2.92 1.676 171.89 168.03 1.93 36 3.00 0.966 170.67 166.80 1.93 37 3.08 0.211 167.98 164.11 1.93 38 3.17 0.011 164.34 161.91 1.22 39 3.25 0.000 161.92 160.29 0.81 40 3.33 0.000 160.29 158.67 0.81 41 3.42 0,000 158,67 157.05 0.81 42 3.50 0.000 157.05 155.48 0.78 43 3.58 0.000 155.48 153,91 0.78 44 3.67 0.000 153.91 152.34 0.78 • 45 46 3.75 3.83 0.000 0.000 152.34 150.83 150.83 149.31 0.76 0.76 47 3.92 0.000 149.31 147.79 0.76 48 4.00 0.000 147.79 146.33 0.73 PHS Basin 2 DETENTION BASIN ROUTING 0 1.93 • 100 YEAR EVENT - 3 Hour STORM 5 Min 8.00 1118.6 Interval T 0 I 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 49 4.08 0.000 146.33 144.87 0.73 50 4.17 0.000 144.87 143.41 0.73 51 4.25 0.000 143.41 142.01 0.70 52 4.33 0.000 142.01 140.61 0.70 53 4.42 0.000 140.61 139.21 0.70 54 4.50 0.000 139.21 137.86 0.67 55 4.58 0.000 137.86 136.52 0.67 56 4.67 0.000 136.52 135.18 0.67 57 4.75 0.000 135.18 133.90 0.64 58 4.83 0.000 133.90 132.63 0.64 59 4.92 0.000 132.63 131.35 0.64 60 5.00 0.000 131.35 130.07 0.64 61 5.08 0.000 130.07 128.86 0.60 62 5.17 0.000 128.86 127.65 0.60 63 5.25 0.000 127.65 126.44 0.60 64 5.33 0.000 126.44 125.31 0.57 65 5.42 0.000 125.31 124.17 0.57 66 5.50 0.000 124.17 123.03 0.57 67 5.58 0.000 123.03 121.89 0.57 68 5.67 0.000 121.89 120.83 0.53 • 69 5.75 0.000 120.83 119.77 0.53 70 5.83 0.000 119.77 118.71 0.53 71 5.92 0.000 118.71 117.74 0.49 72 6.00 0.000 117.74 116.76 0.49 73 6.08 0.000 116.76 115.79 0.49 74 6.17 0.000 115.79 114.81 0.49 75 6.25 0.000 114.81 113.93 0.44 76 6.33 0.000 113.93 113.05 0.44 77 6.42 0.000 113.05 112.17 0.44 78 6.50 0.000 112.17 111.29 0.44 79 6.58 0.000 111.29 110.41 0.44 80 6.67 0.000 110.41 109.64 0.39 81 6.75 0.000 109.64 108.86 0.39 82 6.83 0.000 108.86 108.09 0.39 83 6.92 0.000 108.09 107.31 0.39 84 7.00 0.000 107.31 106.54 0.39 85 7.08 0.000 106.54 105.96 0.29 86 7.17 0.000 105.96 105.37 0.29 87 7.25 0.000 105.37 104.79 0.29 88 7.33 0.000 104.79 104.20 0.29 89 7.42 0.000 104.20 103.62 0.29 90 7.50 0.000 103.62 103.03 0.29 91 7.58 0.000 103.03 102.65 0.19 92 7.67 0.000 102.65 102.27 0.19 • 93 94 7.75 7.83 0.000 0.000 102.27 101.89 101.89 101.51 0.19 0.19 95 7.92 0.000 101.51 101.13 0.19 96 8.00 0.000 101.13 100.75 0.19 PHS Basin 2 DETENTION BASIN ROUTING 0 6.80 4.73 • 100 YEAR EVENT - 6 Hour STORM 5 Min 1118.90 Interval T OIN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 1 0.08 0.248 0.00 0.00 0.00 2 0.17 0.509 0.76 0.73 0.01 3 0.25 0.577 1.82 1.78 0.02 4 0.33 0.581 2.93 2.89 0.02 5 0.42 0.581 4.05 4.00 0.02 6 0.50 0.657 5.24 5.19 0.03 7 0.58 0.713 6.55 6.50 0.03 8 0.67 0.716 7.92 7.86 0.03 9 0.75 0.716 9.29 9.23 0.03 10 0.83 0.716 10.66 10.59 0.03 11 0.92 0.716 12.02 11.95 0.03 12 1.00 0.791 13.46 13.39 0.04 13 1.08 0.849 15.03 14.95 0.04 14 1.17 0.852 16.65 16.58 0.04 15 1.25 0.852 18.28 18.20 0.04 16 1.33 0.852 19.90 19.82 0.04 17 1.42 0.852 21.52 21.44 0.04 18 1.50 0.852 23.14 23.06 0.04 19 1.58 0.852 24.76 24.67 0.04 20 1.67 0.852 26.37 26.28 0.05 • 21 1.75 0.852 27.99 27.89 0.05 22 1.83 0.852 29.60 29.50 0.05 23 1.92 0.852 31.21 31.11 0.05 24 2.00 0.927 32.89 32.79 0.05 25 2.08 0.909 34.63 34.53 0.05 26 2.17 0.930 36.37 36.27 0.05 27 2.25 0.984 38.19 38.08 0.05 28 2.33 0.988 40.05 39.95 0.05 29 2.42 0.988 41.93 41.82 0.05 30 2.50 0.988 43.80 43.69 0.05 31 2.58 0.988 45.67 45.56 0.05 32 2.67 0.988 47.53 47.42 0.05 33 2.75 1.063 49.47 49.36 0.06 34 2.83 1.119 51.54 51.43 0.06 35 2.92 1.123 53.67 53.56 0.06 36 3.00 1.123 55.81 55.69 0.06 37 3.08 1.123 57.94 57.82 0.06 38 3.17 1.199 60.14 60.02 0.06 39 3.25 1.255 62.48 62.36 0.06 40 3.33 1.258 64.87 64.75 0.06 41 3.42 1.333 67.34 67.22 0.06 42 3.50 1.466 70.02 69.90 0.06 43 3.58 1.601 72.96 72.84 0.06 44 3.67 1.661 76.10 75.97 0.06 • 45 46 3.75 3.83 1.741 1.797 79.37 82.78 79.24 82.65 0.06 0.07 47 , 3.92 1.875 86.32 86.19 0.07 48 4.00 1.933 90.00 89.86 0.07 PHS Basin 2 DETENTION BASIN ROUTING 0 6.80 4.73 • 100 YEAR EVENT - 6 Hour STORM 5 Min 1118.90 Interval T Q IN 2S/dT+O 2S/dT-0 O (HRS) (CFS) (CFS) (CFS) 49 4.08 2.011 93.81 93.67 0.07 50 4.17 2.143 97.82 97.60 0.11 51 4.25 2.279 102.02 101.64 0.19 52 4.33 2.414 106.33 105.75 0.29 53 4.42 2.550 110.71 109.94 0.39 54 4.50 2.611 115.10 114.12 0.49 55 4.58 2.689 119.42 118.36 0.53 56 4.67 2.821 123.87 122.74 0.57 57 4.75 2.956 128.51 127.30 0.60 58 4.83 3.017 133.28 132.00 0.64 59 4.92 3.095 138.11 136.77 0.67 60 5.00 3.227 143.09 141.69 0.70 61 5.08 3.665 148.58 147.07 0.76 62 5.17 4.327 155.06 153.49 0.78 63 5.25 4.854 162.67 160.24 1.22 64 5.33 5.268 170.36 166.50 1.93 65 5.42 5.825 177.59 171.88 2.86 66 5.50 6.796 184.50 175.05 4.73 67 5.58 4.539 186.38 176.93 4.73 68 5.67 1.720 183.19 175.94 3.62 • 69 5.75 0.797 178.46 171.21 3.62 70 5.83 0.516 172.52 168.66 1.93 71 5.92 0.299 169.47 165.61 1.93 72 6.00 0.106 166.01 163.58 1.22 73 6.08 0.021 163.71 161.28 1.22 74 6.17 0.002 161.30 159.68 0.81 75 6.25 0.000 159.68 158.06 0.81 76 6.33 0.000 158.06 156.44 0.81 77 6.42 0.000 156.44 154.87 0.78 78 6.50 0.000 154.87 153.30 0.78 79 6.58 0.000 153.30 151.73 0.78 80 6.67 0.000 151.73 150.21 0.76 81 6.75 0.000 150.21 148.69 0.76 82 6.83 0.000 148.69 147.18 0.76 83 6.92 0.000 147.18 145.72 0.73 84 7.00 0.000 145.72 144.26 0.73 85 7.08 0.000 144.26. 142.80 0.73 86 7.17 0.000 142.80 141.39 0.70 87 7.25 0.000 141.39 139.99 0.70 88 7.33 0.000 139.99 138.59 0.70 89 7.42 0.000 138.59 137.25 0.67 90 7.50 0.000 137.25 135.91 0.67 91 7.58 0.000 135.91 134.57 0.67 92 7.67 0.000 134.57 133.29 0.64 • 93 94 7.75 7.83 0.000 0.000 133.29 132.01 132.01 130.73 0.64 0.64 95 7.92 0.000 130.73 129.52 0.60 96 8.00 0.000 129.52 128.31 0.60 • • PHSpad3100.out 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 - 1999, Version 6.0 Study date 03/27/07 File: phspad3100.out +++++++++++++++++++++++++++++++++++++++++++++++++i++++++++++++++f+++++++ Riverside County Synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 Ss&0, Inc., Rancho Cucamonga, California - S/N 714 ----- ---------------------------------------- English (in -lb) Input units used English Rainfall Data (Inches) Input values used English Units used in output format --------------------------------------------------------------------- PHS WAREHOUSE Developed Pad & Rear slopes POST DEVELOPMENT Excludes Public streets, Front SLopes, other Pads -------------------------------------------------------------------- Drainage Area = 29.67(AC.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 224.00(Ft.) Slope along watercourse = 716.8000 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.77 Min. 25% of lag time = 0.44 Min. 40% of lag time = 0.71 Min. unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1*21 0.39 0.87 0.34 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1*2] 29.67 1.95 57.86 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.870(in) Area Averaged 100 -Year Rainfall = 1.950(in) Point rain (area averaged) = 1.950(In) Areal adjustment factor = 99.99 % Page 1 PH5pad3100.out • Adjusted average point rain = 1.950(In) sub -Area Data: Area(Ac.) Runoff index Impervious 28.150 69.00 0.820 1.520 88.00 0.000 Total Area Entered = 29.67(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area/ F AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 84.4 0.194 0.820 0.051 0.949 0.048 88.0 95.2 0.062 0.000 0.062 0.051 0.003 Sum F = 0.051 ( ) Area averaged mean soil loss F (In0.026= 0.051 Minimum soil loss rate ((In/Hr)) (for 24 hour storm duration) Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.240 U n i t H y d r o g r a p h -------------------------------------------------------------------- FOOTHILL S-curve ----- unit Hydrograph Data Unit time period ----------------------------------------- Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 282.596 55.556 16.612 2 0.167 565.191 41.860 12.517 • 3 0.250 847.787 Sum 2.585 100.000 Sum= 0.773 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 1.30 0.304 0.051 --- 0.25 2 0.17 1.30 0.304 0.051 --- 0.25 3 0.25 1.10 0.257 0.051 --- 0.21 4 0.33 1.50 0.351 0.051 --- 0.30 5 0.42 1.50 0.351 0.051 --- 0.30 6 0.50 1.80 0.421 0.051 --- 0.37 7 0.58 1.50 0.351 0.051 --- 0.30 8 0.67 1.80 0.421 0.051 --- 0.37 9 0.75 1.80 0.421 0.051 --- 0.37 10 0.83 1.50 0.351 0.051 --- 0.30 11 0.92 1.60 0.374 0.051 --- 0.32 12 1.00 1.80 0.421 0.051 --- 0.37 13 1.08 2.20 0.515 0.051 --- 0.46 14 1.17 2.20 0.515 0.051 --- 0.46 15 1.25 2.20 0.515 0.051 --- 0.46 16 1.33 2.00 0.468 0.051 --- 0.42 17 1.42 2.60 0.608 0.051 --- 0.56 18 1.50 2.70 0.632 0.051 --- 0.58 19 1.58 2.40 0.562 0.051 --- 0.51 20 1.67 2.70 0.632 0.051 --- 0.58 21 1.75 3.30 0.772 0.051 --- 0.72 22 1.83 3.10 0.725 0.051 --- 0.67 23 1.92 2.90 0.679 0.051 --- 0.63 24 2.00 3.00 0.702 0.051 --- 0.65 25 2.08 3.10 0.725 0.051 0.67 . 26 2.17 4.20 0.983 0.051 ___ 0.93 Page 2 PHSpad3100.out 27 2.25 • 5.00 1.170 0.051 1.12 28 2.33 3.50 0.819 0.051 --- 0.77 29 2.42 6.80 1.591 0.051 --- 1.54 30 2.50 7.30 1.708 0.051 --- 1.66 31 2.58 8.20 1.919 0.051 --- 1.87 32 2.67 5.90 1.380 0.051 --- 1.33 33 2.75 2.00 0.468 0.051 --- 0.42 34 2.83 1.80 0.421 0.051 --- 0.37 35 2.92 1.80 0.421 0.051 --- 0.37 36 3.00 0.60 0.140 0.051 --- 0.09 Sum = 100.0 sum = 21.5 Flood volume = Effective rainfall 1.80(In) times area 29.7(AC.)/[(In)/(Ft.)] = 4.4(AC.Ft) Total soil loss = 0.15(In) Total soil loss = 0.381(AC.Ft) Total rainfall = 1.95(In) Flood volume = 193390.3 cubic Feet Total soil loss = 16601.5 cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 52.970(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------ 3- 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 15.0 30.0 45.0 60.0 0+ 5 0.0289 4.20 V Q • 0+10 0.0797 7.37 v Q 0+15 0.1264 6.78 IV Q 0+20 0.1798 7.75 IV Q 0+25 0.2410 8.89 V Q 0+30 0.3108 10.13 v Q 0+35 0.3786 9.84 v Q I 0+40 0.4487 10.18 v Q 0+45 0.5245 11.01 v Q l 0+50 0.5927 9.90 VQ 0+55 0.6574 9.41 VQ 1+ 0 0.7292 10.42 Q 1+ 5 0.8159 12.58 VQ 1+10 0.9108 13.79 VQJ 1+15 1.0063 13.86 QI 1+20 1.0964 13.08 QVI I I I 1+25 1.1986 14.83 Qv 1+30 1.3153 16.94 IQ I 1+35 1.4267 16.18 Q v I 1+40 1.5402 16.48 Q V 1+45 1.6755 19.64 Q V I 1+50 1.8179 20.68 I Q V 1+55 1.9516 19.42 Q V I 2+ 0 2.0837 19.19 Q v I 2+ 5 2.2203 19.83 Q V 2+10 2.3885 24.42 Q IV 2+15 2.6005 30.77 Q V 2+20 2.7897 27.48 I Q I V I 2+25 3.0381 36.07 I Q V 2+30 3.3646 47.41 VQ I 2+35 3.7294 52.97 1 v Q 1 2+40 • 4.0514 46.75 I IQ V I 2+45 4.2237 25.01 Q I I v I Page 3 • • Page 4 PH5pad3100.out 2+50 • 4.3090 12.39 Q I 2+55 4.3855 11.10 Q 3+ 0 4.4295 6.40 Q 3+ 5 4.4392 1.40 Q 3+10 4.4396 0.07 Q • • Page 4 • 11 E PHSpad6100.out U n 1 t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, version 6.0 Study date 03/27/07 File: phspad6100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 ----------- English (in -1b) Input units used English Rainfall Data (Inches) Input values used English Units used in output format ------------------------------------------- PHS WAREHOUSE Developed Pad & Rear Slopes POST DEVELOPMENT Excludes Public Streets, Front SLopes, other Pads --------------------------------------------------- Drainage Area = 29.67(Ac.) = 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 224.00(Ft.) Slope along watercourse = 716.8000 Ft./Mi. Average Manning s 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.77 Min. 25% of lag time = 0.44 Min. 40% of lag time = 0.71 Min. unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] weighting[1"2] 29.67 1.40 41.54 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] weighting[1*2] 29.67 2.50 74.18 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Page 1 PH5pad6100.out Adjusted average point rain = 2.500(In) sub -Area Data: Area(AC.) Runoff Index Impervious % 28.150 69.00 0.820 1.520 88.00 0.000 Total Area Entered = 29.67(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMc2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 84.4 0.194 0.820 0.051 0.949 0.048 88.0 95.2 0.062 0.000 0.062 0.051 0.003 Sum (F) = 0.051 Area averaged mean soil loss F ( ) = 0.051 Minimum soil loss rate ((In/Hr)) = 0.026 0.02 (for 24 hour storm duration) soil --------------------------------------------------------------------- low loss rate (decimal) = 0.240 U n 1 t H y d r o g r a p h FOOTHILL S -Curve ------------------------------------------------ unit Hydrograph Data --------------------------------------------------------------------- unit time period Time % of lag Distribution unit Hydrograph (hrs) ---------------------------------------------------- Graph % (CFS) 1 0.083 282.596 55.556 16.612 2 0.167 565.191 41.860 12.517 3 0.250 847.787 2.585 0.773 • ----------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.50 0.150 0.051 --- 0.10 2 0.17 0.60 0.180 0.051 --- 0.13 3 0.25 0.60 0.180 0.051 --- 0.13 4 0.33 0.60 0.180 0.051 --- 0.13 5 0.42 0.60 0.180 0.051 --- 0.13 6 0.50 0.70 0.210 0.051 --- 0.16 7 0.58 0.70 0.210 0.051 --- 0.16 8 0.67 0.70 0.210 0.051 --- 0.16 9 0.75 0.70 0.210 0.051 --- 0.16 10 0.83 0.70 0.210 0.051 --- 0.16 11 0.92 0.70 0.210 0.051 --- 0.16 12 1.00 0.80 0.240 0.051 --- 0.19 13 1.08 0.80 0.240 0.051 --- 0.19 14 1.17 0.80 0.240 0.051 --- 0.19 15 1.25 0.80 0.240 0.051 --- 0.19 16 1.33 0.80 0.240 0.051 --- 0.19 17 1.42 0.80 0.240 0.051 --- 0.19 18 1.50 0.80 0.240 0.051 --- 0.19 19 1.58 0.80 0.240 0.051 --- 0.19 20 1.67 0.80 0.240 0.051 --- 0.19 21 1.75 0.80 0.240 0.051 --- 0.19 22 1.83 0.80 0.240 0.051 --- 0.19 23 1.92 0.80 0.240 0.051 --- 0.19 24 2.00 0.90 0.270 0.051 --- 0.22 25 2.08 0.80 0.240 0.051 0.19 26 2.17 0.90 0.270 0.051 __- 0.22 Page 2 0 L2 *+ 27 2.25 PHSpad6100.out 0.90 28 2.33 0.051 --- 0.90 29 2.42 0.051 --- 0.90 30 2.50 0.051 --- 0.90 31 2.58 0.051 --- 0.90 32 2.67 0.051 --- 0.90 33 2.75 0.051 --- 1.00 34 2.83 0.051 --- 1.00 35 2.92 0.051 --- 1.00 36 3.00 0.051 --- 1.00 37 3.08 0.051 --- 1.00 38 3.17 0.051 --- 1.10 39 3.25 0.051 --- 1.10 40 3.33 0.051 --- 1.10 41 3.42 0.051 --- 1.20 42 3.50 0.051 --- 1.30 43 3.58 0.051 --- 1.40 44 3.67 0.051 --- 1.40 45 3.75 0.051 --- 1.50 46 3.83 0.051 --- 1.50 47 3.92 0.051 --- 1.60 48 4.00 0.051 --- 1.60 49 4.08 0.051 --- 1.70 50 4.17 0.051 - 1.80 51 4.25 0.051 --- 1.90 52 4.33 0.051 --- 2.00 53 4.42 0.051 --- 2.10 54 4.50 0.051 --- 2.10 55 4.58 0.051 --- 2.20 56 4.67 0.051 --- 2.30 57 4.75 0.051 --- 2.40 58 4.83 0.051 --- 2.40 59 4.92 0.051 --- 2.50 60 5.00 0.051 --- 2.60 61 5.08 0.051 --- 3.10 62 5.17 0.051 --- 3.60 63 S.25 0.051 --- 3.90 64 5.33 0.051 --- 4.20 65 5.42 0.051 --- 4.70 66 5.50 0.051 --- 5.60 67 5.58 0.051 --- 1.90 68 5.67 0.051 --- 0.90 69 5.75 0.051 --- 0.60 70 5.83 0.051 --- 0.50 71 5.92 0.051 --- 0.30 72 6.00 0.051 --- 0.20 0.060 Sum = 100.0 Fl,00d Sum = volume = Effective times area Total soil loss Total 0.31(in) soil loss Total 0J62(Ac.Ft) rainfall Flood 2.50(In) volume = Total 236024.7 soil loss -------------------------------------------- - Peak flow rate of this hydrograph = 45.013(cFs) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T 0 R M R u n o f f H y d r o g r a p h -------- ---------------------- Hydrograph in 5 Minute intervals ((CFS)) Page 3 PHSpad6100.out 0.270 0.051 --- 0.22 0.270 0.051 --- 0.22 0.270 0.051 --- 0.22 0.270 0.051 --- 0.22 0.270 0.051 --- 0.22 0.270 0.051 --- 0.22 0.300 0.051 --- 0.25 0.300 0.051 --- 0.25 0.300 0.051 --- 0.25 0.300 0.051 --- 0.25 0.300 0.051 --- 0.25 0.330 0.051 --- 0.28 0.330 0.051 --- 0.28 0.330 0.051 --- 0.28 0.360 0.051 --- 0.31 0.390 0.051 --- 0.34 0.420 0.051 --- 0.37 0.420 0.051 --- 0.37 0.450 0.051 --- 0.40 0.450 0.051 --- 0.40 0.480 0.051 --- 0.43 0.480 0.051 --- 0.43 0.510 0.051 - 0.46 0.540 0.051 --- 0.49 0.570 0.051 --- 0.52 0.600 0.051 --- 0.55 0.630 0.051 --- 0.58 0.630 0.051 --- 0.58 0,660 0.051 --- 0.61 0.690 0.051 --- 0.64 0.720 0.051 --- 0.67 0.720 0.051 --- 0.67 0.750 0.051 --- 0.70 0.780 0.051 --- 0.73 0.930 0.051 --- 0.88 1.080 0.051 --- 1.03 1.170 0.051 --- 1.12 1.260 0.051 --- 1.21 1.410 0.051 --- 1.36 1.680 0.051 --- 1.63 0.570 0.051 --- 0.52 0.270 0.051 --- 0.22 0.180 0.051 --- 0.13 0.150 0.051 --- 0.10 0.090 0.051 --- 0.04 0.060 0.051 --- 0.01 Sum = 26.3 Effective rainfall 2.19(In) 29.7(Ac.)/[(In)/(Ft.)] = 5.4(Ac.Ft) = 0.31(in) = 0J62(Ac.Ft) = 2.50(In) 236024.7 cubic Feet = 33203.1 cubic Feet -------------------------------------------- - Peak flow rate of this hydrograph = 45.013(cFs) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T 0 R M R u n o f f H y d r o g r a p h -------- ---------------------- Hydrograph in 5 Minute intervals ((CFS)) Page 3 • --- ------ -------- ------ out PHSpad61---- ----------- 7ime(h+m)- volume- AC.Ft Q(CFS) 0 12.5 ----------- ------------ 25.0 37.5 50. ----------------------------------------------------------------------- 0+ 5 0.0113 1.64 VQ 0+10 0.0345 3.37 v Q 0+15 0.0608 3.82 v Q 0+20 0.0873 3.85 v Q 0+25 0.1138 3.85 v Q 0+30 0.1438 4.35 IV Q 0+35 0.1763 4.72 IV Q I I I 0+40 0.2090 4.74 IV Q I I 0+45 0.2416 4.74 IV Q I 0+50 0.2743 4.74 vQ 0+55 0.3070 4.74 VQ 1+ 0 0.3431 5.24 v Q I 1+ 5 0.3818 5.62 v Q I 1+10 0.4207 5.64 vQ I 1+15 0.4595 5.64 vQ 1+20 0.4984 5.64 vQ 1+25 0.5372 5.64 VQ 1+30 0.5761 5.64 Q 1+35 0.6150 5.64 Q 1+40 0.6538 5.64 Q 1+45 0.6927 5.64 QV 1+50 0.7315 5.64 Qv 1+55 0.7704 5.64 Qv I 2+ 0 0.8127 6.14 Qv 2+ 5 0.8541 6.02 Q v 2+10 0.8966 6.16 Q v 2+15 0.9415 6.52 QV 2+20 0.9865 6.54 Q V • 2+25 1.0315 6.54 Q v 2+30 1.0766 6.54 Q V 2+35 1.1216 6.54 Q V 2+40 1.1667 6.54 Q V 2+45 1.2151 7.04 Q V 2+50 1.2662 7.41 1 Q VI 2+55 1.3174 7.44 Q VI 3+ 0 1.3686 7.44 Q v 3+ 5 1.4199 7.44 Q V 3+10 1.4745 7.94 Q V I 3+15 1.5317 8.31 1 Q IV 3+20 1.5891 8.33 1 Q IV I I 3+25 1.6500 8.83 Q I V I I 3+30 1.7168 9.71 I Q I V I I 3+35 1.7899 10.60 Q I V I 3+40 1.8657 11.00 Q I V I 3+45 1.9450 11.53 QI V 3+50 2.0270 11.90 QI V I 3+55 2.1125 12.42 QI V 4+ 0 2.2007 12.80 Q V I 4+ 5 2.2924 13.32 Q V 4+10 2.3902 14.19 1 IQ V I I 4+15 2.4941 15.09 1 Q V I I 4+20 2.6042 15.99 1 Q VI I 4+25 2.7205 16.89 Q v 4+30 2.8396 17.29 I Q v I I 4+35 2.9622 17.81 1 Q IV I 4+40 3.0909 18.68 I Q I V II 4+45 3.2257 19.58 Q I V I 4+50 3.3633 19.98 I Q V I • 4+55 3.5045 20.50 I Q I V I 5+ 0 3.6517 21.37 ( Q V I Page 4 r1 U r1 L_J Page 5 PHSpad6100.out • 5+ 5 3.8188 24.27 QI V I I 5+10 4.0162 28.66 1 Q VI I 5+15 4.2376 32.15 1 1 1 Q IV I 5+20 4.4779 34.89 1 1 1 Q I V 1 5+25 4.7436 38.58 I I I Q V 1 5+30 5.0536 45.01 QV 5+35 5.2606 30.06 Q v l 5+40 S.3391 11.39 I Q I V 5+45 5.3754 5.28 I Q I I I VI 5+50 5.3989 3.42 1 Q I I I VI 5+55 5.4125 1.98 IQ I I I VI 6+ 0 5.4174 0.70 Q I I I VI 6+ 5 5.4183 0.14 Q I I I VI 6+10 ----------------------------------------------------------------------- 5.4184 0.01 Q I I I v r1 U r1 L_J Page 5 • PHSpade3100.out U n 1 t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, version 6.0 study date 03/27/07 File: PHSpade3100.out ++++++}++++++?++f+f+++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 -------------------------------- English (in -lb) Input units used English Rainfall Data (Inches) Input values Used English units used in output format ------------------------------------------------------ PHS WAREHOUSE PAD & Parking Lot Preoevelopment Conditions Excludes Front Slopes, Public Streets, other Pads -- -- -------------------------------------- Drainage Area = 29.67(AC.) = 0.046 Sq. Mi. • Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 212.00(Ft.) slope along watercourse = 678.4000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.58 Min. 25% of lag time = 0.89 Min. 40% of lag time = 1.43 Min. unit time = 5.00 Min. Duration of storm = 3 Hour(S) user Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data Area(Ac.)[1] Rainfall(In)[2] weighting[1`''2] 29.67 0.87 25.81 100 YEAR Area rainfall data: Area(Ac.)[11 Rainfall(In)[2] weighting[1"21 29.67 1.95 57.86 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.870(In) Area Averaged 100 -Year Rainfall = 1.950(In) • Point rain (area averaged) = 1.,950(In) Areal adjustment factor = 99.99 % Page 1 PHSpade3100.out • Adjusted average point rain = 1.950(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 29.670 88.00 0.000 Total Area Entered = 29.67(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 88.0 95.2 0.062 0.000 0.062 1.000 0.062 Sum (F) = 0.062 Area averaged mean soil loss (F) (In/Hr) - 0.062 Minimum soil loss rate ((In/Hr)) = 0.031 (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 FOOTHILL S -Curve ---- ----------- Unit Hydrograph Data ---- unit time ------------------------------------ period Time % of lag ---------------------- Distribution unit Hydrograph ----------------------------- (hrs) Graph % (CFS) 1 0.083 139.827 27.645 8.266 2 0.167 279.655 55.056 16.463 3 0.250 419.482 13.092 3.915 4 0.333 559.309 3.044 0.910 5 0.417 699.137 0.938 0.281 • 6 0.500 838.964 0.224 0.067 ----------------------------------------------------------------------- Sum = 100.000 sum= 29.902 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 1.30 0.304 0.062 --- 0.24 2 0.17 1.30 0.304 0.062 --- 0.24 3 0.25 1.10 0.257 0.062 --- 0.19 4 0.33 1.50 0.351 0.062 --- 0.29 5 0.42 1.50 0.351 0.062 --- 0.29 6 0.50 1.80 0.421 0.062 --- 0.36 7 0.58 1.50 0.351 0.062 --- 0.29 8 0.67 1.80 0.421 0.062 --- 0.36 9 0.75 1.80 0.421 0.062 --- 0.36 10 0.83 1.50 0.351 0.062 --- 0.29 11 0.92 1.60 0.374 0.062 --- 0.31 12 1.00 1.80 0.421 0.062 --- 0.36 13 1.08 2.20 0.515 0.062 --- 0.45 14 1.17 2.20 0.515 0.062 --- 0.45 15 1.25 2.20 0.515 0.062 --- 0.45 16 1.33 2.00 0.468 0.062 --- 0.41 17 1.42 2.60 0.608 0.062 --- 0.55 18 1.50 2.70 0.632 0.062 --- 0.57 19 1.58 2.40 0.562 0.062 --- 0.50 20 1.67 2.70 0.632 0.062 --- 0.57 21 1.75 3.30 0.772 0.062 --- 0.71 22 1.83 3.10 0.725 0.062 --- 0.66 23 1.92 2.90 0.679 0.062 --- 0.62 2.00 3.00 0.702 0.062 0.64 •24 25 2.08 3.10 0.725 0.062 __` 0.66 Page 2 PHSpade3100.out • 26 2.17 4.20 0.983 0.062 0.92 27 2.25 5.00 1.170 0.062 --- 1.11 28 2.33 3.50 0.819 0.062 --- 0.76 29 2.42 6.80 1.591 0.062 --- 1.53 30 2.50 7.30 1.708 0.062 --- 1.65 31 2.58 8.20 1.919 0.062 --- 1.86 32 2.67 5.90 1.380 0.062 --- 1.32 33 2.75 2.00 0.468 0.062 --- 0.41 34 2.83 1.80 0.421 0.062 --- 0.36 35 2.92 1.80 0.421 0.062 --- 0.36 36 3.00 0.60 0.140 0.062 --- 0.08 Sum = 100.0 Sum = 21.2 Flood volume = Effective rainfall 1.76(in) times area 29.7(Ac.)/[(In)/(Ft.)] = 4.4(Ac.Ft) Total soil loss = 0.19(In) Total soil loss = 0.463(AC.Ft) Total rainfall = 1.95(In) Flood volume = 189830.0 cubic Feet Total soil loss = 20161.8 cubic Feet ------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this - ----------------------- hydrograph = 49.598(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T 0 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 12.5 25.0 37.5 50.0 • -------------0.0138----------------------I---------I---------I--------- 0+ 5 0.0138 2.00 VQ I I I I 0+10 0.0550 5.98 v Q 0+15 0.1000 6.54 v Q 0+20 0.1466 6.76 IV Q I I 0+25 0.2030 8.19 IV Q I 0+30 0.2658 9.11 V Q I 0+35 0.3330 9.76 v Q I 0+40 0.3983 9.48 v Q 0+45 0.4701 10.43 v Q 0+50 0.5396 10.08 V Q I 0+55 0.6027 9.17 V Q I 1+ 0 0.6694 9.68 VQ I 1+ 5 0.7470 11.26 V QI I 1+10 0.8364 12.99 V Q I 1+15 0.9287 13.40 V Q I I J 1+20 1.0190 13.11 VQ I 1+25 1.1121 13.53 Q I I 1+30 1.2214 15.86 IVQ I I 1+35 1.3327 16.17 Q I 1+40 1.4415 15.80 QV 1+45 1.5648 17.90 Q I I 1+50 1.7029 20.05 VQ I 1+55 1.8372 19.49 I QV I I 2+ 0 1.9672 18.87 Q V I I 2+ 5 2.0999 19.27 1 Q VI I 2+10 2.2502 21.83 Q V I 2+15 2.4411 27.71 I Q 2+20 2.6403 28.93 I QV I I 2+25 2.8504 30.51 Q v I 2+30 3.1470 43.06 I V I Q • 2+35 3.4879 49.51 I 1 V QI 2+40 3.8295 49.60 I 1 V QI Page 3 • Page 4 PHSpade3100.out 2+45 4.0658 34.31 Q I v 2+50 4.1833 17.06 I 1 Q I v! 2+55 4.2680 12.30 QI vi 3+ 0 4.3288 8.82 Q VI 3+ 5 4.3510 3.22 Q VI 3+10 4.3562 0.76 Q VI 3+15 4.3575 0.20 Q VI 3+20 4.3579 0.05 Q I VI 3+25 ---------------------------------------------------------------------- 4.3579 0.01 Q I VI • Page 4 • • PHspade6100.out 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 - 1999, version 6.0 Study date 03/27/07 File: PHSpade6100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 SB&o, Inc., Rancho Cucamonga, California - S/N 714 ------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input values Used English units used in output format ------------------------------------------------------------ PHS WAREHOUSE PAD & Parking Lot Pre Development conditions Excludes Front Slopes, Public streets, other Pads -----------------_------------------------------- -- Drainage Area = 29.67(Ac.) 0.046 Sq. Mi. Length along longest watercourse = 1650.00(Ft.) Length along longest watercourse measured to centroid = 625.00(Ft.) Length along longest watercourse = 0.313 Mi. Length along longest watercourse measured to centroid = 0.118 Mi. Difference in elevation = 212.00(Ft.) Slope along watercourse = 678.4000 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.58 Min. 25% of lag time = 0.89 Min. 40% of lag time = 1.43 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) user Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] weighting[1=2] 29.67 1.40 41.54 100 YEAR Area rainfall data: Area (AC.)[1] Rainfall (In) [2] weightingEl*21 29.67 2.50 74.18 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Page 1 PHSpade6100.out • Adjusted average point rain = 2.500(In) sub -Area Data: Area.(Ac.) Runoff index Impervious % 29.670 88.00 0.000 Total Area Entered = 29.67(Ac.) RI RI infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 88.0 95.2 0.062 0.000 0.062 1.000 0.062 Sum (F) = 0.062 Area averaged mean soil loss (F) (in/Hr) = 0.062 Minimum soil loss rate ((In/Hr)) = 0.031 (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 FOOTHILL S -Curve --------- ------------------- unit Hydrograph Data --------------------------------- Unit time period Time % of lag -------------------------- Distribution unit Hydrograph (hrs) Graph % (CFS) 1 0.083 ---------------------------------------------- 139.827 27.645 8.266 2 0.167 279.655 55.056 16.463 3 0.250 419.482 13.092 3.915 4 0.333 559.309 3.044 0.910 S 0.417 699.137 0.938 0.281 • 6 0.500 838.964 0.224 0.067 ----------------------------------------------------------------------- Sum = 100.000 Sum= 29.902 Unit Time Pattern storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.50 0.150 0.062 --- 0.09 2 0.17 0.60 0.180 0.062 --- 0.12 3 0.25 0.60 0.180 0.062 --- 0.12 4 0.33 0.60 0.180 0.062 --- 0.12 5 0.42 0.60 0.180 0.062 --- 0.12 6 0.50 0.70 0.210 0.062 --- 0.15 7 0.58 0.70 0.210 0.062 --- 0.15 8 0.67 0.70 0.210 0.062 --- 0.15 9 0.75 0.70 0.210 0.062 --- 0.15 10 0.83 0.70 0.210 0.062 --- 0.15 11 0.92 0.70 0.210 0.062 --- 0.15 12 1.00 0.80 0.240 0.062 --- 0.18 13 1.08 0.80 0.240 0.062 --- 0.18 14 1.17 0.80 0.240 0.062 --- 0.18 15 1.25 0.80 0.240 0.062 --- 0.18 16 1.33 0.80 0.240 0.062 --- 0.18 17 1.42 0.80 0.240 0.062 --- 0.18 18 1.50 0.80 0.240 0.062 --- 0.18 19 1.58 0.80 0.240 0.062 --- 0.18 20 1.67 0.80 0.240 0.062 --- 0.18 21 1.75 0.80 0.240 0.062 --- 0.18 22 1.83 0.80 0.240 0.062 --- 0.18 23 1.92 0.80 0.240 0.062 0.18 24 • 2.00 0.90 0.270 0.062 --- 0.21 25 2.08 0.80 0.240 0.062 0.18 Page 2 PHSpade6100.out • 26 2.17 0.90 0.270 0.062 0.21 27 2.25 0.90 0.270 0.062 -- 0.21 28 2.33 0.90 0.270 0.062 --- 0.21 29 2.42 0.90 0.270 0.062 --- 0.21 30 2.50 0.90 0.270 0.062 --- 0.21 31 2.58 0.90 0.270 0.062 --- 0.21 32 2.67 0.90 0.270 0.062 --- 0.21 33 2.75 1.00 0.300 0.062 --- 0.24 34 2.83 1.00 0.300 0.062 --- 0.24 35 2.92 1.00 0.300 0.062 -- 0.24 . 36 3.00 1.00 0.300 0.062 --- 0.24 37 3.08 1.00 0.300 0.062 --- 0.24 38 3.17 1.10 0.330 0.062 --- 0.27 39 3.25 1.10 0.330 0.062 --- 0.27 40 3.33 1.10 0.330 0.062 --- 0.27 41 3.42 1.20 0.360 0.062 --- 0.30 42 3.50 1.30 0.390 0.062 --- 0.33 43 3.58 1.40 0.420 0.062 --- 0.36 44 3.67 1.40 0.420 0.062 --- 0.36 45 3.75 1.50 0.450 0.062 --- 0.39 46 3.83 1.50 0.450 0.062 -- 0.39 47 3.92 1.60 0.480 0.062 -- 0.42 48 4.00 1.60 0.480 0.062 --- 0.42 49 4.08 1.70 0.510 0.062 --- 0.45 50 4.17 1.80 0.540 0.062 -- 0.48 51 4.25 1.90 0.570 0.062 --- 0.51 52 4.33 2.00 0.600 0.062 --- 0.54 53 4.42 2.10 0.630 0.062 -- 0.57 54 4.50 2.10 0.630 0.062 --- 0.57 55 4.58 2.20 0.660 0.062 --- 0.60 • 56 57 4.67 4.75 2.30 2.40 0.690 0.720 0.062 ___ 0.062 0.63 0.66 58 4.83 2.40 0.720 0.062 --- 0.66 59 4.92 2.50 0.750 0.062 --- 0.69 60 5.00 2.60 0.780 0.062 --- 0.72 61 5.08 3.10 0.930 0.062 --- 0.87 62 5.17 3.60 1.080 0.062 --- 1.02 63 5.25 3.90 1.170 0.062 --- 1.11 64 5.33 4.20 1.260 0.062 --- 1.20 65 5.42 4.70 1.410 0.062 --- 1.35 66 5.50 5.60 1.680 0.062 --- 1.62 67 5.58 1.90 0.570 0.062 -- 0.51 68 5.67 0.90 0.270 0.062 --- 0.21 69 5.75 0.60 0.180 0.062 --- 0.12 70 5.83 0.50 0.150 0.062 --- 0.09 71 5.92 0.30 0.090 0.062 --- 0.03 72 6.00 0.20 0.060 0.062 0.054 0.01 Sum = 100.0 Sum = 25.5 Flood volume = Effective rainfall 2.13(In) times area 29.7(AC.)/[(In)/(Ft.)] = 5.3(AC.Ft) Total soil loss = 0.37(In) Total Soil loss = 0.924(AC.Ft) Total rainfall = 2.50(In) Flood volume = 228979.6 Cubic Feet Total soil loss = 40248.2 Cubic Feet ------- Peak flow rate of this - hydrograph - - ----------------------- = 41.614(CFS) --------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- 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 --------------- H dro Hydrograph in 5 -minute-intervals-((CFS))----------------- Page 3 ------------------------ PHSpade6100.out Time(h+m) --------------------------------------------------------------- volume AC.Ft Q(CFS) 0 12.5 25.0 37.5 50. 0+ 5 0.0050 0.72 Q 0+10 0.0216 2.42 vQ 0+15 0.0440 3.25 v Q 0+20 0.0678 3.45 v Q 0+25 0.0919 3.50 v Q I 0+30 0.1178 3.76 v Q 0+35 0.1472 4.26 IV Q 0+40 0.1773 4.38 IV Q 0+45 0.2076 4.40 IV Q 0+50 0.2380 4.41 IV Q 0+55 0.2684 4.42 1 vQ 1+ 0 0.3006 4.66 vQ 1+ 5 0.3361 5.16 V Q 1+10 0.3724 5.27 V Q 1+15 0.4089 5.30 vQ 1+20 0.4455 5.31 VQ 1+25 0.4821 5.31 I VQ 1+30 0.5187 5.31 I vQ 1+35 0.5553 5.31 Q I 1+40 0.5918 5.31 Q 1+45 0.6284 5.31 Q 1+50 0.6650 5.31 QV 1+55 0.7016 5.31 QV 2+ 0 0.7399 5.56 Qv 2+ 5 0.7799 5.81 QV 2+10 0.8190 5.68 Q v 2+15 0.8609 6.08 Q v • 2+20 0.9035 6.18 Q V 2+25 0.9462 6.20 Q v 2+30 0.9889 6.21 Q v 2+35 1.0317 6.21 Q v 2+40 1.0745 6.21 Q V 2+45 1.1189 6.46 Q V I 2+50 1.1668 6.95 I Q v I I 2+55 1.2155 7.07 1 Q VI II 3+ 0 1.2644 7.10 1 Q VI I I 3+ 5 1.3133 7.11 1 Q VI 3+10 1.3640 7.36 Q V 3+15 1.4180 7.85 Q v I 3+20 1.4729 7.97 I Q IV I 3+25 1.5297 8.24 1 Q IV 3+30 1.5916 8.99 Q I V 3+35 1.6595 9.85 Q I V I 3+40 1.7317 10.49 Q I V I 3+45 1.8068 10.90 Q I V I 3+50 1.8855 11.43 QI V I I 3+55 1.9668 11.80 QI V I 4+ 0 2.0517 12.33 QI V I 4+ 5 2.1391 12.70 Q V I 4+10 2.2319 13.47 I Q v I 4+15 2.3307 14.34 IQ V I I 4+20 2.4355 15.23 1 Q V I I i 4+25 2.5466 16.12 I 1 Q VI 4+30 2.6621 16.77 1 Q V 4+35 2.7804 17.18 1 Q IV I 4+40 2.9041 17.96 Q I V 4+45 3.0338 18.83 I I Q I V 4+50 3.1678 19.47 I Q I V I • 4+55 3.3047 19.87 Q I V Page 4 0 • 0 5+ 0 5+ 5 5+10 5+15 5+20 5+25 5+30 5+35 5+40 5+45 5+50 5+55 6+ 0 6+ 5 6+10 6+15 6+20 6+25 ` ---------------- Page 5 PHSpade6100.out 1.4469 20.65 Q v I 1.6019 22.51 Q v I 1.7835 26.37 IQ v I 1.9916 30.21 Q v 1.2200 33.17 Q I v 1.4709 36.42 QI v 1 1.7575 41.61 1 Q v 0163 37.59 Q v l 1406 18.05 Q I I v1 ,.1979 8.31 Q I I I v1 .2287 4.48 1 Q I I v1 .2464 2.57 1 Q I I I vi .2536 1.05 Q I I I v1 .2559 0.33 Q I I I v1 .2565 0.08 Q I I v1 .2566 0.02 Q I I v1 .2566 0.00 Q I I VI .2566 ------------------------------------------------------- 0.00 Q I I v Page 5 rd cxt�;r. 2--1.fL- 0 Riverside County Rational Hydrology Program 6.2 CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version Rational Hydrology Study Date: 01/31/08 File:E2.out ----------------------------------------------------------------- ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ SB&0, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.250(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) • Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1440.000(Ft.) Bottom (of initial area) elevation = 1235.000(Ft.) Difference in elevation = 205.000(Ft.) Slope = 0.20500 s(percent)= 20.50 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.533 min. Rainfall intensity = 1.362(ln/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.691 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 • Initial subarea runoff = 2.702(CFS) Total initial stream area = 2.870(Ac.) Pervious area fraction = 1.000 • Ex >T. z -y2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 102.000 to Point/Station 705.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1235.000(Ft.) End of natural channel elevation = 1075.000(Ft.) Length of natural channel = 1240.000(Ft.) Estimated mean flow rate at midpoint of channel = 5.526(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)-.352)(slope'0.5) Velocity using mean channel flow = 7.49(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1290 Corrected/adjusted channel slope = 0.1203 Travel time = 2.76 min. TC = 14.29 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.672 . 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.211(In/Hr) for a 2.0 year storm Subarea runoff = 4.879(CFS) for 6.000(Ac.) Total runoff = 7.581(CFS) Total area = 8.870(Ac End of computations, total study area = 8.87 (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 = 89.0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEE.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ 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(ln/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 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 366.000(Ft.) Top (of initial area) elevation = 1195.000(Ft.) Bottom (of initial area) elevation = 1120.370(Ft.) Difference in elevation = 74.630(Ft.) Slope = 0.20391 s(percent)= 20.39 TC = k(0.530)*[(1ength'3)/(elevation change)]"0.2 Initial area time of concentration = 7.723 min. Rainfall intensity = 1.811(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.697 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1116.060(7t.) Downstream point/station elevation = 1116.010(Ft.) Pipe length = 11.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.631(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.631(CFS) Normal flow depth in pipe = 3.64(In.) Flow top width inside pipe = 14.47(In.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.46(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.80 min. Process from Point/Station 602.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.990(Ft.) Downstream point/station elevation = 1114.660(Ft.) Pipe length = 266.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.631(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.631(CFS) Normal flow depth in pipe = 3.54(In.) Flow top width inside pipe = 14.32(In.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.56(Ft/s) Travel time through pipe = 1.74 min. Time of concentration (TC) = 9.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 • Stream flow area = 0.500(Ac.) Runoff from this stream = 0.631(CFS) Time of concentration = 9.53 min. Rainfall intensity = 1.613(In/Hr) RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.631(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1116.060(7t.) Downstream point/station elevation = 1116.010(Ft.) Pipe length = 11.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.631(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.631(CFS) Normal flow depth in pipe = 3.64(In.) Flow top width inside pipe = 14.47(In.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.46(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.80 min. Process from Point/Station 602.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.990(Ft.) Downstream point/station elevation = 1114.660(Ft.) Pipe length = 266.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.631(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.631(CFS) Normal flow depth in pipe = 3.54(In.) Flow top width inside pipe = 14.32(In.) Critical Depth = 3.53(In.) Pipe flow velocity = 2.56(Ft/s) Travel time through pipe = 1.74 min. Time of concentration (TC) = 9.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 • Stream flow area = 0.500(Ac.) Runoff from this stream = 0.631(CFS) Time of concentration = 9.53 min. Rainfall intensity = 1.613(In/Hr) 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 104.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.394(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.652 Decimal fraction soil group A = 0.000 Decimal fraction soil group 3 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 12.43 min. Rain intensity = 1.39(In/Hr) Total area = 6.50(Ac.) Total runoff = 17.28(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 17.280(CFS) Time of concentration = 12.43 min. Rainfall intensity = 1.394(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.631 9.53 1.613 2 17.280 12.43 1.394 Largest stream flow has longer time of concentration QP = 17.280 + sum of Qb Ia/Ib 0.631 * 0.864 = 0.545 QP = 17.825 Total of 2 streams to confluence: Flow rates before confluence point: 0.631 17.280 Area of streams before confluence: 0.500 6.500 Results of confluence: Total flow rate = 17.825(CFS) Time of concentration = 12.430 min. • Effective stream area after confluence = 7.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 105.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1113.640(Ft.) Downstream point/station elevation = 1110.040(Ft.) Pipe length = 111.16(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.825(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 17.825(CFS) Normal flow depth in pipe = 10.04(In.) Flow top width inside pipe = 28.31(In.) Critical Depth = 17.13(In.) Pipe flow velocity = 12.38(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** SUBAREA FLOW ADDITION **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.040(Ft.) Downstream point/station elevation = 1106.570(Ft.) Pipe length = 106.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.170(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.170(CFS) Normal flow depth in pipe = 10.70(In.) Flow top width inside pipe = 28.74(In.) Critical Depth = 18.30(In.) • Pipe flow velocity = 12.83(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 12.72 min. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.651 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 12.58 min. Rainfall intensity = 1.385(In/Hr) for a 2.0 year storm Subarea runoff = 2.345(CFS) for 2.600(Ac.) Total runoff = 20.170(CFS) Total area = 9.600(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.040(Ft.) Downstream point/station elevation = 1106.570(Ft.) Pipe length = 106.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.170(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.170(CFS) Normal flow depth in pipe = 10.70(In.) Flow top width inside pipe = 28.74(In.) Critical Depth = 18.30(In.) • Pipe flow velocity = 12.83(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 12.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 6.310(CFS) Time of concentration = 5.00 min. Rainfall intensity = 2.300(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.170 12.72 1.376 2 6.310 5.00 2.300 Largest stream flow has longer time of concentration • Qp = 20.170 + sum of Qb Ia/Ib 6.310 * 0.598 = 3.776 Qp = 23.946 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 604.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600(Ac.) Runoff from this stream = 20.170(CFS) Time of concentration = 12.72 min. Rainfall intensity = 1.376(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.300(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group a = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 • RI index for soil(AMC 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TO = 5.00 min. Rain intensity = 2.30(In/Hr) Total area = 0.00(Ac.) Total runoff = 6.31(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 6.310(CFS) Time of concentration = 5.00 min. Rainfall intensity = 2.300(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.170 12.72 1.376 2 6.310 5.00 2.300 Largest stream flow has longer time of concentration • Qp = 20.170 + sum of Qb Ia/Ib 6.310 * 0.598 = 3.776 Qp = 23.946 • Total of 2 streams to confluence: Flow rates before confluence point: 20.170 6.310 Area of streams before confluence: 9.600 0.000 Results of confluence: Total flow rate = 23.946(CFS) Time of concentration = 12.718 min. Effective stream area after confluence = 9.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to•.Point/Station 607.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1106.570(Ft.) Downstream point/station elevation = 1105.930(Ft.) Pipe length = 62.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.946(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 23.946(CFS) Normal flow depth in pipe = 16.34(In.) Flow top width inside pipe = 29.88(In.) Critical Depth = 19.99(In.) • Pipe flow velocity = 8.76(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.84 min. End of computations, total study area = 9.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 • 9 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEAPUBLIC.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ 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) 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 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1175.100(Ft.) Bottom (of initial area) elevation = 1164.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.04682 s(percent)= 4.68 TC = k(0.530)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 8.456 min. Rainfall intensity = 1.723(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.689 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 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(ln/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 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1175.100(Ft.) Bottom (of initial area) elevation = 1164.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.04682 s(percent)= 4.68 TC = k(0.530)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 8.456 min. Rainfall intensity = 1.723(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.689 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 . RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.475(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 1.000 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 703.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1164.800(Ft.) Downstream point elevation = 1121.000(Ft.) Channel length thru subarea = 82.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.475(CFS) Depth of flow = 0.143(Ft.), Average velocity = Channel flow top width = 0.572(Ft.) Flow Velocity = 11.58(Ft/s) Travel time = 0.12 min. Time of concentration = 6.57 min. 0.475(CFS) 11.585(Ft/s) Sub -Channel No. 1 Critical depth = 0.322(Ft.) ' Critical flow top width = 1.289(Ft ' Critical flow velocity= 2.285(Ft/s) ' Critical flow area = 0.208(Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.710(In/Hr) for a 2.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 0.475(CFS) Total area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1118.910(Ft.) . Downstream point/station elevation = 1115.900(Ft.) Pipe length = 59.33(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.475(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.475(CFS) Normal flow depth in pipe = 1.77(In.) Flow top width inside pipe = 10.71(In.) Critical depth could not be calculated. Pipe flow velocity = 5.31(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 702.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.100(Ft.) _ Downstream point/station elevation = 1106.840(Ft.) Pipe length = 80.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.475(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 0.475(CFS) Normal flow depth in pipe = 1.26(In.) Flow top width inside pipe = 13.21(In.) Critical depth could not be calculated. Pipe flow velocity = 6.14(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.98 min. Process from Point/Station 702.000 to Point/Station 607.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.98 min. Rainfall intensity = 1.667(In/Hr) for a 2.0 year storm Subarea runoff = 0.573(CFS) for 0.400(Ac.) Total runoff = 1.048(CFS) Total area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 607.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 1106.790(Ft.) Downstream point/station elevation = 1105.810(Ft.) Pipe length = 89.06(Ft.) Manning's N = 0.013 . No. of pipes = 1 Required pipe flow = 1.048(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 1.048(CFS) Normal flow depth in pipe = 3.06(In.) Flow top width inside pipe = 20.13(In.) Critical Depth = 3.77(In.) Pipe flow velocity = 3.59(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 9.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.800(Ac.) Runoff from this stream = 1.048(CFS) Time of concentration = 9.39 min. Rainfall intensity = 1.626(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station . 607.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.369(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 12.84 min. Rain intensity = 1.37(In/Hr) Total area = 9.60(Ac.) Total runoff = 23.95(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.600(Ac.) Runoff from this stream = 23.950(CFS) Time of concentration = 12.84 min. Rainfall intensity = 1.369(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 1.048 9.39 1.626 2 23.950 12.84 1.369 Largest stream flow has longer time of concentration Qp = 23.950 + sum of Qb Ia/Ib 1.048 * 0.842 = 0.882 QP = 24.832 Total of 2 streams to confluence: Flow rates before confluence point: 1.048 23.950 Area of streams before confluence: 0.800 9.600 Results of confluence: Total flow rate = 24.832(CFS) Time of concentration = 12.840 min. Effective stream area after confluence = 10.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 713.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 1105.560(Ft.) Downstream point/station elevation = 1092.350(Ft.) Pipe length = 247.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.832(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 24.832(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 32.02(In.) Critical Depth = 19.27(In.) Pipe flow velocity = 16.00(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 13.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) _ '49.80 . Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.10 min. Rainfall intensity = 1.354(In/Hr) for a 2.0 year storm Subarea runoff = 0.116(CFS) for 0.100(Ac.) • Total runoff = 24.948(CFS) Total area = 10.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1092.100(Ft.) Downstream point/station elevation = 1073.970(Ft.) Pipe length =-339.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.948(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 24.948(CFS) Normal flow depth in pipe = 9.80(In.) Flow top width inside pipe = 32.04(In.) Critical Depth = 19.32(In.) Pipe flow velocity = 16.03(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 13.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.500(Ac.) Runoff from this stream = 24.948(CFS) Time of concentration = 13.45 min. Rainfall intensity = 1.335(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 38.000(Ft.) Top (of initial area) elevation = 1120.000(Ft.) Bottom (of initial area) elevation = 1100.610(Ft.) Difference in elevation = - 19.390(Ft.) Slope = 0.51026 s(percent)= 51.03 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 = 0.867 10 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.598(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1100.610(Ft.) Downstream point elevation = 1092.090(Ft.) Channel length thru subarea = 258.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.598(CFS) Depth of flow = 0.263(Ft.), Average velocity = 4.322(Ft/s) Channel flow top width = 1.052(Ft.) Flow Velocity = 4.32(Ft/s) Travel time = 0.99 min. • Time of concentration = 5.99 min. Sub -Channel No. 1 Critical depth = 0.354(Ft.) ' Critical flow top width = 1.414(Ft.) Critical flow velocity= 2.393(Ft/s) ' Critical flow area = 0.250(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1092.090(Ft.) Downstream point elevation = 1078.290(Ft.) Channel length thru subarea = 38.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.598(CFS) Depth of flow = 0.168(Ft.), Average velocity = 10.621(Ft/s) Channel flow top width = 0.671(Ft.) Flow Velocity = 10.62(Ft/s) Travel time = .0.06 min. - Time of concentration = 6.05 min. Sub -Channel No. 1 Critical depth = 0.354(Ft.) Critical flow top width = 1.414(Ft.) • i Critical flow velocity= 2.393(Ft/s) Critical flow area = 0.250(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.05 min. Rainfall intensity = 2.070(In/Hr) for a 2.0 year storm Subarea runoff = 0.179(CFS) for 0.100(Ac.) Total runoff = 0.777(CFS) Total area = 0.400(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 709.000 to Point/Station 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.790(Ft.) Downstream point/station elevation = 1075.650(Ft.) Pipe length = 28.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.777(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.777(CFS) Normal flow depth in pipe = 3.94(In.) Flow top width inside pipe = 14.89(In.) Critical Depth = 3.92(In.) Pipe flow velocity = 2.72(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.664 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.23 min. Rainfall intensity = 2.039(In/Hr) for a 2.0 year storm Subarea runoff = 0.352(CFS) for 0.200(Ac.) Total runoff = 1.130(CFS) Total area = 0.600(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.650(Ft.) Downstream point/station elevation = 1075.450(Ft.) Pipe length = 11.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.130(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.130(CFS) Normal flow depth in pipe = 3.50(In.) Flow top width inside pipe = 14.25(In.) Critical Depth = 4.75(In.) Pipe flow velocity = 4.67(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.27 min. Process from Point/Station 711.000 to Point/Station 704.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.27 min. Rainfall intensity = 2.031(In/Hr) for a 2.0 year storm Subarea runoff = 1.720(CFS) for 0.980(Ac.) Total runoff = 2.849(CFS) Total area = 1.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.430(Ft.) Downstream point/station elevation = 1074.670(Ft.) Pipe length = 42.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.849(CFS) Given pipe size = 28.00(In.) • Calculated individual pipe flow = 2.849(CFS) Normal flow depth in pipe = 5.51(In.) Flow top width inside pipe = 16.59(In.) Critical Depth = 7.69(In.) Pipe flow velocity = 6.22(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for scil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Stream flow area = 1.580(Ac.) Runoff from this stream = 2.849(CFS) Time of concentration = 6.38 min. Rainfall intensity = 2.011(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.948 13.45 1.335 2 6.38 2.011 • Largest streamflow has longer time of concentration QP = 24.948 + sum of Qb Ia/Ib 2.849 * 0.664 = 1.891 Qp = 26.840 Total of 2 streams to confluence: Flow rates before confluence point: 24.948 2.849 Area of streams before confluence: 10.500 1.580 Results of confluence: Total flow rate = 26.840(CFS) Time of concentration = 13.451 min. Effective stream area after confluence = 12.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for scil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Time of concentration = 13.45 min. Rainfall intensity = 1.335(In/Hr) for a 2.0 year storm Subarea runoff = 1.369(CFS) for 1.200(Ac.) Total runoff = 28.209(CFS) Total area = 13.280(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1073.870(Ft.) Downstream point/station elevation = 1073.550(Ft.) Pipe length = 53.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.209(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 28.209(CFS) Normal flow depth in pipe = 19.01(In.) Flow top width inside pipe = 35.94(In.) Critical Depth = 20.62(In.) Pipe flow velocity = 7.45(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 13.57 min. End of computations, total study area = 13.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.127 Area averaged RI index number = 69.5 0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version Rational Hydrology Study Date: 01/31/08 File:E2.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ) area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1440.000(Ft.) Bottom (of initial area) elevation = 1235.000(Ft.) Difference in elevation = 205.000(Ft.) Slope = � 0.20500 s(percent)= 20.50 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.533 min. Rainfall intensity = 2.180(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.837 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 {�- (-X\Srt. tv-��L- • Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.235(CFS) Total initial stream area = 2.870(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 705.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1235.000(Ft.) End of natural channel elevation = 1075.000(Ft.) Length of natural channel = 1240.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.706(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)".352)(slope"0.5) Velocity using mean channel flow = 8.82(Ft/s) Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 40 Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1290 Corrected/adjusted channel slope = 0.1203 Travel time = 2.34 min. TC = 813.88 min. • Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.830 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 Rainfall intensity = 1.969(In/Hr) for a 10.0 year storm Subarea runoff = 9.811(CFS) for 6.000(Ac.) Total runoff = 15.046(CFS) I Total area = 8.870(Ac.) End of computations, total study area = 8.87 (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 = 89.0 40 Prim P. , p �'� 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEE.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 366.000(Ft.) Top (of initial area) elevation = 1195.000(Ft.) Bottom (of initial area) elevation = 1120.370(Ft.) Difference in elevation = 74.630(Ft.) Slope = 0.20391 s(percent)= 20.39 TC = k(0.530)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 7.723 min. Rainfall intensity = 2.718(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 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(ln/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 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 366.000(Ft.) Top (of initial area) elevation = 1195.000(Ft.) Bottom (of initial area) elevation = 1120.370(Ft.) Difference in elevation = 74.630(Ft.) Slope = 0.20391 s(percent)= 20.39 TC = k(0.530)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 7.723 min. Rainfall intensity = 2.718(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1116.060(Ft.) Downstream point/station elevation = 1116.010(Ft.) Pipe length = 11.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.132(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 1.132(CFS) Normal flow depth in pipe = 4.89(In.) Flow top width inside pipe = 16.01(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 2.92(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 7.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.990(Ft.) Downstream point/station elevation = 1114.660(Ft.) Pipe length = 266.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.132(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.132(CFS) Normal flow depth in pipe 4.75(In.) Flow top width inside pipe = 15.87(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 3.04(Ft/s) Travel time through pipe = 1.46 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 • Stream flow area = 0.500(Ac.) Runoff from this stream = 1.132(CFS) Time of concentration = 9.25 min. Rainfall intensity = 2.461(In/Hr) RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.132(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1116.060(Ft.) Downstream point/station elevation = 1116.010(Ft.) Pipe length = 11.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.132(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 1.132(CFS) Normal flow depth in pipe = 4.89(In.) Flow top width inside pipe = 16.01(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 2.92(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 7.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.990(Ft.) Downstream point/station elevation = 1114.660(Ft.) Pipe length = 266.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.132(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.132(CFS) Normal flow depth in pipe 4.75(In.) Flow top width inside pipe = 15.87(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 3.04(Ft/s) Travel time through pipe = 1.46 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 • Stream flow area = 0.500(Ac.) Runoff from this stream = 1.132(CFS) Time of concentration = 9.25 min. Rainfall intensity = 2.461(In/Hr) 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 104.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.092(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 12.43 min. Rain intensity = 2.09(In/Hr) Total area = 6.50(Ac.) Total runoff = 17.26(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 2 Stream flow area = . 6.500(Ac.) Runoff from this stream = 17.280(CFS) Time of concentration = 12.43 min. Rainfall intensity = 2.092(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.132 9.25 2.461 2 17.280 12.43 2.092 Largest stream flow has longer time of concentration Qp = 17.280 + sum of Qb Ia/Ib 1.132 * 0.850 = 0.963 Qp = 18.243 Total of 2 streams to confluence: Flow rates before confluence point: 1.132 17.280 Area of streams before confluence: 0.500 6.500 Results of confluence: Total flow rate = 18.243(CFS) Time of concentration = 12.430 min. • Effective stream area after confluence = 7.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 105.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1113.640(Ft.) Downstream point/station elevation = 1110.040(Ft.) Pipe length = 111.16(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.243(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 18.243(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 28.40(In.) Critical Depth = 17.37(In.) Pipe flow velocity = 12.46(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea • Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 12.58 min. Rainfall intensity = 2.078(In/Hr) for a 10.0 year storm Subarea runoff = 4.403(CFS) for 2.600(Ac.) Total runoff = 22.645(CFS) Total area = 9.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.040(Ft.) Downstream point/station elevation = 1106.570(Ft.) Pipe length = 106.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.645(CFS) Given pipe size = 30.00(ln.) Calculated individual pipe flow = 22.645(CFS) Normal flow depth in pipe = 11.39(In.) Flow top width inside pipe = 29.12(In.) Critical Depth = 19.43(ln.) . Pipe flow velocity = 13.25(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.71 min. 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 604.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600(Ac.) Runoff from this stream = 22.645(CFS) Time of concentration = 12.71 min. Rainfall intensity = 2.066(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 User specified values are as follows: TC = 5.00 min. Rain intensity = 3.45(In/Hr) Total area = 0.00(Ac.) Total runoff = 6.31(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 6.310(CFS) Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.645 12.71 2.066 2 6.310 5.00 3.452 Largest stream flow has longer time of concentration • Qp = 22.645 + sum of Qb Ia/Ib 6.310 * 0.599 = 3.777 Qp = 26.422 • Total of 2 streams to confluence: Flow rates before confluence point: 22.645 6.310 Area of streams before confluence: 9.600 0.000 Results of confluence: Total flow rate = 26.422(CFS) Time of concentration = 12.713 min. Effective stream area after confluence = 9.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 607.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1106.570(Ft.) Downstream point/station elevation = 1105.930(Ft.) Pipe length = 62.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.422(CFS) Given pipe size = 30.00(In.) . Calculated individual pipe flow = 26.422(CFS) Normal flow depth in pipe = 17.39(In.) Flow top width inside pipe = 29.62(In.) Critical Depth = 21.02(In.) • Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.83 min. End of computations, total study area = 9.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 E • - Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEAPUBLIC.Out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1175.100(Ft.) Bottom (of initial area) elevation = 1164.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.04682 s(percent)= TC = k(0.530)*[(length'3)/(elevation change)]^0.2 Initial area time of concentration = 8.456 min. Rainfall intensity = 2.585(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea. Runoff Coefficient = 0.830 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 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 100 storm 60 minute intensity = 3.480(In/Hr) = 1.300(In/Hr) year 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 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1175.100(Ft.) Bottom (of initial area) elevation = 1164.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.04682 s(percent)= TC = k(0.530)*[(length'3)/(elevation change)]^0.2 Initial area time of concentration = 8.456 min. Rainfall intensity = 2.585(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea. Runoff Coefficient = 0.830 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.859(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 1.000 Process from Point/Station 701.000 to Point/Station 703.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1164.800(Ft.) Downstream point elevation = 1121.000(Ft.) Channel length thru subarea = 82.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.859(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.859(CFS) Depth of flow = 0.179(Ft.), Average velocity = 13.436(Ft/s) channel flow top width = 0.715(Ft.) Flow Velocity = 13.44(Ft/s) Travel time = 0.10 min. Time of concentration = 8.56 min. Sub -Channel No. 1 Critical depth = 0.410(Ft.) ' Critical flow top width = 1.641(Ft.) ' Critical flow velocity= 2.552(Ft/s) Critical flow area = 0.336(Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.568(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 0.859(CFS) Total area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1118.910(Ft.) • Downstream point/station elevation = 1115.900(Ft.) Pipe length = 59.33(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.859(CFS) Given pipe size = 18.00(In.) • Calculated individual pipe flow = 0.859(CFS) Normal flow depth in pipe = 2.35(In.) Flow top width inside pipe = 12.12(In.) Critical Depth = 4.13(In.) Pipe flow velocity = 6.34(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 702.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.100(Ft.) Downstream point/station elevation = 1106.840(Ft.) Pipe length = 80.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = .0.859(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 0.859(CFS) Normal flow depth in pipe 1.66(In.) Flow top width inside pipe = 15.08(In.) Critical depth could not be calculated. Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) 8.90 min. Process from Point/Station 702.000 to Point/Station 607.000 **** 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 = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.90 min. Rainfall intensity = 2.514(In/Hr) for a 10.0 year storm Subarea runoff = 0.888(CFS) for 0.400(Ac.) Total runoff = 1.746(CFS) Total area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 607.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 1106.790(Ft.) Downstream point/station elevation = 1105.810(Ft.) Pipe length = 89.06(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.746(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 1..746(CFS) Normal flow depth in pipe 3.92(In.) Flow top width inside pipe = 22.43(In.) Critical Depth = 4.89(In.) Pipe flow velocity = 4.19(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.800(Ac.) Runoff from this stream = 1.746(CFS) Time of concentration = 9.25 min. Rainfall intensity = 2.461(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station • 607.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.056(In/Hr)for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 12.83 min. Rain intensity = 2.06(In/Hr) Total area = 9.60(Ac.) Total runoff = 26.42(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.600(Ac.) Runoff from this stream = 26.420(CFS) Time of concentration = 12.83 min. • Rainfall intensity = 2.056(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In/Hr) 1 1.746 9.25 2.461 2 26.420 12.83 2.056 Largest stream flow has longer time of concentration QP = 26.420 + sum of Qb Ia/Ib 1.746 * 0.835 = 1.459 Qp = 27.879 Total of 2 streams to confluence: Flow rates before confluence point: 1.746 26.420 Area of streams before confluence: 0.800 9.600 Results of confluence: Total flow rate = 27.879(CFS) Time of concentration = 12.830 min. Effective stream area after confluence = 10.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 713.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 1105.560(Ft.) Downstream point/station elevation = 1092.350(Ft.) Pipe length = 247.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.879(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 27.879(CFS) Normal flow depth in pipe = 10.37(In.) Flow top width inside pipe = 32.61(In.) Critical Depth = 20.50(In.) Pipe flow velocity = 16.54(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 13.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.08 min. Rainfall intensity = 2.034(In/Hr) for a 10.0 year storm Subarea runoff = 0.179(CFS) for 0.100(Ac.) r -1 L_ L Total runoff = 28.058(CFS) Total area = 10.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1092.100(Ft.) Downstream point/station elevation = 1073.970(Ft.) Pipe length = 339.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.058(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 28.058(CFS) Normal flow depth in pipe = 10.41(In.) Flow top width inside pipe = 32.64(In.) Critical Depth = 20.56(ln.) Pipe flow velocity = 16.58(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 13.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.500(Ac.) Runoff from this stream = 28.058(CFS) Time of concentration = 13.42 min. Rainfall intensity = 2.005(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** INITIAL AREA EVALUATION **** the Initial area flow distance = 38.000(Ft.) Top (of initial area) elevation = 1120.000(Ft.) Bottom (of initial area) elevation = 1100.610(Ft.) Difference in elevation = 19.390(Ft.) Slope = 0.51026 s(percent)= 51.03 TC = k(0.300)*[(length^3)/(elevation change)]'0.2 Warning: TC computed to be less than 5 min.; program is assuming time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 3.452(In/Hr) COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil .group B = 0.000 Decimal fraction soil group C = 1.000 5.000 min. for a 10.0 year storm Decimal fraction soil group D = 0.000 RI index for soi.l(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.918(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1100.610(Ft.) Downstream point elevation = 1092.090(Ft.) Channel length thru subarea = 258.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.918(CF§) Depth of flow = 0.309(Ft.), Average velocity = Channel flow top width = 1.236(Ft.) Flow Velocity = 4.81(Ft/s) Travel time = 0.89 min. Time of concentration = 5.89 min. 4.811(Ft/s) Sub -Channel No. 1 Critical depth = 0.420(Ft.) Critical flow top width = 1.680(Ft Critical flow velocity= 2.604(Ft/s) Critical flow area = 0.353(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1092.090(Ft.) Downstream point elevation = 1078.290(Ft.) Channel length thru subarea = 38.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.918(CFS) Depth of flow = 0.197(Ft.), Average velocity = 11.822(Ft/s) Channel flow top width = 0.788(Ft.) Flow Velocity = 11.82(Ft/s) Travel time = 0.05 min. Time of concentration = 5.95 min. - Sub -Channel No. 1 Critical depth = 0.420(Ft.) Critical flow top width = 1.680(Ft.) 0 Critical flow velocity= 2.604(Ft/s) Critical flow area = 0.353(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.95 min. Rainfall intensity = 3.138(In/Hr) for a 10.0 year storm Subarea runoff = 0.278(CFS) for 0.100(Ac.) Total runoff = 1.196(CFS) Total area = 0.400(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 **** PIPEFLOW TRAVEL TIME 709.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1075.790(Ft.) Downstream point/station elevation = 1075.650(Ft.) Pipe length = 28.26(Ft.) Manning s N = 0.013 No. of pipes = 1 Required pipe flow = 1.196(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.196(CFS) Normal flow depth in pipe = 4.90(In.) Flow top width inside pipe = 16.02(In.) Critical Depth = 4.89(In.) Pipe flow velocity = 3.08(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 6.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** 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 = 1.000 Decimal fraction soil group D =-0.000 RI index for Soil(AMC 2) = 69.00 • Pervious area fraction Time of concentration Rainfall intensity = Subarea runoff = Total runoff = 1. 0.100; Impervious fraction = 0.900 = 6.10 min. 3.094(In/Hr) for a 10.0 year storm 0.548(CFS) for 0.200(Ac.) 744(CFS) Total area = 0.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.650(Ft.) Downstream point/station elevation = 1075.450(Ft.) Pipe length = 11.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.744(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.744(CFS) Normal flow depth in pipe = 4.35(In.) Flow top width inside pipe = 15.41(In.) Critical Depth = 5.95(In.) Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.14 min. Process from Point/Station 711.000 to Point/Station 704.000 **** 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 = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction 0.100; Impervious fraction = 0.900 Time of concentration = 6.14 min. Rainfall intensity = 3.084(In/Hr) for a 10.0 year storm Subarea runoff = 2.675(CFS) for 0.980(Ac.) Total runoff = 4.419(CFS) Total area = 1.580(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.430(Ft.) • Downstream point/station elevation = 1074.670(Ft.) Pipe length = 42.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.419(CFS) Given pipe size = 18.00(In.) • Calculated individual pipe flow = 4.419(CFS) Normal flow depth in pipe = 6.95(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 9.67(In.) Pipe flow velocity = 7.03(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 6.24 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 4.419(CFS) Time of concentration = 6.24 min. Rainfall intensity = 3.056(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.058 13.42 2.005 2 4.419 6.24 3.056 Largest stream flow has longer time of concentration Qp = 28.058 + sum of Qb Ia/Ib 4.419 * 0.656 = 2.900 Qp = 30.958 Total of 2 streams to confluence: Flow rates before confluence point: 28.058 4.419 Area of streams before confluence: 10.500 1.580 Results of confluence: Total flow rate = 30.958(CFS) Time of concentration = 13.421 min. Effective stream area after confluence = 12.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(AMC 2) = 69 Pervious area fraction = 0.100 0.000 0.000 1.000 0.000 00 Impervious fraction = 0.900 • Time of concentration = 13.42 min. Rainfall intensity = 2.005(In/Hr) for a 10.0 year storm Subarea runoff = 2.116(CFS) for 1.200(Ac.) Total runoff = 33.074(CFS) Total area = 13.280(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1073.870(Ft.) Downstream point/station elevation = 1073.550(Ft.) Pipe length = 53.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.074(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 33.074(CFS) Normal flow depth in pipe = 21.00(In.) Flow top width inside pipe = 35.50(In.) Critical Depth = 22.42(In.) Pipe flow velocity = 7.73(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 13.54 min. End of computations, total study area = 13.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap). = 0.127 Area averaged RI index number = 69.5 • t;WjT ►Oo-`1� • Riverside County Rational Hydrology Program r1WQ CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version Rational Hydrology Study Date: 01/31/08 File:E2.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&0, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) • Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** 0 year storm Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1440.000(Ft.) Bottom (of initial area) elevation = 1235.000(Ft. Difference in elevation = 205.000(Ft.) Slope = 0.20500 s(percent)= 20.50 TC = k(0.530)*[(length-3)/(elevation change)]^0.2 Initial area time of concentration = 11.533 min. Rainfall intensity = 3.220(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea 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 3) = 95.60 0 year storm 0 • 0 Pervious area fraction = 1.000; Impervious fraction Initial subarea runoff = 8.162(CFS) Total initial stream area = 2.870(Ac.) Pervious area fraction = 1.000 = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 705.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1235.000(Ft.) End of natural channel elevation = 1075.000(Ft.) Length of natural channel = 1240.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.694(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity(ft/s) _ (7 + 8(q(English Units)".352)(slope'0.5) Velocity using mean channel flow = 9.90(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1290 Corrected/adjusted channel slope = 0.1203 Travel time = 2.09 min. TC = 13.62 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 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 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.939(In/Hr) for a 100.0 year storm Subarea runoff = 15.544(CFS) for 6.000(Ac.) Total runoff = 23.706(CFS) Total area = 8.870(Ac.) End of computations, total study area 8.87 (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 RT index number = 89.0 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEE.out __________________________________________________________________ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.530(In.) 100 year, 1 hour precipitation = 1.250(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.250(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 366.000(Ft.) Top (of initial area) elevation = 1195.000(Ft.) Bottom (of initial area) elevation = 1120.370(Ft.) Difference in elevation = 74.630(Ft.) Slope = 0.20391 s(percent)= 20.39 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.723 min. Rainfall intensity = 3.860(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.702(CFS) Total initial stream area = 0.500(Ac.) 0 Pervious area fraction = 1.000 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 **** PIPEFLOW TRAVEL TIME 601.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1116.060(Ft.) Downstream point/station elevation = 1116.010(Ft.) Pipe length = 11.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.702(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.702(CFS) Normal flow depth in pipe = 6.04(In.) Flow top width inside pipe = 17.00(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 3.27(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 7.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1115.990(Ft.) Downstream point/station elevation = 1114.660(Ft.) Pipe length = 266.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.702(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.702(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 16.87(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 3.41(Ft/s) Travel time through pipe = 1.30 min. Time of concentration (TC) = 9.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.702(CFS) Time of concentration = 9.08 min. Rainfall intensity = 3.531(In/Hr) . Process from Point/Station 104.000 to Point/Station 105.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.971(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 12.43 min. Rain intensity = 2.97(In/Hr) Total area = 6.50(Ac.) Total runoff = 17.28(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 17.280(CFS) • Time of concentration = 12.43 min. Rainfall intensity = 2.971(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.702 9.08 3.531 2 17.280 12.43 2.971 Largest stream flow has longer time of concentration QP = 17.280 + sum of Qb Ia/Ib 1.702 * 0.842 = 1.432 Qp = 18.712 Total of 2 streams to confluence: Flow rates before confluence point: 1.702 17.280 Area of streams before confluence: 0.500 6.500 Results of confluence: Total flow rate = 18.712(CFS) Time of concentration = 12.430 min. Effective stream area after confluence = 7.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • ++++ Process from Point/Station 105.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 0 Upstream point/station elevation = 1113.640(Ft.) Downstream point/station elevation = 1110.040(Ft.) Pipe length = 111.16(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.712(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 18.712(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 28.49(In.) Critical Depth = 17.60(In.) Pipe flow velocity = 12.55(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 12.58 min. Rainfall intensity = 2.952(In/Hr) for a 100.0 year storm Subarea runoff = 6.727(CFS) for 2.600(Ac.) Total runoff = 25.440(CFS) Total area = 9.600(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.040(Ft.) Downstream point/station elevation = 1106.570(Ft.) Pipe length = 106.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.440(CFS) Given pipe size = 30.00(In.) calculated individual pipe flow = 25.440(CFS) Normal flow depth in pipe = 12.13(In.) Flow top width inside pipe = 29.45(In.) Critical Depth = 20.63(In.) Pipe flow velocity = 13.67(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station' 604.000 to Point/Station • 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600.(Ac.) Runoff from this stream = 25.440(CFS) Time of concentration = 12.71 min. Rainfall intensity = 2.935(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.903(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 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 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 5.00 min. Rain intensity = 4.90(In/Hr) • Total area = 0.00(Ac.) Total runoff = 6.31(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.000(Ac.) Runoff from this stream = 6.310(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.903(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.440 12.71 2.935 2 6.310 5.00 4.903 Largest stream flow has longer time of concentration Qp = 25.440 + sum of Qb Ia/Ib 6.310 * 0.599 = 3.778 QP = 29.218 • Total of 2.streams to confluence: Flow rates before confluence point: 25.440 6.310 • Area of streams before confluence: 9.600 0.000 Results of confluence: Total flow rate = 29.218(CFS) Time of concentration = 12.708 min. Effective stream area after confluence = 9.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 607.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1106.570(Ft.) Downstream point/station elevation = 1105.930(Ft.) Pipe length = 62.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.218(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.218(CFS) Normal flow depth in pipe = 18.56(In.) Flow top width inside pipe = 29.14(In.) Critical Depth = 22.10(In.) Pipe flow velocity = 9.16(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 12.82 min. End of computations, total study area = 9.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1999 Version 6.2 Rational Hydrology Study Date: 01/31/08 File:LINEAPUBLIC.out ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file SB&0, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ) area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1175.100(Ft.) Bottom (of initial area) elevation = 1164.800(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.04682 s(percent)= 4.68 TC = k(0.530)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 8.456 min. Rainfall intensity = 3.819(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 . RI index for soil(AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.347(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 703.000 **"* IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1164.800(Ft.) Downstream point elevation = 1121.000(Ft.) Channel length thru subarea = 82.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.347(CFS) Depth of flow = 0.212(Ft.), Average velocity = Channel flow top width = 0.847(Ft.) Flow Velocity = 15.04(Ft/s) Travel time = 0.09 min. Time of concentration = 8.55 min. 1.347(CPS) 15.037(Ft/s) Sub -Channel No. 1 Critical depth = 0.488(Ft.) ' Critical flow top width = 1.953(Ft ' Critical flow velocity= 2.825(Ft/s) Critical flow area = 0.477(Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.797(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 1.347(CFS) Total area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 **** PIPEFLOW TRAVEL TIME 703,000 to Point/Station (User specified size) **** Upstream point/station elevation = 1118.910(Ft.) • Downstream point/station elevation = 1115.900(Ft.) Pipe length = 59.33(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.347(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.347(CFS) Normal flow depth in pipe = 2.92(In.) Flow top width inside pipe = 13.26(In.) Critical Depth = 5.20(In.) Pipe flow velocity = 7.25(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 **** PIPEFLOW TRAVEL TIME 712.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1115.100(Ft.) Downstream point/station elevation = 1106.840(Ft.) Pipe length = 80.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.347(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 1.347(CFS) Normal flow depth in pipe = 2.04(In.) Flow top width inside pipe = 16.66(In.) Critical depth could not be calculated. Pipe flow velocity = 8.44(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8.84 min. Process from Point/Station 702.000 to Point/Station 607.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal fraction soil group B.= 0.000 . Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.84 min. Rainfall intensity = 3.727(In/Hr) for a 100.0 year storm Subarea runoff = 1.333(CFS) for 0.400(Ac.) Total runoff = 2.680(CFS) Total area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 **** PIPEFLOW TRAVEL TIME 702.000 to Point/Station (User specified size) **** • Upstream point/station elevation = 1106.790(Ft.) Downstream point/station elevation = 1105.810(Ft.) Pipe length = 89.06(Ft.) Manning's N = 0.013 • No. of pipes = 1 Required pipe flow = 2.680(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 2.680(CFS) Normal flow depth in'pipe = 4.81(in.) Flow top width inside pipe = 24.50(In.) Critical depth could not be calculated. Pipe flow velocity = 4.76(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 9.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.680(CFS) Time of concentration = 9.15 min. Rainfall intensity = 3.656(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station • 607.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.038(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 = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 12.82 min. Rain intensity = 3.04(In/Hr) Total area = 9.60(Ac.) Total runoff = 29.22(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.600(Ac.) Runoff from this stream = 29.218(CFS) Time of concentration = 12.82 min. Rainfall intensity = 3.038(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 0 No. (CFS) (min) (In/Hr) 1 2.680 9.15 3.656 2 29.218 12.82 3.038 Largest stream flow has longer time of concentration Qp = 29.218 + sum of Qb Ia/Ib 2.680 * 0.831 = 2.227 Qp = 31.445 Total of 2 streams to confluence: Flow rates before confluence point: 2.680 29.218 Area of streams before confluence: 0.800 9.600 Results of confluence: Total flow rate = 31.445(CFS) Time of concentration = 12.820 min. Effective stream area after confluence = 10.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 713.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1105.560(Ft.) Downstream point/station elevation = 1092.350(Ft.) Pipe length = 247.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.445(CFS) Given pipe size = I36.00(In.) Calculated individual pipe flow = 31.445(CFS) Normal flow depth in pipe = 11.03(In.) Flow top width inside pipe = 33.19(In.) Critical Depth = 21.80(In.) Pipe flow velocity = 17.11(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) _ .13.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** 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 = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 13.06 min. Rainfall intensity = 3.007(In/Hr) for a 100.0 year storm Subarea runoff = 0.269(CFS) for 0.100(Ac.) 0 Total runoff = 31.714(CFS) Total area = 10.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 **** PIPEFLOW TRAVEL TIME 713.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1092.100(Ft.) Downstream point/station elevation = 1073.970(Ft.) Pipe length = 339.62(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.714(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 31.714(CFS) Normal flow depth in pipe = 11.09(In.) Flow top width inside pipe = 33.24(In.) Critical Depth = 21.91(In.) Pipe flow velocity = 17.16(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 13.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.500(Ac.) Runoff from this stream = 31.714(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.966(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** INITIAL AREA EVALUATION **** the Initial area flow distance = 38.000(Ft,) Top (of initial area) elevation = 1120.000(Ft.) Bottom (of initial area) elevation = 1100.610(Ft.) Difference in elevation = 19.390(Ft.) Slope = 0.51026 s(percent)= 51.03 TC, k(0.300)*[(length^3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 5.099(In/Hr) COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 5.000 min. for a 100.0 year storm Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.370(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1100.610(Ft.) Downstream point elevation = 1092.090(Ft.) Channel length thru subarea = 258.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.370(CFS) Depth of flow = 0.359(Ft.), Average velocity = 5.318(Ft/s) Channel flow top width = 1.436(Ft.) Flow Velocity = 5.32(Ft/s) Travel time = 0.81 min. Time of concentration = 5.81 min. • Sub -Channel No. 1 Critical depth = 0.492(Ft.) Critical flow top width = 1.969(Ft.) Critical flow velocity= 2.829(Ft/s) Critical flow area = 0.484(Sq.Ft) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1092.090(Ft.) Downstream point elevation = 1078.290(Ft.) Channel length thru subarea = 38.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or ,'Z' of right channel bank 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.370(CFS) Depth of flow = 0.229(Ft.), Average velocity Channel flow top width = 0.916(Ft.) Flow Velocity = 13.07(Ft/s) Travel time = 0.05 min. Time of concentration = 5.86 min. Sub -Channel No = 13.067(Ft/s) 1 Critical depth = 0.492(Ft.) Critical flow top width = 1.969(Ft.) • Critical flow velocity= 2.829(Ft/s) Critical flow area = 0.484(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.86 min. Rainfall intensity = 4.674(In/Hr) for a 100.0 year storm Subarea runoff = 0.419(CFS) for 0.100(Ac.) Total runoff = 1.789(CFS) Total area = 0.400(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 40 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1D75.790(Ft.) Downstream point/station elevation = 1075.650(Ft.) Pipe length = 28.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.789(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.789(CFS) Normal flow depth in pipe = 6.03(In.) Flow top width inside pipe = 16.99(In.) Critical Depth = 6.03(In.) Pipe flow velocity = 3.45(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.99 min. Rainfall intensity = 4.615(In/Hr) for a 100.0 year storm Subarea runoff = 0.827(CFS) for 0.200(Ac.) Total runoff = 2.615(CFS) Total area = 0.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 **** PIPEFLOW TRAVEL TIME 710.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1075.650(Ft.) Downstream point/station elevation = 1075.450(Ft.) Pipe length = 11.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.615(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.615(CFS) Normal flow depth in pipe = 5.34(In.) Flow top width inside pipe = 16.45(In.) Critical Depth = 7.35(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.03 min. Process from Point/Station 711.000 to Point/Station 704.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.03 min. Rainfall intensity = 4.601(In/Hr) for a 100.0 year storm Subarea runoff = 4.038(CFS) for 0.980(Ac.) Total runoff = 6.653(CFS) Total area = 1.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 **** PIPEFLOW TRAVEL TIME 711.000 to Point/Station (User specified size) **** Upstream point/station elevation = 1075.430(Ft.) • Downstream point/station elevation = 1074.670(Ft.) Pipe length = 42.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.653(CFS) Given pipe size = 18.00(In.) • Calculated individual pipe flow = 6.653(CFS) Normal flow depth in pipe = 8.73(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 7.82(Ft/s) Travel time through pipe = ' 0.09 min. Time of concentration (TC) = 6.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 704.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 6.653(CFS) Time of concentration = 6.12 min. Rainfall intensity = 4.563(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 31.714 13.39 2.966 • 2 6.653 6.12 4.563 Largest stream flow has longer time of concentration Qp = 31.714 + sum of Qb Ia/Ib 6.653 * 0.650 = 4.324 Qp = 36.038 Total of 2 streams to confluence: Flow rates before confluence point: 31.714 6.653 Area of streams before confluence: 10.500 1.580 Results of confluence: Total flow rate = 36.038(CFS) Time of concentration = 13.391 min. Effective stream area after confluence = 12.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** 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 = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 -. Time of concentration = 13.39 min. Rainfall intensity = 2.966(In/Hr) for a 100.0 year storm Subarea runoff = 3.179(CFS) for 1.200(Ac.) Total runoff = 39.217(CFS) Total area = 13.280(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1073.870(Ft.) Downstream point/station elevation = 1073.550(Ft.) Pipe length = 53.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.217(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 39.217(CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 34.26(In.) Critical Depth = 24.44(In.) Pipe flow velocity = 8.02(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 13.50 min. End of computations, total study --area = 13.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.127 Area averaged RI index number = 69.5 Water Quality Management Plan (WQMP) PHS Warehouse �h. Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTION "NOT CONDUCTED" 0 so